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Home My WebLink About2017-04-18 PC AGENDAPlanning Commission City of Hermosa Beach Regular Meeting Agenda - Final City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Council Chambers7:00 PMTuesday, April 18, 2017 1 April 18, 2017Planning Commission Regular Meeting Agenda - Final Note: No Smoking Is Allowed in The City Hall Council Chambers THE PUBLIC COMMENT IS LIMITED TO THREE MINUTES PER SPEAKER Planning Commission agendas and staff reports are available for review on the City's web site at www.hermosabch.org. Wireless access is available in the City Council Chambers for mobile devices: Network ID: CHB-Guest, Password: chbguest Written materials distributed to the Planning Commission within 72 hours of the Planning Commission meeting are available for public inspection immediately upon distribution in the Community Development Department during normal business hours from Monday through Thursday, 7:00 a.m. - 6:00 p.m. and on the City's website. Final determinations of the Planning Commission may be appealed to the City Council within 10 days of the next regular City Council meeting date. If the 10th day falls on a Friday or City holiday, the appeal deadline is extended to the next City business day. Appeals shall be in written form and filed with the City Clerk's office, accompanied by an appeal fee. The City Clerk will set the appeal for public hearing before the City of Hermosa Beach City Council at the earliest date possible. If you challenge any City of Hermosa Beach decision in court, you may be limited to raising only those issues you or someone else raised at the public hearing described on this agenda, or in a written correspondence delivered to the Planning Commission at, or prior to, the public hearing. To comply with the Americans with Disabilities Act (ADA) of 1990, Assistive Listening Devices will be available for check out at the meeting. If you need special assistance to participate in this meeting, please call or submit your request in writing to the Community Development Department at (310) 318-0242 at least 48 hours (two working days) prior to the meeting time to inform us of your needs and to determine if/how accommodation is feasible. 1. Call to Order 2. Pledge of Allegiance 3. Roll Call 4. Oral / Written Communications Section I CONSENT CALENDAR 5.REPORT 17-0241 Approval of the March 21, 2017 Planning Commission Action Minutes Recommendation:To approve the Planning Commission action minutes of the March 21, 2017 regular meeting. 6. Resolution(s) for Consideration - None Page 2 City of Hermosa Beach Printed on 3/21/2024 2 April 18, 2017Planning Commission Regular Meeting Agenda - Final *************************************************************************************************************** **** THE RECOMMENDATIONS NOTED BELOW ARE FROM THE PLANNING STAFF AND ARE RECOMMENDATIONS ONLY. THE FINAL DECISION ON EACH ITEM RESTS WITH THE PLANNING COMMISSION. PLEASE DO NOT ASSUME THAT THE STAFF RECOMMENDATION WILL BE THE ACTION OF THE PLANNING COMMISSION. *************************************************************************************************************** **** 17-0231 INFORMATION ONLY: PUBLIC HEARING NOTICES AND PROJECTS ZONING MAP Section II PUBLIC HEARING 7.REPORT 17-0232 CON 16-16, PDP 16-18, VTPM #74236-Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map No. 74236 for a two-unit condominium project at 959 5th Street, and determination that the project is categorically exempt from California Environmental Quality Act. Recommendation:Adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74236 for a two-unit detached condominium project with access from a common driveway along the east side of the lot subject to conditions and determine the project is Categorically Exempt from the California Environmental Quality Act (CEQA). 8.REPORT 17-0237 CON 16-17, PDP 16-19, VTPM #74237--Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map No.74237 for a two-unit condominium project at 961 5th Street, and determination that the project is categorically exempt from California Environmental Quality Act. Recommendation:Adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74237 for a two-unit detached condominium project with access from a common driveway along the west side of the lot subject to conditions and determine the project is Categorically Exempt from the California Environmental Quality Act (CEQA). Page 3 City of Hermosa Beach Printed on 3/21/2024 3 April 18, 2017Planning Commission Regular Meeting Agenda - Final 9.REPORT 17-0238 PDP 16-6, CUP 16-2 and PARK 16-7 -- Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market; and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway; and adoption of the Mitigated Negative Declaration. Recommendation:To adopt the attached Resolutions approving the Precise Development Plan, Conditional Use Permit, and Parking Plan subject to conditions, and adopting the Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. 10.REPORT 17-0240 TEXT 17-1 -- Text Amendment to allow religious institutions in zones allowing assembly uses, and determination that the project is categorically exempt from the California Environmental Quality Act (continued from the March 21, 2017 meeting). Recommendation:Staff requests that the Planning Commission continue to May 16, 2017 the public hearing regarding Text Amendment 17-1 regarding religious institutions in zones that allow assembly uses. Staff needs additional time to complete a thorough analysis of those portions of the Municipal Code that could be affected. Section III 11. Staff Items a.REPORT 17-0219 Discussion as to whether “elevator housing” should continue to be included as one of the roof structure elements that may exceed the height limit in commercial zones. Recommendation:That the Planning Commission provide direction and prioritize issues to focus staff's efforts, while continuing the discussion of whether the current list of roof structures allowed to exceed the height limit should continue to include "elevator housing" (Municipal Code Section 17.46.010). b.17-0235 Report on City Council Actions c.17-0236 Status Report on Major Planning Projects d.REPORT 17-0242 May, 2017 Planning Commission Tentative Future Agenda Items Recommendation:To receive and file the May, 2017 Planning Commission tentative future agenda items. Page 4 City of Hermosa Beach Printed on 3/21/2024 4 April 18, 2017Planning Commission Regular Meeting Agenda - Final e.REPORT 17-0234 Community Development Department Activity Report of February, 2017 Recommendation:To receive and file the February, 2017 Community Development Department activity report. 12. Commissioner Items 13. Adjournment Page 5 City of Hermosa Beach Printed on 3/21/2024 5 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0241 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 Approval of the March 21, 2017 Planning Commission Action Minutes Recommended Action: To approve the Planning Commission action minutes of the March 21, 2017 regular meeting. Attachment: 1. March 21, 2017 Planning Commission action minutes Respectfully Submitted by: Yu-Ying Ting, Administrative Assistant Concur:Kim Chafin, Senior Planner Approved:Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™6 1 Planning Commission Action Minutes March 21, 2017 ACTION MINUTES PLANNING COMMISSION City Hall Council Chambers 1315 Valley Drive Hermosa Beach, CA 90254 March 21, 2017 7:00 P.M. Michael Flaherty, Chairperson Rob Saemann, Vice Chair Marie Rice David Pedersen Peter Hoffman 1. Call to Order at 7:04 P.M. 2. Pledge of Allegiance 3. Roll Call Present: Commissioners Hoffman, Pedersen, Rice, Saemann, Chairperson Flaherty Absent: None Also Present: Ken Robertson, Community Development Director Lauren Langer, Assistant City Attorney Leeanne Singleton, Environmental Analyst Yalini Sivapathasundarum, Associate Planner Nicole Ellis, Assistant Planner Kathy Khang, Assistant Planner 4. Oral / Written Communications Anyone wishing to address the Commission regarding a matter not related to a public hearing on the agenda may do so at this time. Section I CONSENT CALENDAR 5. Approval of the February 21, 2017 Planning Commission Action Minutes. Recommendation: To approve the Planning Commission action minutes of the February 21, 2017 regular meeting. ACTION: To approve the February 21, 2017 action minutes as presented. MOTION by Commissioner Hoffman and seconded by Commissioner Rice. The motion carried by a unanimous vote. 6. RESOLUTION(S) FOR CONSIDERATION - None 7 2 Planning Commission Action Minutes March 21, 2017 Section II HEARING 7. C-36 -- Report for Semi-Annual On-Sale Alcoholic Beverage Conditional Use Permit (CUP) Review Process Recommendation: Receive and file the semi-annual report. Based on the information in the report, no businesses have reached the "Standard Initiating Planning Commission Review." Coming Forward to Speak: Matt McCool ACTION: To receive and file the report. MOTION by Commissioner Hoffman and seconded by Commissioner Saemann. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None Section III PUBLIC HEARING 8. PDP 16-6 / CUP 16-2 / PARK 16-7 - Precise Development Plan to Allow a Food and Beverage Market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway; Conditional Use Permit for Outdoor Dining Accessory to the Proposed Food and Beverage Market; and a Parking Plan to Allow Parking Requirements to be Met with a Shared Parking Arrangement with the Two Adjacent Buildings at 950 Artesia Boulevard (currently a multi-tenant office building), and 24210 Pacific Coast Highway (Hope Chapel Church), and the Parking Lot currently used by Hope Chapel at 2306 Pacific Coast Highway Recommendation: To continue the public hearing to April 18, 2017 as requested by the applicant and re-notice the project. Coming Forward to Speak: None ACTION: To continue the public hearing to April 18, 2017 as requested by the applicant and re-notice the project. MOTION by Commissioner Hoffman and seconded by Commissioner Rice. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None 8 3 Planning Commission Action Minutes March 21, 2017 9. PARK 17-1 -- Parking Plan for a new food service establishment (North Shore Poke) for the purpose of determining that it’s a snack shop with characteristics to allow consideration of the retail commercial requirement for parking at 1221/1227 Hermosa Avenue (Suite # 103) and determination that the project is categorically exempt from the California Environmental Quality Act. Recommendation: Adopt the attached resolution approving a Parking Plan finding that the use is a snack shop and less than required parking is merited due to the parking demand characteristics of the proposed use at 1221/1227 Hermosa Avenue (Suite # 103) and determine the project is categorically exempt from the California Environmental Quality Act (CEQA). Coming Forward to Speak: Jack Sloan and Jared Johnson. ACTION: To adopt resolution, as presented, approving subject Parking Plan finding that the use is a snack shop and less than required parking is merited due to the parking demand characteristics of the proposed use at 1221/1227 Hermosa Avenue (Suite # 103) and determine the project is categorically exempt from the California Environmental Quality Act MOTION by Commissioner Hoffman and seconded by Commissioner Rice. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None 10. CUP 16-23 / PDP 16-21 / VTPM #74179 -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74179 for a 3-unit condominium project at 226 2nd Street, and determination that the project is categorically exempt from the California Environmental Quality Act. Recommendation: Adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74179 for a three-unit detached condominium project with access from Monterey Boulevard, 2nd Street and Bayview Drive and determine the project is Categorically Exempt from the California Environmental Quality Act (CEQA). Coming Forward to Speak: Mark Trotter and Mike Cleland. ACTION: To adopt resolution, as presented, approving subject Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74179 for a three-unit detached condominium project at 226 2nd Street with access from Monterey Boulevard, 2nd Street and Bayview Drive, and determine the project is categorically exempt from the California Environmental Quality Act MOTION by Commissioner Hoffman and seconded by Commissioner Pedersen. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None 9 4 Planning Commission Action Minutes March 21, 2017 11. CON 17-2 / PDP 17-1 / VTPM #74292 - Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74292 for a 2-unit condominium project at 947 7th Street, and determination that the project is categorically exempt from the California Environmental Quality Act. Recommendation: To adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74292 for a two-unit detached condominium project subject to conditions and determine the project is categorically exempt from the California Environmental Quality Act (CEQA). Coming Forward to Speak: Daryl Olesinski. ACTION: To adopt resolution, as presented, approving subject Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74292 for a two-unit detached condominium project at 947 7th Street, and determine the project is categorically exempt from the California Environmental Quality Act MOTION by Commissioner Hoffman and seconded by Commissioner Saemann. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None 12. PLAN Hermosa, the integrated General Plan and Coastal Land Use Plan for the City of Hermosa Beach: A) Recommend the City Council certify the Final Environmental Impact Report, Mitigation Monitoring and Reporting Program, and Statement of Overriding Considerations for PLAN Hermosa. B) Recommend the City Council adopt PLAN Hermosa, confirm that the implementation actions adequately carry out the goals and policies of PLAN Hermosa, and direct staff to submit the Coastal Land Use Plan to the California Coastal Commission for Certification. Recommendation: It is recommended that the Planning Commission take the following actions: * Adopt the resolution recommending the City Council certify the Final Environmental Impact Report, adopt a Mitigation Monitoring and Reporting Program, and adopt a Statement of Overriding Considerations for PLAN Hermosa as identified in Attachment 1. * Adopt the resolution recommending the City Council adopt PLAN Hermosa, the integrated General Plan and Coastal Land Use Plan for the City of Hermosa Beach, confirm that the implementation actions adequately carry out the goals and policies of PLAN Hermosa, and direct staff to submit the Coastal Land Use Plan to the California Coastal Commission for Certification as identified in Attachment 2. ACTION: To continue the public hearing to adjourned March 27, 2017 meeting at 7:00 P.M. MOTION by Chairperson Flaherty and seconded by Commissioner Pedersen. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None 10 5 Planning Commission Action Minutes March 21, 2017 13. TA 17-1 -- Text Amendment to allow religious institutions in zones allowing assembly uses, and determination that the project is categorically exempt from the California Environmental Quality Act. Recommendation: Staff is requesting a continuance to April 18, 2017 to allow for additional time to prepare Text Amendment 17-1 regarding religious institutions in zones allowing assembly uses. Moving this item to the April agenda has the added benefit of providing the Planning Commission more time during its March meeting to focus on its review and recommendations regarding PLAN Hermosa. ACTION: To continue to the April 18, 2017 meeting. MOTION by Commissioner Hoffman and seconded by Commissioner Pedersen. The motion carried by the following vote: AYES: Comms. Hoffman, Pedersen, Rice, Saemann Chmn. Flaherty NOES: None ABSTAIN: None ABSENT: None Section IV 14. Staff Items a) Report on City Council Actions b) Status Report on Major Planning Projects c) April 18, 2017 Planning Commission Tentative Future agenda items. d) Community Development Department Activity Report of January, 2017 15. Commissioner Items 16. Adjournment to March 27, 2017 at 7:00 P.M. The meeting was adjourned at 12:08 A.M. on March 22, 2017 CERTIFICATION I hereby certify the foregoing Minutes are a true and complete record of the action taken by the Planning Commission of Hermosa Beach at the regularly scheduled meeting of March 21, 2017. Michael Flaherty, Chairperson Ken Robertson, Secretary Date 11 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report 17-0231 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 INFORMATION ONLY: PUBLIC HEARING NOTICES AND PROJECTS ZONING MAP Attachment: 1.Public Notices 2.Projects Zoning Map City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™12 Easy Reader Run Date: April 6, 2017 DISPLAY Acct: 7010-2110 City of Hermosa Beach PUBLIC NOTICE NOTICE IS HEREBY GIVEN that the Planning Commission of the City of Hermosa Beach shall hold a public hearing on Tuesday, April 18, 2017, to consider the following: 1. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74236 for a 2-unit condominium project at 959 5th Street, and determination that the project is categorically exempt from the California Environmental Quality Act. 2. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74237 for a 2-unit condominium project at 961 5th Street, and determination that the project is categorically exempt from the California Environmental Quality Act. 3. Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market; and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway; and adoption of the Mitigated Negative Declaration (continued from the November 15 and December 12, 2016, February 21 and March 21, 2017 meetings). 4. Text Amendment to allow religious institutions in zones allowing assembly uses, and determination that the project is categorically exempt from the California Environmental Quality Act (continued from the March 21, 2017 meeting). SAID PUBLIC HEARINGS shall be held at 7:00 P.M., or as soon thereafter as the matter may be heard, in the City Council Chambers, City Hall, 1315 Valley Drive, Hermosa Beach, CA 90254. ANY AND ALL PERSONS interested are invited to participate and speak at these hearings at the above time and place. For inclusion in the agenda packet to be distributed, written comments of interested parties should be submitted to the Community Development Department, Planning Division, in care of City Hall at 1315 Valley Drive, Hermosa Beach, CA 90254 prior to Thursday, April 13, 2017, at 12:00 noon. All written testimony by any interested party will be accepted prior to or at the scheduled time on the agenda for the matter. IF YOU CHALLENGE the above matter(s) in court, you may be limited to raising only those issues you or someone else raised at the public hearing described in this notice, or in written correspondence delivered to the Community Development Department, Planning Division, at, or prior to, the public hearing. FOR FURTHER INFORMATION, please contact the Community Development Department, Planning Division, at (310) 318-0242 or fax to (310) 937-6235. The Department is open from 7:00 a.m. to 6:00 p.m. Monday through Thursday. Please contact a staff planner to discuss any project on the Planning Commission agenda. A copy of the staff report(s) in the Planning Commission packet will be available for public review at the end of the business day on Thursday, April 13, 2017, at the Hermosa Beach Police Department, Public Library, and on the City’s website at www.hermosabch.org. Relevant Municipal Code sections are also available on the website. Elaine Doerfling City Clerk f:95\CD\Notice (Legal Ad)\2017\Planning Commission\pc04-18-17.docx 13 14 ZONING DESIGNATIONS R-1 ONE FAMILY RESIDENTIAL R-1A LIMITED ONE-FAMILY RESIDENTIAL R-2 TWO-FAMILY RESIDENTIAL R-2B LIMITED MULTIPLE FAMILY RESIDENTIAL R-3 MULTIPLE FAMILY RESIDENTIAL R-P RESIDENTIAL-PROFESSIONAL RPD RESIDENTIAL PLANNED DEVELOPMENT R-3PD MULTIPLE FAMILY PLANNED DEVELOPMENT C-1 NEIGHBORHOOD COMMERCIAL C-2 RESTRICTED COMMERCIAL C-3 GENERAL COMMERCIAL M-1 LIGHT MANUFACTURING OS OPEN SPACE OS-1 RESTRICTED OPEN SPACE OS-2 RESTRICTED OPEN SPACE OS-O OPEN SPACE OVERLAY MHP MOBILE HOME PARK SPA SPECIFIC PLAN AREA (RESIDENTIAL USES) SPA SPECIFIC PLAN AREA (COMMERCIAL USES) Projects Zoning MapPlanning Commission Meeting April 18, 2017 961 5th St2-unit CondoZone: R-2B 2510 Pacific Coast HwyLazy Acres MarketCUP, PDP, Parking PlanZone: C-3 959 5th St2-unit CondoZone: R-2B 15 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0232 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 CON 16-16, PDP 16-18, VTPM #74236-Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map No. 74236 for a two-unit condominium project at 959 5th Street, and determination that the project is categorically exempt from California Environmental Quality Act. Applicant:SBL Development, LLC C/O Isaac Laufer 11941 Prairie Ave Hawthorne, CA 90250 Recommended Action: Adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74236 for a two-unit detached condominium project with access from a common driveway along the east side of the lot subject to conditions and determine the project is Categorically Exempt from the California Environmental Quality Act (CEQA). Background: GENERAL PLAN:Medium Density Residential ZONING:Limited Multiple Family Residential (R-2B) LOT SIZE:4,537 square feet PROPOSED SQUARE FOOTAGE:Unit A: 2,842 square feet Unit B: 2,436 square feet PARKING REQUIRED:4 Standard/1 Guest PARKING PROVIDED:4 Standard/1 Shared Guest ENVIRONMENTAL DETERMINATION:Categorically Exempt, CEQA Section 15303(b) The applicant proposes to demolish a single-family residence with attached garage and construct two detached condominium units on a 4,537 square foot lot at 959 5th Street, located east of Pacific Coast Highway and on the north side of 5th Street. This project is proposed to be developed concurrently with a similar two-unit detached residential condominium project located at 961 5th Street, which is located east of the subject property. Both two-unit residential condominium projects are located in the R-2B (Limited Multiple Family Residential) and both lots are limited to two-family dwelling units per lot pursuant to Section 17.14.010 (B). Therefore, both projects are to be City of Hermosa Beach Printed on 2/20/2024Page 1 of 5 powered by Legistar™16 Staff Report REPORT 17-0232 developed separately rather than merging the two lots as the R-2B zone limits a lot to a maximum of two units. Each unit includes a two-car garage accessed from a common driveway which runs along the east property line and also provides vehicular access to the condominium project to the east. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. The lot is 39.90 feet wide with one on-street parking space. By using a common driveway, it enables the project to reduce the number of curb cuts from two to one resulting in one additional on-street parking space and more parkway landscaping. Unit A’s first floor contains one bedroom and bathroom, laundry area, storage area and a garage; second floor contains three bedrooms, two bathrooms; and third floor contains one terrace area, living and dining area, and a kitchen. Unit B’s first floor contains one bedroom and bathroom, laundry area, storage area and a garage; second floor contains three bedrooms and three bathrooms; and third floor contains living and dining area, kitchen, and one terrace area. Both Unit A and B have a roof deck. Both units have a contemporary architectural style and designed to be complementary with the adjacent two-unit condominium project located to the east with similar gray and white smooth stucco finish and metal clad overhang with a bronze finish. The designer has incorporated varying architectural treatments consisting of gray horizontal James Hardie artisan lap siding, glass guardrail, and German smeared brick veneer to enhance the appearance from the surrounding neighborhood. Analysis: A proposal to construct a condominium project requires findings for consideration of a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map pursuant to Government Code Section 66474 and as set forth in Municipal Code Sections 16.08.060, 17.40.020 and 17.58.030. Basic Zoning Standards: The project complies with the requirements of the Zoning Ordinance, including the R-2B zone and design standards for condominiums in Section 17.22. City of Hermosa Beach Printed on 2/20/2024Page 2 of 5 powered by Legistar™17 Staff Report REPORT 17-0232 Covenants, Conditions and Restrictions (CC&R’s) have been submitted and will be reviewed for compliance with applicable sections of the zoning ordinance. Access and Parking: Access to parking for each unit is provided from a common driveway from 5th Street which runs along the east side of the lot leading to both two-car garages. One guest space, to be shared between both units, is located toward the rear of the property adjacent to the Unit B garage. Pursuant to Section 17.44.120 (C), a common driveway may provide driveway access with easements on adjoining properties. The applicant proposes a driveway width of 12 feet and 2 inches that narrows slight to 10 feet and 2 inches. Staff has added Condition of Approval #28 stating, “Reciprocal driveway and access easement agreements shall be recorded on the property, in a form and to the satisfaction of the Community Development Director and the City Attorney. The easement agreements shall be submitted to the City for approval and recorded prior to issuance of the building permit. The easement agreements shall include a provision stating that the easements cannot be City of Hermosa Beach Printed on 2/20/2024Page 3 of 5 powered by Legistar™18 Staff Report REPORT 17-0232 released without written approval from the City.” Landscape and Green Measures: All plants must be water conserving as required in Hermosa Beach Water Conservation and Drought Management Ordinances. The landscape plan includes a mixture of drought tolerant plants to include Knifeleaf Acacia, Island Snapdragon, and Shrub Daisy. The proposal is to plant one 24-inch box Knifeleaf Acacia at the southwest corner of the lot. In addition, an automatic irrigation system is proposed for the landscaped areas. The Public Works Department has reviewed the proposed improvements within the public right-of- way, which includes removal of a 12-inch Pine tree and replacement with a 36-inch box tree from Public Works’s approved list of trees in the parkway located in front of Unit A along with a mixture of landscape and hardscape improvements. The project complies with Section 8.44 Hermosa Beach Stormwater and Urban Runoff Pollution Control Regulations. Additionally, the project is required to meet Title 24 standards, 65% of demolition debris must be recycled, and cement used in foundation mix design must be reduced by not less than 20%, among other requirements. Hermosa Beach’s Electrical Code (Section 15.32) requires installation of conduit sized to accommodate solar energy and solar thermal systems. Compatibility with surrounding area: The subject site and surrounding properties are zoned R-2B Limited Multiple Family Residential with R-3 Multiple Family Residential located to the east of the block and to the south of the block are R-1 One-Family Residential and R-2B Limited Multiple Family Residential. Similar residential development is found in the surrounding area comprised primarily of multi-story, single- and multi-family residences. The proposed front yard setback is greater than the required five feet. Based on the current front yard setbacks on the north side of 5th Street, there is not an obvious prevailing setback since there is mixture of front yard setbacks that range from nine feet to twenty feet or more in the R-2B zone. In addition, the south side of 5th Street also has no obvious prevailing front yard setback since there is a mixture of front yard setbacks that range from five feet to ten feet or more in both R-2B zone and R-1 zone. Therefore, a front yard setback ranging from 10 to15 feet is compatible with the residential uses in the immediate neighborhood, and the applicant’s proposal is to provide a 10-foot front yard setback. The proposed layout of the buildings is similar to and consistent with residential use types in the immediate neighborhood. Open Space: Both units comply with Section 17.14.080 by providing more than a minimum of 300 square feet of open space per unit. Open space for Unit A is provided on the third level terrace area of 210 square feet, and open space for Unit B is provided also on the third level terrace with area of 217 square feet. A maximum of 100 square feet of roof deck area is counted towards the open space requirement for each unit. City of Hermosa Beach Printed on 2/20/2024Page 4 of 5 powered by Legistar™19 Staff Report REPORT 17-0232 Subdivision Map: The applicant has applied for a Vesting Tentative Parcel Map. The 4,539 square foot lot can accommodate two units consistent with the maximum density of 1,750 square feet per unit. The lot size is consistent with prevailing lot sizes, street frontages within the same zone, and the General Plan designation for lots in the vicinity, and thus complies with Hermosa Beach ordinances for subdivision of lots. The project is conditioned upon payment of Park and Recreation Area Dedication fees per unit as there is inadequate area on-site for land dedication per City required Parks and Recreation Area fees. Utilities are provided to the lot to serve the existing development, and capacity exists to provide public water, sewers, storm drains and utilities to serve the increased density. The submitted plans were preliminarily reviewed by the Fire Department, Public Works Department and Building Division, and no major concerns were identified. The proposed subdivision and improvements are compliant with criteria for approval of a subdivision map, and are not likely to cause serious public health problems within the proposed subdivision. Design of the proposed subdivision is compatible and consistent with applicable elements of the City’s General Plan as addressed above, and is compatible with the immediate residential environment. Summary: The project and Vesting Tentative Parcel Map as conditioned are consistent with the zoning code, subdivision laws and other relevant provisions of the Municipal Code, and the site is physically suitable for the type and density of proposed development. The specific project findings for a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map pursuant to the Government Code Section 66474 and Sections 16.08.060, 17.40.020 and 17.58.030 of the Municipal Code are provided in the attached resolution. Attachments: 1.Draft Resolution 2.Existing Site Photographs 3.Poster Verification 4.Radius Map 5.Applicant Submittal Respectfully Submitted by: Kathy Khang, Assistant Planner Concur: Kim Chafin, Senior Planner Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 5 of 5 powered by Legistar™20 1 Attachment 1 P.C. Resolution 17-X A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA, APPROVING CONDITIONAL USE PERMIT, PRECISE DEVELOPMENT PLAN, AND VESTING TENATIVE PARCEL MAP NO. 74236 FOR A TWO-UNIT CONDOMINIUM PROJECT AT 959 5TH STREET, LEGALLY DESCRIBED AS NE 34.9 FT OF SW 84.9 FT OF SE 130 FT OF LOT 10, BLOCK 85, SECOND ADDITION TO HERMOSA BEACH, CITY OF HERMOSA BEACH AND DETERMINATION THAT THE PROJECT IS CATEGORICALLY EXEMPT FROM THE CALIFORNIA ENVIRONMENTAL QUALITY ACT. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed on November 15, 2016 by the property owner/applicant Isaac Laufer for development of property located at 959 5th Street, seeking approval of Conditional Use Permit 16-16, Precise Development Plan 16-18, and Vesting Tentative Parcel Map #74292 for a two-unit detached residential condominium project with access from a common driveway along the east side of the lot. Section 2. The Planning Commission conducted a duly noticed public hearing to consider the subject application on April 18, 2017, at which time testimony and evidence, both written and oral, was presented to and considered by the Planning Commission. Section 3. The project is Categorically Exempt from the California Environmental Quality Act (CEQA) pursuant to CEQA Guidelines Section 15303(b) because the project consists of infill development on a site zoned for residential uses, the project as conditioned will comply with the General Plan and zoning code, no variances are requested, and the project is within an area with available services. Section 4. Based on the evidence received at the public hearing, the Planning Commission makes the following findings: 1. The applicant has filed applications for a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map to demolish a single-family residences with attached garage and develop a two-unit detached residential condominium project. 2. The subject property contains approximately 4,537 square feet, is designated Medium Density Residential on the General Plan Map, and R-2B Limited Multiple Family Residential on the Zoning Map. 21 2 Section 5. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for a Vesting Tentative Parcel Map pursuant to the California Government Code Section 66474 and Sections 16.08.060 and 16.16.060 of the Municipal Code: 3. The proposal is consistent with the General Plan Medium Density Residential designation and R-2B zone because the project is an allowed use and has a density of less than 25 dwelling units per acre, and as conditioned complies with all standards. 4. The site is physically suitable for a two-unit detached residential condominium project with both units containing three levels. Each unit includes a two-car garage accessed from a common driveway which runs along the east property line and also provides vehicular access to the condominium project to the east. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. 5. The subdivision and improvements provide for adequate drainage, sanitation and potable water, underground utilities, parking and construction requirements, and therefore are not likely to cause public health problems. The project as conditioned will provide permeable surfacing and storm water retention facilities to the maximum extent feasible per Section 8.44.095 and any additional non-percolated or retained storm water will be conveyed to an onsite subsurface infiltration system as required by Section 8.44.095 subject to maintenance agreements. 6. The property is accessed via 5th Street and does not exhibit dedicated public easements. Therefore, the subdivision and improvements will not conflict with easements acquired by the public at large for access through or use of property within the proposed subdivision. 7. Design of the proposed subdivision as conditioned is compatible and consistent with applicable elements of the City’s General Plan and the immediate environment, being consistent with purposes of the designation, density and development standards, and parking, access and services are provided. 8. The project as conditioned will conform to all zoning and condominium standards and will be compatible with neighboring properties, which are developed with similar multi- story single-and multi-family residences. 9. The design of the subdivision and the proposed improvements are not likely to cause substantial environmental damage or substantially and avoidably injure fish or wildlife or their habitat because the project is categorically exempt from CEQA pursuant to CEQA Guidelines Sections 15303(b). 10. The proposed subdivision will be consistent with the prevailing lot patterns and are not likely to reduce property values in the surrounding neighborhood area because the project is similar to surrounding development, consists only of the division of airspace 22 3 at less than the maximum density allowed, and conditions have been placed on the project to ensure compatibility. 11. The granting of the subdivision will result in division of a conforming sized and configured lot into airspace for condominium units of size and design conforming to the R-2B zone and condominium ordinance. Section 6. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for Conditional Use Permit and Precise Development Plan pursuant to Sections 17.40.020 and 17.58.030 of the Municipal Code. 12. The proposal is consistent with the General Plan High Density Residential designation and R-2B zone because the project is an allowed use and has a density of less than 25 units per acre, and as conditioned complies with all standards. 13. The site is zoned R-2B and is physically suitable for a two-unit detached residential condominium project with both units containing three levels. Each unit includes a two- car garage accessed from a common driveway which runs along the east property line and also provides vehicular access to the condominium project to the east. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. 14. Both Unit A and B comply with Section 17.14.080 of R-2B Limited Multiple Family Residential Open Space standards and provide a minimum of 300 square feet of open space per unit. 15. The subdivision and improvements provide for adequate drainage, sanitation and potable water, underground utilities, supply all required off-street parking, sidewalks, and safe access from a public street, will not cause substantial traffic impacts due to minimal increase in density, and will comply with all construction requirements. 16. Design of the proposed subdivision as conditioned is compatible and consistent with the immediate environment, including maintenance of water quality and reduction of marine pollution via onsite retention of storm water to compensate for loss of permeable surfaces and landscaping to enhance aesthetics, being consistent with purposes of the designation, all density and development standards, and access and services are provided. An in-lieu Park and Recreation Area Dedication fee is required for each unit. 17. The proposed project as conditioned is consistent with the General Plan and will ensure compatibility of the proposed density, use and design with neighboring residential properties, which also contain multi-story single- and multi-family residences. The project as conditioned complies with Section 17.22.060 because the lot width exceeds 29 feet, unit sizes exceed 1,600 square feet, do not exceed the 30 23 4 feet height limit, minimum open space of 300 square feet is met, and the front setback meets the five-foot minimum requirement. 18. All utilities will be placed underground, integrated into the design, separately metered and independently provided in each unit. Stormwater runoff will be minimized and a final landscape plan shall be provided per the Green Building, Water Efficient, Water Conservation and Condominium landscape standards and the required landscape plan shall be provided, per Sections 8.60, 8.44, and 8.56. Section 7. Based on the foregoing, the Planning Commission hereby approves the subject Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map for a two-unit detached condominium project subject to the following Conditions of Approval: General: 1. The development and continued use of the property shall be in conformance with submitted plans received and reviewed by the Planning Commission at its meeting of April 18, 2017, revised in accordance with the conditions below. The Community Development Director may approve minor modifications that do not otherwise conflict with the Hermosa Beach Municipal Code or requirements of this approval. 2. The project shall fully comply with all requirements of the R-2B zone as applicable and the Condominium Ordinance in Chapter 17.22 of the Municipal Code, including but not limited to: a) Height including required roof deck railings shall fully comply with the 30-foot height limit. Precise building height compliance shall be reviewed at the time of Plan Check, to the satisfaction of the Community Development Director. b) Design and construction shall comply with Section 17.22.060 except as specifically stated in this Resolution. c) Conduit to accommodate roof mounted alternative energy equipment for solar energy and solar thermal shall also be supplied per Section 15.32.140. d) The requirements of Section 17.22.060(F) and (G) shall be shown on structural plans and reviewed at the time of Building Division Plan Check. e) A minimum of 200 cubic feet of storage area shall be provided for each unit in accordance with Section 17.22.060(E). 24 5 f) Designated, screened solid waste storage areas, a minimum of 2.5’ x 2.5’ (length times width) each, for three solid waste storage bins shall be shown on the site plan compliance with Chapter 8.12. 3. The submitted Covenants, Conditions, and Restrictions (CC&Rs) shall be reviewed and approved by the Community Development Director and City Attorney in conformance with Section 17.22.050 and conditions of this approval prior to the issuance of Building Permits. a) Proof of recordation of approved CC&Rs shall be submitted to the Community Development Director within three (3) months after recordation of the Final Map. b) Five (5) parking spaces shall be maintained on-site. All parking spaces shall remain available for parking and shall not be used for storage or other purposes. Storage of boats, trailers, and recreational vehicles shall not be allowed. c) The guest parking space shall remain open and accessible to both units, rather than being used for storage or any other purposes, and the CC&Rs shall reflect this condition. 4. The project shall comply with all requirements of the Building Division, Public Works Department, and Fire Department, and the Hermosa Beach Municipal Code. Building Plans: 5. Two copies of a Final Landscape Plan, consistent with landscape plans approved by the Planning Commission, indicating size, type, quantity and characteristics of landscape materials shall be submitted to the Community Development Department and Planning Division for review and approval prior to the issuance of Building Permits. The Final Plan shall also include the following: a) The applicant shall provide a landscape plan to comply with Sections 17.22.060(H), 8.60.060, and 8.60.070 to the satisfaction of the Community Development Director and Public Works Director. b) An automatic landscape sprinkler system consistent with Section 17.22.060(H) shall be provided, and shall be shown on plans (Building Permits are required). 6. Architectural treatments and accessory facilities shall be as shown on building elevations, site and floor plans. Precise building height compliance shall be reviewed at the time of Plan Check, to the satisfaction of the Community Development Director. In addition: 25 6 a) All parking dimensions shall comply with Chapter 17.44. Roll-up automatic garage doors shall be installed on all garage door openings and clearly indicated on floor plans. b) Driveway transitions shall comply with Section 17.44.120(D). c) All exterior lighting shall be downcast, fully shielded and illumination shall be contained within the property boundaries. Lighting shall be energy conserving and motion detector lighting shall be used for all lighting except low-level (3 feet or less in height) security lighting and porch lights. Lamp bulbs and images shall not be visible from within any onsite or offsite residential unit. Exterior lighting shall not be deemed finally approved until 30 days after installation, during which period the building official may order the dimming or modification of any illumination found to be excessively brilliant or impacting to nearby properties. d) Any satellite dish antennas and/or similar equipment shall comply with Section 17.46.240. 7. The plans shall comply with Section 8.44.095 and install permeable surfaces in the driveway, guest parking space and other non-landscaped areas to the maximum extent feasible. If providing water-permeable surfaces on at least 50% of exterior surface area is not feasible and incorporating measures in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced by a 0.80 inch twenty four (24) hour rain event, then the applicant shall infiltrate runoff on-site. In the event that subsurface infiltration is required, plans shall designate the exact location of the subsurface infiltration system, the applicant shall enter into a maintenance agreement with the City (prior to final map approval) for the ongoing infiltration, and provide a surety bond to the City to guarantee that on- site, subsurface infiltration is achieved. The amount of the bond shall be determined by the Building Division. All other drainage shall be routed to an off- site facility or on-site permeable area approved by the City. To the extent possible, a portion of roof drainage shall be routed to on-site permeable areas. No drainage shall flow over any driveway or sidewalk. If the drainage of surface waters onto the property requires a sump pump to discharge said waters onto the street, the property owner(s) shall record an agreement to assume the risk associated with use and operation of said sump pump, release the City from any liability, and indemnify the City regarding receipt of surface waters from the property. The recorded agreement must be filed with the City prior to issuance of the Certificate of Occupancy. 8. The plans and construction shall comply with all requirements of the Building Code in Title 15 and Green Building Standards in Chapter 15.48. Water 26 7 conservation practices set forth in Section 8.56.070 shall be complied with and noted on construction plans. 9. Two copies of final construction plans, including site, elevation and floor plans, which are consistent with the conditions of approval of this conditional use permit, shall be reviewed and approved by the Planning Division for consistency with Planning Commission approved plans and this Resolution prior to the submittal to the Building Division for Plan Check. 10. Prior to the submittal of structural plans to the Building Division for Plan Check an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the Planning Division of the Community Development Department stating that the applicant/property owner is aware of, and agrees to accept, all of the conditions of this grant of approval. 11. The applicant shall submit all required plans and reports to comply with the City’s construction debris recycling program including manifests from both the recycler and County landfill; at least 65% of demolition debris associated with demolition of the existing improvements and new construction shall be recycled. 12. The address of each condominium unit shall be conspicuously displayed on the street side of the buildings with externally or internally lit numbers and the method for illumination shall be shown on plans. Address numbering and display shall be subject to approval by the Community Development Department. Public Works 13. Prior to issuance of a Building Permit, an approved civil engineering plans prepared by a licensed civil engineer, and approved by Public Works, addressing grading, undergrounding of all utilities, pavement, sidewalk, curb and gutter improvements, on-site and off-site drainage (no sheet flow permitted), installation of utility laterals, and all other improvements necessary to comply with the Municipal Code and Public Works specifications, shall be filed with the Community Development Department. 14. Civil engineering plans shall include adjacent properties/structures, sewer laterals, and storm drain main lines on street. 15. Project construction shall protect private and public property in compliance with Sections 15.04.070 and 15.04.140. No work in the public right of way shall commence unless and until all necessary permits are attained from the Public Works Department including if required, an approved Residential or Commercial Encroachment Permit. 27 8 16. Sewer flow rate for upstream and downstream manhole along with manhole rim/lid elevations must be submitted prior to grading and plan check. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 17. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 18. Sewer main work may be required after review of sewer lateral video. 19. The project must comply with Storm Water and Urban Runoff Pollution Control Regulations (HBMC Ch. 8.44) and must implement Low Impact Development Standards, and submit at time of grading and plan check along with an erosion control plan. Final Map and Certificate of Occupancy 20. The Final Map shall comply with all requirements of the Subdivision Map Act and Chapter 16.08 of the Municipal Code. 21. Prior to filing of the Final Map, applicant shall pay to the City of Hermosa Beach Park and Recreation Area Dedication fees per unit in lieu of onsite parkland dedication pursuant to Chapter 16.12. 22. Prior to approval of the Final Map, and prior to issuance of a Certificate of Occupancy, outstanding assessments must either be paid in full or apportioned to any newly created parcels. Notice of same shall be provided to the Community Development Director. Assessment payoff amounts may be obtained by calling the City’s Assessment Administrator at (800) 755-6864. Applications for apportionment may be obtained in the Public Works Department. Construction 23. Prior to issuance of a Building Permit, abutting property owners and residents within 100 feet of the project site shall be notified of the anticipated date for commencement of construction. a) The form of the notification shall be provided by the Planning Division of the Community Development Department. b) Building permits will not be issued until the applicant provides an affidavit certifying mailing of the notice. 28 9 24. Project construction shall conform to the Noise Control Ordinance requirements in Section 8.24.050. Allowed hours of construction shall be printed on the building plans and posted at construction site. 25. Traffic control measures, including flagmen, shall be utilized to preserve public health, safety, and welfare. Other: 26. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Conditional Use Permit, Precise Development Plan and Vesting Tentative Map shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. 27. Approval of these permits shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested, in writing to the Community Development Director including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. 28. Reciprocal driveway and access easement agreements shall be recorded on the property, in a form and to the satisfaction of the Community Development Director and the City Attorney. The easement agreements shall be submitted to the City for approval and recorded prior to issuance of the building permit. The easement agreements shall include a provision stating that the easements cannot be released without written approval from the City. 29. The Planning Commission may review this Conditional Use Permit, Precise Development Plan and Vesting Tentative Map and may amend the subject conditions or impose any new conditions if deemed necessary to mitigate detrimental effects on the neighborhood resulting from the subject use. 30. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. Section 8. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of 29 10 the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Conditional Use Permit, Precise Development Plan and Vesting Tentative Map shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. Each of the above conditions is separately enforced, and if one of the conditions of approval is found to be invalid by a court of law, all the other conditions shall remain valid and enforceable. To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”) from and against any claim, action, or proceeding brought by a third party against the indemnified parties and the applicant to attack, set aside, or void any permit or approval for this project authorized by the City, including (without limitation) reimbursing the City its actual attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to defend any such action with attorneys of its choice. The permittee shall reimburse the City for any court and attorney's fees which the City may be required to pay as a result of any claim or action brought against the City because of this grant. Although the permittee is the real party in interest in an action, the City may, at its sole discretion, participate at its own expense in the defense of the action, but such participation shall not relieve the permittee of any obligation under this condition. Section 9. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to the decision of the Planning Commission, after a formal appeal to the City Council, must be made within 90 days after the final decision by the City Council. VOTE: AYES: NOES: ABSTAIN: ABSENT: 30 11 CERTIFICATION I hereby certify the foregoing Resolution P.C. 17-X is a true and complete record of the action taken by the Planning Commission of the City of Hermosa Beach, California, at its regular meeting of April 18, 2017. Michael Flaherty, Chairman Ken Robertson, Secretary April 18, 2017 Date 31 Attachment 2 Existing Site Photographs 32 33 Attachment 4 Legal Posting 34 CPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017PROJECT CONTACTS:Designer:Surveyor:TROTTER BUILDING DESIGNS, INC.DENN ENGINEERS1011 Manhattan Beach Blvd., Suite A3914 Del Amo Blvd., Suite #921Manhattan Beach, CA 90266Torrance, CA 90503P: (310) 545-2727 F: (310) 545-2722P: (310) 542-9433 F: (310) 542-9491web: www.TrotterBuildingDesigns.comCivil Engineer/Hydrology:Title 24:B.A. SIMS ENGINEERING, INC.Campbell Consulting5150 E Pacific Coast Highway, Suite 200Primary Contact: Chad CampbellLong Beach, CA 90804P: (310) 345-2761P: (562) 735-4955e-mail: ccenergy@cox.nete-mail: brad@basims.comweb: www.basims.comEngineer:SCOPE OF WORK:CONSTRUCTION OF A DETACHED TWO UNIT CONDOMINIUM AND ALL ASSOCIATEDSITE WORK, INCLUDING UTILITIES, PATIOS, SHARED GUEST PARKING & COMMONDRIVEWAY W/PROPOSED EASEMENT @ ADJACENT PROPERTY (961 5TH ST.)PROJECT DESCRIPTION:OWNER:SBL DEVELOPMENT, LLCSITE:959 5TH ST.HERMOSA BEACH, CA 90254LEGAL DESCRIPTION:PORTION OF LOT 10, BLOCK 85, SECONDADDITION TO HERMOSA BEACH, M.B. 3-11-12APN:4186-015-019ANALYSIS:CONSTRUCTION:V-B (FULLY SPRINKLERED)OCCUPANCY:R3/UZONING:R-2BSTORIES:3 + ROOF DECKCOMPLYING CODES: 2016 CRC, CBC, CMC, CPC, CEC, CA ENERGY EFFICIENCY CODE, CA GREEN BUILDING STANDARD CODE, TITLE 24 (U FACTOR .40 MAX)AREA BREAKDOWN:LOT COVERAGE:2,028 SQ. FT. (BLDG. FOOTPRINT)4,537 SQ. FT. (LOT SIZE) = 44.6% PROPOSEDUNIT AUNIT BFIRST FLOOR : 571 SQ. FT.FIRST FLOOR : 429 SQ. FT.SECOND FLOOR : 1,235 SQ. FT.SECOND FLOOR : 1,081 SQ. FT.THIRD FLOOR : 1,036 SQ. FT.THIRD FLOOR : 926 SQ. FT.TOTAL LIVING : 2,842 SQ. FT. TOTAL LIVING : 2,436 SQ. FT.GARAGE : 466 SQ. FT. GARAGE : 544 SQ. FT.DECKS : DECKS :@ MASTER BEDROOM 96 SQ. FT. @ MASTER BEDROOM 66 SQ. FT.@ FAMILY ROOM 210 SQ. FT.@ FAMILY ROOM 217 SQ. FT.@ ROOF308 SQ. FT.@ ROOF314 SQ. FT.PROJECT INDEX:C COVERSHEETC.1 GENERAL NOTEPAGEC.2 CAL GREEN BUILDING NOTESA1 SITE PLANA1.1 ROOF PLANA1.2 ON-STREET PARKING LAYOUTA1.3 LANDSCAPE PLANA2 1ST/2ND FLOOR PLANSA3 3RD/ROOF DECK PLANSA4 ELEVATIONSA5 ELEVATIONSA6 SECTIONSA7 ARCHITECTURAL DETAILSA8 ARCHITECTURAL DETAILSSITE:959 5TH ST.HERMOSA BEACH, CA 90254LEGAL DESCRIPTION:PORTION OF LOT 10, BLOCK 85, SECONDADDITION TO HERMOSA BEACH, M.B. 3-11-12APN:4186-015-019A PROPOSED TWO UNIT CONDOMINIUM FORSBL DEVELOPMENT, LLCat 959 5TH ST, HERMOSA BEACH, CAVICINITY MAP:SITE96195935 C.1CONTINUED:CalGreen Requirements:Pollution Control4.504 Pollution control must be provided as follows.1. All duct and related distribution component openings must be covered with tape or other approved means to preventdust accumulation.2. Adhesives, sealants, and caulks must be meet minimum VOC limits (see VOC Limits Handout).3. Paints and coatings must meet minimum VOC limits (see VOC Limits Handout).4. Aerosol Paints and coatings shall meet the Product-Weighted MIR Limits for ROC in Section 94522(a)(3) and otherrequirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(c)(2)and (d)(2) of California Code of Regulations, Title 17, commencing with Section 94520.5. All carpet installed in the building interior shall meet the testing and product requirements of one of the following:a. Carpet and Rug Institute's Green Label Plus Program.b. California Department of Public Health Standard Practice for the testing of VOCs (Specification 01350).c. NSF/ANSI 140 at the Gold Level.d. Scientific Certifications Systems Indoor Advantage Gold.6. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute GreenLabel program.7. All carpet adhesive shall meet minimum VOC limits (see VOC Limits Handout).8. Where resilient flooring is installed, at least 50 percent of floor area receiving resilient flooring shall comply with theVOC emission limits defined in Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or certifiedunder the Resilient Floor Covering Institute (RCFI) Floor Score program.9. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior orexterior of the building shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure forComposite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5FORMALDEHYDE LIMITS IN PARTS PER MILLIONProduct Current Limit January 1, 2014 July 1, 2014Hardwood ply veneer core .05Hardwood ply composite core .05 .05Particleboard .09Medium Density Fiberboard .11Thin med. density fiberboard .13 .13Documentation for the items listed above must be made available to your inspector upon request.2. The Following Requirements Apply Only to New SFD. Material Conservation and Resource EfficiencyA4.303.2 Reduction in cement use: Reduce cement in foundation mix design by 20%.Note: Products commonly used to replace cement in concrete mix designs include, but are not limited to: Fly Ash, Slag, Silicafume, and Rice hull ash.4.408.1 The Construction waste reduction requirements shall be required for the following projects:xAll demo permitsxAll re-roofing projects.xAll remodeling projects where valuation exceed $100,000.Construction Waste Reduction of at least 65% Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardousconstruction and demolition debris. See Municipal Code sections: 5.26.010. A construction waste management plan shall besubmitted to the Waste Management Plan compliance Official.Interior Moisture Control - CGBSC 4.505$FDSLOODU\EUHDNVKDOOEHLQVWDOOHGDQGVKDOOFRQVLVWRIWKHIROORZLQJDLQFKWKLFNEDVHRIòLQFKRUODUJHUFOHDQDJJUHJDWHVKDOObe provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,shrinkage, and curling, shall be used. For additional information, see American Concrete Institute ACI 302.2R-06. An equivalentslab design by a design professional is acceptable.Moisture Content of Building Materials - CGBSC 4.505.3Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed whenthe framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following:1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.2. Moisture readings shall be taken at a point 2 feet to 4 feet from the grade stamped end of each piece to be verified.3. At least three random moisture readings shall be performed on wall and floor framing withdocumentation provided immediately prior to enclosure of the wall and floor framing, documentation to be submitted tothe Building Inspector at rough framing.Insulation products which are visibly wet or have high moisture content shall be replaced or allowed to dry prior to prior toenclosure in wall or floor cavities. Wet- applied insulation products shall follow the manufacturers' drying recommendations priorto enclosure.Indoor Air Quality and Exhaust - CGBSC 4.506For bathrooms containing a bathtub, shower, or tub/shower combination, a mechanical exhaust fan which exhausts directly fromthe bathroom must be installed. Fans must be ENERGY STAR compliant and be ducted to terminate outside the building.Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidistat which shall bereadily accessible. Humidistat controls shall be capable of adjustment between a relative humidity range of 50 to 80 percent.Environmental Comfort - CGBSC 4.507Whole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or louvers shall have aminimum insulation value of R-4.2.Whole-Building Ventilation Requirements (From ASHRAE 62.2)At least one mechanical ventilation system in the building must be designated for use in compliance withthe Whole-Building Ventilation Requirement. Alternatively, the sum of the rated airflows from multiple fanscan be utilized to meet the required Whole-Building Ventilation airflow. The system(s) must deliver continuous ventilation airflowat a rate greater than or equal to the rate specified in equation 4.1a, and fan Sone ratings must not exceed 1.0 for dwellingoccupant densities known to be greater than (N +1), the rate shall be increased by 7.5 CFM for each additional person.Heating and air-conditioning systems shall be sized, designed and have their equipment selected using the following methods:1. The heat loss and heat gain is established according to ACCA Manual J, ASHRAE handbooks or other equivalentdesign software methods.2. Duct systems are sized according to ACCA 29-D Manual D, ASHRAE handbooks or other equivalent design softwareor methods.3. Select heating and cooling equipment according to ACCA 36-S Manual S or other equivalent design software ormethods.Use of alternate design temperatures necessary to ensure the systems function are acceptable.(Eq. 4.1a) Q = 0.01A +7.5 (N +1)fanfloorbrWhere:A = conditioned floor area, ftN = number of bedrooms; not to be less than oneQ = ventilation air requirement = fan flow rate, (cfm)floorbrfan2Eq. 4.1a Calculation:A = 2,785 sfN = 5Q = 65.35 CFMfloorbrfan65.35 CFM = 0.01(2,785)+7.5(4+1)Whole-House Ventilator = 65.35 CFMGENERAL BUILDING INFORMATION:SECOND FLOOR LIVING AREATOTAL DECKS/BALCONIESDECKS/BALCONIESNO. OF BATHROOMSNO. OF BEDROOMSTOTAL LIVING AREA597 SF44 1/266 SF926 SF2,436 SQ. FT.FIRST FLOOR LIVING AREAGARAGEDECK/BALCONIES544 SF N/A1,081 SFPROVIDEDFRONTSIDEREARLOT AREA ZONING INFORMATION:AREA:YARDS:LOT COVERAGE65% MAX.REQUIRED44.6%10'-0"5'-0"@ GROUND, 3'-0" @ 2ND FLOOR3'-6"10'-0"5'-0"4'-6" (WEST), 3'-6" (EAST)PARKING & DRIVEWAYS:NUMBER OF SPACESGUEST SPACESPARKING SETBACK4 (2 PER UNIT)1PARKING STALL DIMENSIONTURNING AREADRIVEWAY WIDTH17'-0'X20'-0"9'-0"DRIVEWAY MAXIMUM SLOPE12.5%OPEN SPACE3,500 SQ. FT.4,537 SQ. FT.DECKS/BALCONIESN/ATOTAL OPEN SPACE317 sq. ft. REQUIREDON GRADE217 SF PROVIDED11.7%14 (2 PER UNIT)N/A(A) 18'-6" X 20'-0" , (B) 18'-1" X 20'-0" 11'-2" (5'-7" EASEMENT ADJ. PROPERTY)UNIT A UNIT BUNIT AUNIT BN/A(300 SQ. FT. MIN. REQUIRED)17'-0"310 sq. ft. PRIVATE STORAGE253 cu. ft.C.F. PER UNIT: 200 cu. ft. min.UNIT AUNIT B256 cu. ft.FENCES/WALLSHEIGHT FROM FINISHED SURFACELINEAL FEET6'-0", 5'-0"165'-0"BALCONIES/ROOF DECKS531 SF100 SF (ROOF DECK)210 SF100 SF (ROOF DECK)614 SF43 1/21,235 SF96 SF2,842 SQ. FT.466 SF 571 SFN/A518 SF28'-0"26'-0" A4.106.5.2 Thermal emittance. Roofing materials shall have a CRRC initial or 3-year aged thermal emittance equal to or greater than thosespecified in Table A4.106.5(1). Thermal emittance may also be certified by other supervisory entities approved by the Commission pursuantto Title 24, Part 1, Section 10-113. A4.106.5.3 Solar reflectance index alternative. Solar Reflectance Index (SRI) equal to or greater than the values specified in Table A4.106.5(1) may be usedas an alternative to compliance with the 3-year aged solar reflectance values and thermal emittance. SRI values used to comply with this section shall be calculated using the Solar Reflective Index (SRI)Calculation Worksheet (SRI-WS) developed by the California Energy Commission or in compliance with ASTME1980-01 as specified in Title 24, Part 6, Section 118(i)3. Solar reflectance values used in the SRI-WS shall be basedon the 3-year aged reflectance value of the roofing product or the equation in Section A4.106.5.1 if the CRRCcertified aged solar reflectance are not available. Certified Thermal emittance used in the SRI-WS may beeither the initial value or the three year aged value listed by the CRRC. Solar reflectance and thermal emittance may also be certified by other supervisory entities approved by theCommission pursuant to Title 24, Part 1, Section 10-113.TABLE A4.106.5(1) ROOF ROOF CLIMATE Minimum 3-year Aged Solar Thermal SRISLOPE WEIGHT ZONE Reflectance Emittance > 2 : 12 < 5 lb/ft2 6 0.15 0.75 10A4.106.5.4 Verification. Inspection shall be conducted to ensure roofing materials meet cool roof aged solar reflectance and thermalemittance or SRI values.SECTION A4.203PERFORMANCE APPROACHA4.203.1 Energy performance. Using an Alternative Calculation Method (ACM) approved by the California Energy Commission, calculateHDFKEXLOGLQJ·VHQHUJ\DQG&2HPLVVLRQVDQGFRPSDUHLWWRWKHVWDQGDUGRU´EXGJHWµEXLOGLQJWRH[FHHGWKHCalifornia Energy Code based on the 2008 energy standards requirements by 15 percent.SECTION A4.207HVAC DESIGN, EQUIPMENT AND INSTALLATIONA4.207.6 Cooling equipment. When cooling equipment is installed, select cooling equipment with a Seasonal Energy Efficiency Ratio (SEER)higher than 13.0 and an Energy Efficiency Ratio (EER) of at least 11.5. The exterior components of coolingequipment (e.g. condensers) shall not exceed 45 decibels at any property line located adjacent to aresidential zone. Condensers located at least 10 feet from any property line or on the roof shall be exempt fromthis requirement.A4.207.10 Ceiling fans. If ceiling fans are installed, they shall be ENERGY STAR rated.SECTION A4.208WATER HEATING DESIGN, EQUIPMENT AND INSTALLATIONA4.208.1 Tank type water heater efficiency. If a gas fired storage water heater is installed, the Energy Factor (EF) shall be higher than 0.60.A4.208.2 Tankless water heater efficiency. If a gas-fired tankless water heater is installed, the Energy Factor (EF) shall be 0.80 or higher.A4.208.3 Distribution systems. Where the hot water source is more than 10 feet from a fixture, the potable water distribution system shallconvey hot water using one of the following methods:$FHQWUDOPDQLIROGSOXPELQJV\VWHPZLWKSDUDOOHOSLSLQJFRQILJXUDWLRQ´KRPHUXQV\VWHPµLVLQVWDOOHGXVLQJthe smallest diameter piping allowed by the California Plumbing Code or an approved alternate. 2. The plumbing system design incorporates the use of a demand controlled circulation pump. 3. A gravity-based hot water recirculation system is used. 4. A timer-based hot water recirculation system is used. 5. Other methods approved by the City.SECTION A4.210APPLIANCESA4.210.1 Appliance rating. Each appliance provided by the builder meets ENERGY STAR if an ENERGY STAR designation is applicable forthat appliance.SECTION A4.303INDOOR WATER USEA4.303.1 Kitchen faucets and dishwashers. 1. The maximum flowrate at a kitchen sink faucet shall not be greater than 1.5 gallons per minute at 60 psi.Note: Rated flowrates for the default function of the faucet shall be used to demonstrate compliance with thissection. 2. Dishwashers shall be ENERGY STAR qualified and not use more than 5.8 gallons of water per cycle.SECTION A4.403FOUNDATION SYSTEMSA4.403.2 Reduction in cement use. Cement used in foundation mix design shall be reduced by not less than 20 percent. Products commonlyused to replace cement in concrete mix designs include, but are not limited to fly ash, slag, silica fume or ricehull ash.SECTION A4.408CONSTRUCTION WASTE DISPOSAL REDUCTION, DISPOSAL AND RECYCLINGA4.408.1 Enhanced construction waste reduction. At least 65 percent of all nonhazardous construction and demolition debris generated at the site is divertedto recycle or salvage.A4.408.1.1 Documentation. Documentation shall be provided to the City which demonstrates compliance with this section.SUSTAINABLE GREEN BUILDING PROGRAM AND ENERGY EFFICIENCY STANDARDSRequirements for LOW-RISE RESIDENTIAL BUILDING. A building that is of Occupancy Group Rand is six stories or less, or that is a one- or two-family dwelling or townhouse.1. The Following Requirements Apply to All SFD Project: (New Dwellings, Additions,and Remodels.)Water EfficiencyIndoor Water Use 4.301.1 The provisions shall establish the means of conserving water used indoors, outdoors, and inwastewater conveyance. Indoor Water Use Section 4.303 requirements shall apply to any new indoor water fixtures toobtain 20% savings compared to the baseline provided in Table 4.303.1Indoor water fixtures must incorporate the fixture flow rates of Table 4.303.3Fixture Type Flow RateLavatory faucets 1.5 gpmKitchen faucets 1.8 gpmWater Closets (toilets) 1.28 gpmShowerheads 2.0 gpmUrinals 0.5 gpmAlternatively, the applicant can provide a water budget calculation that can demonstrate the 20% savings as per CaliforniaEnergy Code Section 4.30.1.Outdoor Water Use 4.304.1 Irrigation controllers. Automatic irrigation system controllers for landscaping provided andinstalled at the time of final inspection shall comply with the following:1. Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants' needs as weather conditions change.2. Weather-based controllers without integral rain sensors or communication systems that account for local rainfallshall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soilmoisture-based controllers are not required to have rain sensor input.Material Conservation and Resource Efficiency4.406.1 Protect annular spaces around pipes, electric cables, conduits at exterior walls against the passage of rodentsEnvironmental Quality4.501.1 The provisions of this chapter shall outline means of reducing the quantity of air contaminants that are odorous,irritating and/or harmful to the comfort and well--being of a building's installers, occupants and neighbors. Requirementsfor adhesives, sealants, caulks, and finishes shall apply to any construction.CITY NOTES:SECTION A4.106 SITE DEVELOPMENTA4.106.4 Water permeable surfaces. 1. Utilize water permeable surfaces (e.g., permeable paving or landscaping) on not less than 50% of the exterior surface areas (excludingbuilding footprints) that are disturbed by the project. Subsurface infiltration alternatively may be used, designed to infiltrate the volume ofrunoff produced by a 0.75 inch storm event. A maintenance agreement for infiltration or an annual fee for postconstruction treatment controlmeasures in lieu of infiltration may be required in an amount established by resolution of the City Council. 2. Direct runoff from the remainder of all impermeable surfaces on the project site, including roof runoff and downspouts from roofs, ontopermeable areas or into a subsurface infiltration system designed to infiltrate the volume of runoff produced by a 0.75 inch storm event. Amaintenance agreement for infiltration or an annual fee for postconstruction treatment control measures in lieu of infiltration may be required inan amount established by resolution of the City Council.Exception: Required accessible routes for persons with disabilities as required by California Code of Regulations, Title 24, Part 2, Chapter11A and/or Chapter 11B as applicable. 3. A permit is required for installation or alteration of any irrigation system.The amendment to Section A5.106.4 Water permeable surfaces is amended to read as follows: A5.106.2.1 Storm water runoff rate and quantity. Implement a storm water management plan resulting in no net increase in rate and quantity of storm water runoff from existing to developedconditions. Exception: If the site is already greater than 50 percent impervious, implement a storm water management plan resulting in a 25percent decrease in runoff rate and quantity. This requirement may be met by demonstrating a 25 percent decrease in site impermeability, orretention of 25 percent of the design storm as indicated in Section A5.106.2.2. A permit is required for installation or alteration of any irrigation system. The amendment to Section A4.203.1 Energy performance is amended to read as follows: A4.203.1 Energy efficiency.8VLQJDQ$OWHUQDWLYH&DOFXODWLRQ0HWKRG$&0DSSURYHGE\WKH&DOLIRUQLD(QHUJ\&RPPLVVLRQFDOFXODWHHDFKEXLOGLQJ·VHQHUJ\DQG&2HPLVVLRQVDQGFRPSDUHLWWRWKHVWDQGDUGRU´EXGJHWµEXLOGLQJWRH[FHHGWKH&DOLIRUQLD(QHUJ\&RGHEDVHGRQthe current energy standards requirements by 15 percent.7KHDPHQGPHQWWR6HFWLRQ$(QHUJ\HIILFLHQF\²SHUFHQWDERYH7LWOH3DUWLVDPHQGHGWRUHDGDVIROORZV $(QHUJ\HIILFLHQF\²SHUFHQWDERYH7LWOH3DUW Exceed California Energy Code requirements, based on the current Energy Efficiency Standards, by 15 percent and meet therequirements of Division A45.6. Field verify and document the measures and calculations used to reach the desired level of efficiency following therequirements specified in the Title 24 Reference Appendices. A4.106.5 Cool roof. Roofing materials shall comply with this section. Exception: Install roof constructions that have a thermal mass over the roof membrane with a weight of at least 25 lb per squarefeet. A4.106.5.1 Solar reflectance. Roofing materials shall have a minimum 3-year aged solar reflectance equal to or greater than the values specified in TableA4.106.5(1). If CRRC testing for 3-year aged reflectance is not available for any roofing products, the 3-year aged value shall be determinedXVLQJWKH&RRO5RRI5DWLQJ&RXQFLO&55&FHUWLILHGLQLWLDOYDOXHXVLQJWKHHTXDWLRQ5DJHG >>"""LQLWLDO²@:KHUH?initial = the initial Solar Reflectance. Solar reflectance may also be certified by other supervisory entities approved by the Commission pursuant to Title 24, Part 1,Section 10-113.PLANNING AND DESIGN14.106.2Storm water drainage and retention during construction24.106.3Grading and paving34.106.4Electric vehicle (EV) charging44.106.5Cool roof for reduction of heat island effect54.106.7Reduction of heat island effect for nonroof areasENERGY EFFICIENCY64.211.4Solar ready buildingsWATER EFFICIENCY & CONSERVATION74.303.1Water conserving plumbing fixtures and fittings84.303.1.3.2Multiple showerheads serving one shower94.304.1Irrigation controllers104.304.1.1Irrigation designMATERIAL CONSERVATION & RESOURCE EFFICIENCY114.406.1Rodent proofing124.407.3Flashing details134.407.4Material protection144.408.1Construction waste reduction of at least 50%154.410.1Operation and maintenance manualENVIRONMENTAL QUALITY164.503.1Fireplaces and woodstoves174.504.1Covering of duct openings and protection of mechanicalequipment during construction.184.504.2Finish material pollutant control194.504.2.1-Adhesives, sealants, caulks204.504.2.2-Paints and coatings214.504.2.3-Aerosol paints and coatings224.504.2.4-Verification234.504.3Carpet systems244.504.3.1Carpet cushion254.504.4Resilient flooring systems264.504.5Composite wood products274.505.2.1Capillary break284.505.3Moisture content of building materials294.506.1Bathroom exhaust fans304.507.2Heating and air-conditioning system designITEM CODE REQUIREMENT REFERENCE COMMENTS # SECTION SHEET (e.g. note #, detail# (Sheet # or N/A) or reason for N/A) MANDATORY REQUIREMENTS CHECKLIST NEWLY CONSTRUCTED RESIDENTIAL BUILDINGSProject Address: 959 5TH ST. , HERMOSA BEACH (UNITS A&B) Date:1-3-2017PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017THIRD FLOOR LIVING AREA1,036 SF429 SF 4.106.4.2.2 Electric vehicle charging station (EVCS)dimensions and slope. The EVCS shall be designed tocomply with the following:1. The minimum length of each EVCS shall be 18 feet (5486 mm).2. The minimum width of each EVCS shall be 9 feet (2743 mm).3. One in every 25 EVCS, but not less than one EVCS, Shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524mm) wide minimum aisle shall be permitted provided the minimum width of the EVCS is 12 feet(3658 mm).a. Surface sIope for this EVCS and the aisle shall ot exceed l unit vertical in 48 units horizontal (2.083 percentslope) in any direction.4.106.4.2.3 Single EVCS required. Install a listed raceway capable of accommodating a 208/240-volt dedicatedbranch circuit. The raceway shall not be less than trade size l (nominal 1-inch inside diameter). The raceway shall orlglnate at the mainservice or subpanel and shall terminate into a listed cabinet, box or enclosure in close proximity to the proposed location of the EVCS.Construction documents shall identify the raceway termination point. The service panel and/or subpanel shall provide capacity to installa 40-ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protectivedevice.4.106.4.2.4 Multiple EVCS required. Construction documents shall indicate the raceway termination point and proposed location offuture EVCS and EV chargers. Construction documents shall also provide information on amperage of future EVSE, raceway method(s),Wiring schematics and electrical load calculations to verify that the electrical panel service capacity and electrical system includingany on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EVCS at the full ratedamperage of the EVSE. Plan design shall be based upon a 40-ampere minimum branch circuit. Raceways and related components thatare planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time oforiginal construction.4.106.4.2.5 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s)reserved for future EV charging purposes as "EV CAPABLE" in accordance with the California Electrical Code.Notes:l. The California Department of Transportation adopts and publishes the "California Manual on Uniform Traffic Control Devices(California MUTCD)" to provide uniform standards and specifications for all official traffic control devices in California. Zero EmissionVehicle Signs and Pavement Markings can be found in the New Policies & Directives Number 13-01. Website:WWW.dot.ca.gov/hq/traffops/signtech/Signdel/policy.htm.2. See Vehicle Code Section 22511 for EV charging space signage in off-street parking facilities and for use of EV charging spaces.3. The Governor's Office of Planning and Research (OPR) published a "Zero-Emission Vehicle Community Readiness Guidebook" whichprovides helpful information for local governments, residents and businesses.ǂ Website: http://opr.ca.gov/docs/ZEV_Guidebook.pdf.7KH*RYHUQRU·IV2IILFHRI3ODQQLQJDQG5HVHDUFK235KDVGHYHORSHGGUDIWJXLGHOLQHV3OXJ,Q(OHFWULF9HKLFOHV8QLYHUVDO&KDUJLQJAccess Guidelines and Best Practices", addressing physical accessibility standards and design guidelines for EVs. Website:http://opr.ca.gov/docs/PEV_Access_Guidelines.pdf.The Following Requirements Apply to All New SFD and Additions/Renovations that Exceed 50% of the Value of the Existing Building.Energy performance 4.201.1 For the purposes of energy efficiency a green building should achieve at least a 15 percent reduction inenergy usage when compared to the State's mandatory energy efficiency standards.A4.203.1 [Residential] Energy performance. Using an Alternative Calculation Method (ACM) approved by the California EnergyCommission, calculate each building's energy and CO2 emissions, and compare it to the standard or "budget" building to achieve thefollowing:Exceed the California Energy Code based on the 2013 energy standards requirements by 15 percent. All projects must demonstratecompliance with 2013 California Energy Efficiency Standards (Title 24, Part 6) by submitting all required forms and calculations for reviewand approval by the Building Official to demonstrate the base and 15% compliance requirements.A4.208 [Residential] Water Heating Design, Equipment and Installation. The following sectionsare mandatory as per:A4.208.1 Tank type water heater efficiency. The Energy Factor (EF) for a gas-fired storage water heater less than or equal to 75,000 BTU/hshall be higher than .60 and for those exceeding 75,000 BTU/h shall be .84 or higher.A4.208.2 Tankless water heater efficiency. The Energy Factor (EF) for a gas-fired tankless water heater shall be .80 or higher.A4.208.4 Pipe insulation and heat traps. Pipe insulation of not less than R-6 shall be installed at all hot water distribution and re-circulationsystem piping. Heat traps shall be installed at all noncirculating hot water heaters and tanks.A4.208.5 Solar water heating stub out. Pre-plumb piping and sensor wiring from water heater to roof for future solar water heating.A4.209.1 Each major appliance shall meet ENERGY STAR if an ENERGY STAR designation is applicable for that appliance, including butnot limited to: exhaust fans, ceiling fans, clothes washers, refrigerators, freezers, wine coolers, primary space heating - ventilating- and airconditioning equipment, and dishwashers.CHAPTER 4RESIDENTIAL MANDATORY MEASURESDivision 4.3-WATER EFFICIENCY AND CONSERVATIONSECTION 4.301GENERAL4.301.1 Scope. The provisions of this chapter shall establish the means of conserving water used indoors, outdoors and in wastewaterconveyance.SECTION 4.303INDOOR WATER USE4.303.1 Water conserving plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets andshowerheads) shall comply with the following:4.303.1.1 Water closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank -type water closetsshall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets.Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and onefull flush.4.303.1.2 Urinals. The effective flush volume of urinals shall not exceed 0.5 gallons per flush.4.303.1.3 Showerheads.4.303.1.3.1 Single showerhead. Showerheads shall have a maximum flow rate of not more than 2.0 gallons per minute at 80 psi.Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads.4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than oneshowerhead, the combined flow rate of all showerheads and/or other shower outlets controlled by a single valve shall notexceed 2.0 gallons per minute at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operationat a time.Note: A hand-held shower shall be considered a showerhead.4.303.1.4 Faucets.4.303.1.4.1 Residential lavatory faucets. The maximum flow rate of residential lavatory faucets shall notexceed 1.5 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8gallons per minute at 20 psi.4.303.1.4.2 Lavatory faucets in common and public use areas.The maximum flow rate of lavatory faucets installed incommon and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gallonsper minute at 60 psi.4.303.1.4.3 Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallonsper cycle.4.303.1.4.4 Kitchen faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi.Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi.Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction.4.303.2 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with theCalifornia Plumbing Code, and shall meet the applicable standards referenced in Table 1401.1 of the CaliforniaPlumbing Code.SECTION 4.304OUTDOOR WATER USE4.304.1 Irrigation controllers. Automatic irrigation system controllers for landscaping provided by the builder and installedat the time of final inspection shall comply with the following:1. Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changesin plants' needs as weather conditions change.2. Weather-based controllers without integral rain sensors or communication systems that account for local rainfall shallhave a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soil moisture-basedcontrollers are not required to have rain sensor input.Note: More information regarding irrigation controller function and specifications is available from the IrrigationAssociation.CHAPTER 4RESIDENTIAL MANDATORY MEASURESDivision 4.4 - MATERIAL CONSERVATION ANDRESOURCE EFFICIENCYSECTION 4.4014.401.1 Scope. The provision of this chapter shall outline means of achieving material conservation and resource efficiencythrough protection of building from exterior moisture; construction waste diversion; employment of techniques to reducepollution through r cycling of materials; and building commissioning or testing, adjusting and balancing.SECTION 4.406ENHANCED DURABILITYAND REDUCED MAINTENANCE4.406.1 Rodent proofing. Annular pace around pipe, electric cable , conduit or other opening in sole/bottom plate atexterior walls shall be protected against the pas age of rodent by closing such openings with cement mortar, concretemasonry or a similar method acceptable to the enforcingagency.SECTION 4.408CONSTRUCTION WASTE REDUCTION,DISPOSAL AND RECYCLING4.408.1 Construction waste management. Recycle and/or salvage for reuse a minimum of 50 percent of the nonhazardousconstruction and demolition waste in accordance with either Section 4.408.2, 4.408.4, or meet a more stringent localconstruction and demolition waste management ordinance.Exceptions:1. Excavated soil and land-clearing debris.2. Alternate waste reduction methods developed by working with local agencies if diversion or recyclefacilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite.3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsite are located inareas beyond the haul boundaries of the diversion facility. The Construction waste reduction requirements shall be required for the following projects:ă$OOGHPRSHUPLWVă$OOUHURRILQJSURMHFWVă$OOUHPRGHOLQJSURMHFWVZKHUHYDOXDWLRQH[FHHG4.408.2 Construction waste management plan. Submit a construction waste management plan in conformance with Items1 through 5. The construction waste management plan shall be updated as necessary and shall be avail able duringconstruction for examination by the enforcing agency.1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the projector salvage for future use or sale.2. Specify if construction and demolition waste materials will be sorted on-site (source-separated) or bulk mixed (singlestream).3. Identify diversion facilities where the construction and demolition waste material will be taken.4. Identify construction method employed to reduce the amount of construction and demolition waste generated.5. Specify that the amount of construction and demolition waste materials diverted hall be calculated by weight orvolume, but not by both.The following COMPLETED forms shall be presented to the Inspector: (CGBSC 4.408.2.1)-Construction Waste Management Plan-Construction Waste Management Worksheet-Construction Waste Management AcknowledgementCalGreen cont.:PROJECT LOCATION: 959 5TH ST., HBLEGAL DESCRIPTION: PORTION OF LOT 10, BLOCK 85, SECOND ADDITION TO HERMOSA BEACH, M.B. 3-11-12 ASSESSOR PARCEL NUMBER: 4186-015-019ZONING: R-2BSCOPE OF WORK: CONSTRUCTION OF A DETACHED TWO UNIT CONDOMINIUM AND ALL ASSOCIATED SITE WORK,INCLUDING UTILITIES, PATIOS, SHARED GUEST PARKING & COMMON DRIVEWAY W/PROPOSED EASEMENT @ ADJACENT PROPERTY (961 5TH ST.) 36 C.2GREEN BUILDING NOTES cont:COATING CATEGORYCURRENT LIMITFlat Coatings50Nonflat coatings100Nonflat high gloss coatings150SPECIALTY COATINGSAluminum roof coatings400Basement specialty coatings 400Bituminous roof coatings 50Bituminous roof primers 350Bond breakers 350Concrete curing compounds 350Concrete/masonry sealers 100Driveway sealers 50Dry fog coatings 150Faux finishing coatings350Fire resistive coatings350Floor coatings 100Form-release compounds 250Graphic arts coatings (sign paints) 500High temperature coatings 420Industrial maintenance coatings 250Low solids coatings 120Magnesite cement coatings 450Mastic texture coatings 100Metallic pigmented coatings 500Multicolor coatings 250Pretreatment wash primers 420Primers, sealers, and undercoaters 100Reactive penetrating sealers 350Recycled coatings 250Roof coatings 50Rust preventative coatings 250ShellacsClear730Opaque550Specialty primers, sealers &undercoaters 100Stains 250Stone consolidants 450Swimming pool coatings 340Traffic marking coatings 100Tub and tile refinish coatings 420Waterproofing membranes 250Wood coatings 275Wood preservatives 350Zinc-rich primers 34012,3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS Grams of VOC per Liter of Coating. Less Water and Less Exempt Compounds2,3Grams of VOC per liter of coating, including water and including exempt compoundsThe specified limits remain in effect unless revised limits are listed in subsequent columnsin the table.Values in this table are derived from those specified by the California Air ResourcesBoard, Architectural Coatings Suggested Control Measure, February 1, 2008. Moreinformation is available from the Air Resources Board.123ARCHITECTURAL APPLICATIONS CURRENT VOC LIMITIndoor carpet adhesives 50Carpet pad adhesives 50Outdoor carpet adhesives 150Wood flooring adhesive 100Rubber floor adhesives 60Subfloor adhesives 50Ceramic tile adhesives 65VCT and asphalt tile adhesives 50Drywall and panel adhesives 50Cove base adhesives 50Multipurpose construction adhesives 70Structural glazing adhesives 100Single-ply roof membrane adhesives 250Other adhesives not specifically listed 50SPECIALTY APPLICATIONSPVC welding 510CPVC welding 490ABS welding 325Plastic cement welding 250Adhesive primer for plastic 550Contact adhesive 80Special purpose contact adhesive 250Structural wood member adhesive 140Top and trim adhesive 250SUBSTRATE SPECIFIC APPLICATIONSMetal to metal 30Plastic foams 50Porous material (except wood) 50Wood 30Fiberglass 80 ADHESIVE VOC LIMIT Less Water and Less Exempt Compounds in Grams per Liter1,2If an adhesive is used to bond dissimilar substrates together, the adhesive with the highestVOC content shall be allowed.For additional information regarding methods to measure the VOC content specified in thistable, see South Coast Air Quality Management District Rule 1168,http://www.arb.ca.gov/DRDB/SC/CURHTML/R1168.PDF.12SEALANTS CURRENT VOC LIMITArchitectural 250Marine deck 760Nonmembrane roof 300Roadway 250Single-ply roof membrane 450Other 420SEALANT PRIMERSArchitecturalNonporous250Porous775Modified bituminous 500Marine deck 760Other 750 SEALANT VOC LIMIT Less Water and Less Exempt Compounds in Grams per LiterNote: For additional information regarding methods to measure the VOC content specified inthese tables, see South Coast Air Quality Management District Rule 1168.PRODUCTCURRENT LIMITHardwood plywood veneer core 0.05Hardwood plywood composite core 0.05Particleboard 0.09Medium density fiberboard 0.11Thin medium density fiberboard 0.131 FORMALDEHYDE LIMITS Maximum Formaldehyde Emissions in Parts per Million2Values in this table are derived from those specified by the California Air Resources Board, AirToxics Control Measure for Composite Wood as tested in accordance with ASTM E 1333. Foradditional information, see California Code of Regulations, Title 17, Sections 93120 through93120.12.Thin medium density fiberboard has a maximum thickness of 5/16 inches (8 mm).124.408.3 Waste management company. Utilize a waste management company, approved by the enforcing agency, which can provideverifiable documentation that the percentage ofconstruction and demolition waste material diverted from the landfill complies with Section 4.408.1.Note: The owner or contractor may make the determination if the construction and demolition waste material will be diverted by a wastemanagement company.4.408.4 Waste stream reduction alternative [LR]. Projects that generate a total combined weight of construction and demolition wastedisposed of in landfill , which do not exceed four (4) Ibs/sq. ft. of the building area shall meet the minimum 50 percent construction wastereduction requirement in Section4.408. I.4.408.4.1 Waste stream reduction alternative. Projects that generate a total combined weight of construction and demolition waste disposedof in landfill , which do not exceed two (2) pound per square foot of the building area, shall met the minimum 50-perent construction wastereduction requirement in Section 4.408.1.4.408.5 Documentation. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2,Items I through 5, Section 4.408.3 or Section 4.408.4.Notes:1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)"located at www.hcd.ca.gov/CALGreen.htmlmay be used to a list in documenting compliance with this section.2. Mixed construction and demolition debris. (C&D) processor can be located at the California Department of ResourcesRecycling and Recovery (CaIRecycle).SECTION 4.410BUILDING MAINTENANCE AND OPERATION4.410.1 Operation and maintenance manual. At the time of final inspection, a manual, compact disc, web-based reference or other mediaacceptable to the enforcing agency which includes all of the following shall be placed in the building:I . Directions to the owner or occupant that the manual hall remain with the buiIding throughout the life cycle of the structure.2. Operation and maintenance instructions for the following:a. Equipment and appliance , including water-saving devices and systern, HVAC systems, water-heating systems and other majorappliance and equipment.b. Roof and yard drainage, including gutters and down pouts.c. Space conditioning systems, including condensers and air filters.d. Land cape irrigation systems.e. Water reuse system .3. Information from local utility, water and waste recovery provider on methods to further reduce resource consumption, including recycleprogram and location.4. Public transportation and/or carpool option available in the area.5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant mayuse to maintain the relative humidity level in that range.6. Information about water-conserving land cape and irrigation design and controllers which conserve water.7. Instruction for maintaining gutter and down spouts and the importance of diverting water at last 5 feet away from the foundation.8. Information on required routine maintenance measure, including, but not limited to, caulking, painting, grading around the building, etc.9. Information about state solar energy and incentive programs available.10. A copy of all special inspection verifications required by the enforcing agency or this code.Division 4.5 - ENVIRONMENTAL QUALITYSECTION 4.5014.501.1 Scope. The provisions of this chapter shall outline means of reducing the quantity of air contaminants that are odorous, irritating and/orharmful to the comfort and well being of a building's installers, occupants and neighbors.SECTION 4.502DEFINITIONS4.502.1 Definitions. The following terms are defined in Chapter 2.AGRIFIBER PRODUCTS.COMPOSITE WOOD PRODUCTS.II DIRECT-VENT APPLIANCE.MAXIMUM INCREMENTAL REACTIVITY (MIR).MOISTURE CONTENT.PRODUCT-WEIGHTED MIR (PWMIR).REACTIVE ORGANIC COMPOUND (ROC).VOC.SECTION 4.503FIREPLACES4.503.1 General. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S. EPAPhase II emission limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances.SECTION 4.504POLLUTANT CONTROl4.504.1 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation, during storage on theconstruction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component openings shallbe covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to reduce the amount of water, dust and debris, whichmay enter the system.4.504.2 Finish material pollutant control. Finish materials shall comply with this section.4.504.2.1 Adhesives, sealants and caulks. Adhesives, sealants and caulks used on the project shall meet the requirements of the following standards unless more stringent local or regional air pollution or air quality management district rules apply:1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers, and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1or 4.504.2, as applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds(chloroform, ethylene dichloride, methylene chloride, perchloroethylene and trichloroethylene), except for aerosol products, as specified inSubsection 2 below.2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than 1pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards andother requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations,Title 17, commencing with Section 94507.4.504.2.2 Paints and coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB Architectural Suggested Control Measure, asshown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatingscategories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-high Gloss coating, based on its gloss, as defined insubsections 4.21, 4.36, and 4.3 7of the 2007 California Air Resources Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-high Gloss VOC limit in Table 4.504.3shall apply.4.504.2.3 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(3) and otherrequirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522( c )(2) and (d)(2) of CaliforniaCode of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdictionof the Bay Area Air Quality Management District additionally comply with the percent VOC by weight ofproduct limits of Regulation 8, Rule 49.4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency. Documentation may include, butis not limited to, the following:1. Manufacturer's product specification.2. Field verification of on-site product containers.4.504.3 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the following:1. Carpet and Rug Institute's Green Label Plus Program.2. California Department of Public Health, "Standard Method for the Testing and Evaluation of VolatileOrganic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.1, February2010 (also known as Specification 01350.)3. NSF/ANSI 140 at the Gold level.6FLHQWLILF&HUWLILFDWLRQV6\VWHPV,QGRRU$GYDQWDJH*ROG4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute's Green Label program.4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.4.504.4 Resilient flooring systems. Where resilient flooring is I I installed, at least 80 percent of floor area receiving resilient flooringshall comply with one or more of the following:1. VOC emission limits defined in the Collaborative for High Perlormance Schools (CHPS) High Performance Products Database.2. Products compliant with CHPS criteria certified under the Greenguard Children & Schools program.3. Certification under the Resilient Floor Covering Institute (RFCI) FloorScore program.4. Meet the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.1, February 2010 (also known as Specification 01350).4.504.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard composite wood productsused on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in ARB's Air Toxics ControlMeasure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5.4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following:1. Product certifications and specifications.2. Chain of custody certifications.3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.).4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian ASINZS 2269 or European 636 3S standards.5. Other methods acceptable to the enforcing agency.TABLE 4.504.5FORMALDEHYDE LIMITSMaximum Formaldehyde Emissions in Parts per Million PRODUCT CURRENT LIMITHardwood plywood veneer core 0.05Hardwood plywood composite core 0.05Particleboard0.09Medium density fiberboard0.11Thin medium density fiberboard0.131. Values in this table are derived from those specified by the California Air Resources Board, Air Toxics Control Measure for Composite Wood as tested in accordancewith ASTME 1333. For additional information, see California Code of Regulations, Title 17, Sections 93120 through 93120.12.2. Thin medium density fiberboard has a maximum thickness of 5/ 16 inch (8 mm).SECTION 4.505INTERIOR MOISTURE CONTROL4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.4.505.2 Concrete slab foundations. Concrete slab foundations required to have a vapor retarder by the California Building Code, Chapter 19 or concreteslab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section.4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following:1. A 4-inch-thick (101.6 rnrn) base of l/zinch (12.7 mm) or larger clean aggregate shall be provided with a vapor retarder in direct contact withconcrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American ConcreteInstitute, ACI 302.2R-06.2. Other equivalent methods approved by the enforcing agency.3. A slab design specified by a licensed design professional.4.505.3 Moisture content of building materials. Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not beenclosed when the framing members exceed 19-percent moisture content. Moisture content shall be verified in compliance with the following:1. Moisture content shall be determined with either a probe-type or contact-type moisture meter. Equivalent moisture verification methods may beapproved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code.2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece to be verified.3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agencyprovided at the time of approval to enclose the wall and floor framing.Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure.SECTION 4.506INDOOR AIR QUALITY AND EXHAUST4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following:1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control.D+XPLGLW\FRQWUROVVKDOOEHFDSDEOHRIDGMXVWPHQWEHWZHHQDUHODWLYHKXPLGLW\UDQJHRISHUFHQWWRDPD[LPXPRISHUFHQW$KXPLGLW\control may utilize manual or automatic means of adjustment.b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in).Notes:1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower, or tub/shower combination.2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.SECTION 4.507ENVIRONMENTAL COMFORTWhole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or louvers shall have a minimum insulation value ofR-4.2.Whole-Building Ventilation Requirements (From ASHRAE 62.2)At least one mechanical ventilation system in the building must be designated for use in compliance with the Whole-Building Ventilation Requirement.Alternatively, the sum of the rated airflows from multiple fans can be utilized to meet the required Whole-Building Ventilation airflow. The system(s) mustdeliver continuous ventilation airflow at a rate greater than or equal to the rate specified in equation 4.1a, and fan Sone ratings must not exceed 1.0 fordwelling occupant densities known to be greater than (N +1), the rate shall be increased by 7.5 CFM for each additional person.4.507.2 Heating and air-conditioning system design. Heating and air-conditioning systems shall be sized, designed and have their equipment selected usingthe following methods:1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J-2004(Residential Load Calculation), ASHRAE handbooks or otherequivalent design software or methods.2. Duct systems are sized according to ANSI/ACCA 1 Manual D-2009 (Residential Duct Systems), ASHRAE handbooks or other equivalent designsoftware or methods.3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S-2004 (Residential Equipment Selection) or other equivalent designsoftware or methods.Exception: Use of alternate design temperatures necessary to ensure the systems function are acceptable.Building Maintenance and OperationAt final inspection Complete and submit the form: "BUILDING MAINTENANCE AND OPERATIONMANUAL CHECK LIST", and submit to the Building Inspector.The Builder shall prepare a property Manual for the building owner or tenant, that includesthe following information:1. Directions to the owner or occupant that the manual shall remain with the building throughout the life-cycle of the structure.2. Operation and maintenance instructions for all equipment and appliances.3. Roof and yard drainage including gutters and downspouts.4. Space conditioning systems including condensers and air filters.5. Landscape and irrigation systems.6. Water reuse systems.7. Recycle programs and locations.8. Public transportation and carpool options.9. Educational material on the positive impacts of maintaining indoor relative humidity between 30 and 60 percent and what methods an occupantmay use to maintain the relative humidity level in that range.10. Information about water conserving landscape and irrigation design and controllers which conserve water.11. Importance of gutters and downspouts and importance of diverting water at least 5 ft. from the buildings foundations.12. Information on routine maintenance such as caulking, painting, grading, etc.13. Information about state solar energy and incentive programs.14. A copy of all special inspection verifications required by the enforcing agency or this code.POOLS AND SPASTITLE 24, PART 6 Efficiency Standards:114 (a) 4. Electric resistance heating. No electric resistance heating; solar collectors shall providenot less than 60% of the energy for heating swimming pools and spas.ăException 1 to Section 114 (a) 4: Listed package units with fully insulated enclosures, and with tight-fitting covers that are insulated to at least R-6.ăException 2 to Section 114 (a) 4: Pools or spas deriving at least 60 percent of the annual heating energy from site solar energy or recovered energy.114 (a) 2. Pool Covers. A thermal cover or blanket rated at not less than R-15 for outdoor pools or outdoor spas that have a heat pump or gas heater.(Eq. 4.1a) Q = 0.01A +7.5 (N +1)fanfloorbrWhere:A = conditioned floor area, ftN = number of bedrooms; not to be less than oneQ = ventilation air requirement = fan flow rate, (cfm)floorbrfan2107.31 CFM = 0.01(5,214)+7.5(5+1)Whole-House Ventilator = 97.14 CFMPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017DEFERRED SUBMITTALS:DEFERRED SUBMITTAL ITEMS LISTED BELOW SHALL BE REVIEWED BY THE DESIGNER ORENGINEER OF RECORD AND SHALL FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATIONINDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THATTHEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL BE ON SEPARATE PERMIT AND NOT BE INSTALLED UNTILTHEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL:(ITEMS LISTED BELOW UNDER SEPARATE PERMIT)-HYDROLOGY/SUMP PUMP CALCS-CIVIL SHEET1.PROVIDE 3" CLEARANCE ON ALL SIDES, BACK AND TOP AND 6" IN FRONT OF THE FURNACE AND WATER HEATER.2.PROVIDE (2) ANCHOR STRAPS FOR WATER HEATER. (CPC-510.5)3.RECEPTACLE OUTLETS SHALL BE LOCATED WITHIN 12 TO 15 INCHES OFF THE FLOOR. (NEC 210-50 (D)).4.LIGHT SWITCHES WILL BE INSTALLED WITHIN 34 TO 48 INCHES OFF THE FLOOR.5.THE USE OF ALUMINUM WIRE IS NOT PERMITTED.6.GAS FIRED APPLIANCES EQUIPPED WITH INTERMITTENT IGNITION DEVICES.7."AN EXCAVATION/CONSTRUCTION" PERMIT SHALL BE OBTAINED PRIOR TO CONSTRUCTION OF ANYIMPROVEMENTS WITHIN PUBLIC RIGHT OF WAY. THIS INCLUDES, BUT IS NOT LIMITED TO, STANDARD SIDEWALKS,CURBS, GUTTERS, DRIVEWAY APPROACHES, OR UNDERGROUNDING OF UTILITIES.8.BUILDING, GRADING, AND DEMOLITION PERMITS TO COMPLY WITH HERMOSA BEACH ZONING CODE.9.FACTORY FIREPLACES SHALL HAVE:9.1.TIGHT FITTING, CLOSEABLE METAL OR GLASS DOORS.9.2.OUTSIDE AIR INTAKE WITH DAMPER AND CONTROL.9.3.FLUE DAMPER AND CONTROL.10.NO CONTINUOUS BURNING GAS PILOTS ALLOWED.11.4" DIAMETER SPHERE MAY NOT PASS THROUGH THE INTERMEDIATE RAILS.12.FENCE HEIGHTS, AS MEASURED FROM THE LOWEST FINISHED GRADE ADJACENT TO EACH SECTION OF THESESTRUCTURES, MAY BE A MAXIMUM OF: 42" IN THE FRONT YARD SETBACK, AND 6' AT OTHER LOCATIONS ON SITE (3'IF OBSTRUCTING DRIVEWAY VISIBILITY).13.PROVIDE LANDSCAPE IRRIGATION SYSTEM BACK FLOW PREVENTION DEVICE. ONLY LOS ANGELES COUNTYHEALTH DEPARTMENT APPROVED DEVICES MAY BE USED.14.ALL HOSE BIBS ARE TO PROTECTED BY A BACK FLOW PREVENTION DEVICE.15.PROVIDE SMOKE DETECTORS IN EVERY LEVEL PER CBC SECTION 310.9. SMOKE DETECTORS SHALL BE ONPERMANENT WIRING WITHOUT AND DISCONNECTING SWITCH OTHER THAN THOSE FOR OVERCURRENTPROTECTION, INTERCONNECTED AND EQUIPPED WITH BATTERY BACK-UP.16.BUILDING ADDRESS SHALL BE PROVIDED ON THE BUILDING IN SUCH A POSITION AS TO BE PLAINLY VISIBLE ANDLEGIBLE FROM THE STREET. ADDRESS NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, 4" HIGH MINIMUMAND WITH A MINIMUM STROKE WIDTH OF 0.5"-PER SECTION. R319.117.WATER CLOSETS SHALL BE EQUIPPED WITH "ULTRA LOW FLUSH" TYPE WITH 1.6 GALLONS MAXIMUM PER FLUSH,SHOWER HEADS (2.5 GPM) AND FAUCETS (2.2 GPM).18.CONTROL VALVE FOR SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE PERCPC SECTION 410.7.19.A TWO-STAGE THERMOSTAT, WHICH CONTROLS THE SUPPLEMENTARY HEAT ON ITS SECOND STAGE, SHALL BEPROVIDED FOR HEAT PUMPS. THERMOSTATS SHALL BE EQUIPPED WITH AN AUTOMATIC SETBACK, WHICH THEBUILDING OCCUPANT CAN PROGRAM TO AUTOMATICALLY SET BACK THE THERMOSTAT TWICE IN 24 HOURS.20.ALL FAN OR BLOWER SYSTEMS THAT EXHAUST AIR FROM THE CONDITIONED BUILDING ENVELOPE TO THE OUTSIDESHALL BE PROVIDED WITH BACKDRAFT DAMPERS.21.ELECTRICAL CONTRACTOR SHALL SUBMIT LOAD CALCULATIONS TO BUILDING DEPARTMENT TO JUSTIFY SIZE OFELECTRICAL SERVICE PRIOR TO ISSUANCE OF ELECTRICAL PERMIT.22.PROVIDE PEDESTRIAN PROTECTION DURING CONSTRUCTION IF THERE IS A PUBLIC SIDEWALK @ STREET SIDE.23.ALL WORK SHALL CONFORM TO THE STANDARDS SET FORTH IN THE 2013 CBC, CPC, CMC, CEC , CGBC ANDT-24.24.THIS PROJECT COMPLIES WITH TITLE 24 REQUIREMENTS FOR ZONE 6 USING THE COMPUTER PERFORMANCEMETHOD. SEE COMPLIANCE CHECKLIST AND FORM CF-IR.25.ALL CONTRACTORS SHALL VISIT THE SITE AND EXAMINE ALL DRAWINGS PRIOR TO COMMENCING WORK, ANDREPORT ANY DISCREPANCIES TO THIS OFFICE SO THAT THE MATTER MAY BE RESOLVED.26.ALL PROPERTY LINES, EASEMENTS AND PROPOSED STRUCTURES, OVERHEAD POWER LINES AND ABANDONED OILWELLS ARE SHOWN ON THE SITE PLAN.27.AQMD NOTIFICATION IS REQUIRED 10 DAYS PRIOR TO BEGINNING ANY PARTIAL OR COMPLETE DEMOLITIONWORK.28.RECEPTACLE OUTLETS SHALL BE SPACED @ 12' O.C. MAX. AND SHALL BE LOCATED WITHIN 6' OF DOOROPENINGS (E.G. CLOSET DOORS, ETC.). ALSO, EVERY 2' OR WIDER OF WALLS, OUTLETS ALSO REQUIRED FORCOUNTER TOPS @ 4' O.C. AND WITHIN OF 2' OF ENDS OR BREAKS OR COUNTERS, CEC.29.USE 2X6 MAXIMUM STUDS FOR PLUMBING WALLS.30.STUCCO LATH AND DRYWALL SHALL BE NAILED TO ALL STUDS AND TOP-BOTTOM PLATES.31.USE 2-#15 FELT BACKING WHEN STUCCO IS APPLIED OVER PLYWOOD, CBC SECT.2501.4.32.FIRE BLOCK STUD WALLS (AT 10' INTERVALS {HORIZONTAL AND VERTICAL}. ENCLOSED AND CONCEALED SPACES,AND AT OPENINGS AROUND VENTS, PIPES, DUCTS,CHIMNEYS, BETWEEN ATTIC AND CHIMNEY CHASE, AT STAIRSTRINGERS, AND SIMILAR PLACES AT CEILING.33.CHECK CITY RECORD FOR THE EXISTENCE OF ABANDONED CESSPOOL/SEPTIC TANKS. ANY EXISTINGABANDONED CESSPOOL OR SEPTIC TANK SHALL BE LOCATED, CITY INSPECTION SHALL ALSO BE REQUIRED PRIORTO THE ISSUANCE OF DEMO OR BUILDING PERMIT.34.FIRE SPRINKLERS ARE REQUIRED IN GARAGE PER CITY REQUIREMENTS. SUB-CONTRACTOR TO SUBMIT PLANS TOCITY PRIOR TO PULLING A FIRE SPRINKLER PERMIT.35.BUILDING ADDRESS SHALL BE PROVIDED ON THE BUILDING IN SUCH A POSITION AS TO BE PLAINLY VISIBLE ANDLEGIBLE FROM THE STREET. ADDRESS NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, 4" HIGH MINIMUMAND WITH A MINIMUM STROKE WIDTH OF 0.5"-CBC SECT. 501.236.DECORATIVE CHIMNEY CAPS SHALL BE A PART OF THE APPROVED CHIMNEY ASSEMBLY.37.PROVIDED SCREENING OF UTILITY METERS (NEED NOT BE SCREENED IF LOCATED ON INTERIOR SIDE OF A SINGLEFAMILY DWELLING, AND DOES NOT ENCROACH INTO REQUIRED YARDS).38.INSTALL ON THE COLD WATER SUPPLY PIPE AT THE TOP OF THE WATER HEATER A CAPPED "T" FITTING TO PLUMBFOR FUTURE SOLAR WATER HEATING.39.A MASONRY OR FACTORY-BUILT FIREPLACE SHALL HAVE THE FOLLOWING: [TITLE 24, PART 6, CHAPTER 7, SECTION150(E)]39.1.CLOSEABLE METAL OR GLASS DOORS COVERING THE ENTIRE OPENING OF THE FIREBOX;39.2.A COMBUSTION AIR INTAKE TO DRAW AIR FROM THE OUTSIDE OF THE BUILDING DIRECTLY INTO THE FIREBOX,WHICH IS AT LEAST SIX SQUARE INCHES IN AREA AND IS EQUIPPED WITH A READILY ACCESSIBLE, OPERABLE,AND TIGHT-FITTING DAMPER OR COMBUSTION-AIR CONTROL DEVICE (EXCEPTION: AN OUTSIDECOMBUSTION -AIR INTAKE IS NOT REQUIRED IF THE FIREPLACE WILL BE INSTALLED OVER CONCRETE SLABFLOORING AND THE FIREPLACE WILL NOT BE LOCATED ON AN EXTERIOR WALL.); AND 39.3.A FLUE DAMPER WITH A READILY ACCESSIBLE CONTROL.GENERAL NOTES:37 1 :130.00' P/L1 (513.67' 166.18'34.90'312.59' 5TH STREET 16-156 SHEET 1 OF 1 SHEETSCALE: 1" = 10'LEGAL DESCRIPTION JOB ADDRESS SUBDIVIDER 4-22-2016 IN THE CITY OF HERMOSA BEACHCOUNTY OF LOS ANGELESSTATE OF CALIFORNIAFOR CONDOMINIUM PURPOSESVESTING TENTATIVEPARCEL MAP NO.74236DAVID & ISSAC LAUFERSBL DEVELOPMENT, LLC7122 SOPHIA AVENUEVAN NUYS, CA 91406PHONE 310-477-0958PORTION OF LOT 10, BLOCK 85SECOND ADDITION TO HERMOSA BEACHM.B. 3-11-12 APN 4186-015-019 959 5TH STREET HERMOSA BEACH, CA 90254 16-156NOTES 1. ALL EXISTING STRUCTURES TO BE REMOVED UNLESS OTHERWISE NOTED. 2. ALL UTILITIES ARE LOCATED IN ADJACENT STREETS. 3. THIS IS A 2 UNIT CONDOMINIUM PROJECT. 4. WATER SUPPLY IS PROVIDED BY CALIFORNIA WATER COMPANY. 5. SANITARY SEWER DISPOSAL IS TO AN 8" VCP PUBLIC LINE. THE 8" VCP IS LOCATED IN 5TH STREET; APPROXIMATE DEPTH = 7'. 6. SEE SOILS REPORT FOR POTENTIAL FILL ON THIS SITE. 7. SITE DRAINAGE IS SURFACE FLOW WITH DISCHARGE TO ADJACENT STREETS.200.00 TP NAIL200.50200.78202.132 0 2 . 1 2 P C 202.11201.88201.40201.49201.09201.09201.20200.58201.09200.84200.56 PC200.45200.75200.90FH WV PP GW 200.1412"PINE SSMH 200.30198.85200.58199.642 0 0 . 4 4 200.57200.11199.17199.99199.36199.36199.96200.00199.32 PC199.02198.70 TX198.18 FL198.62 FL199.53 FL200.03 TXWM200.05200.37 TX199.87 FLWVWV200.58201.6201.6 PC2 0 2 . 3 EXISTING RESIDENCEEXISTING RESIDENCE EXISTING GARAGE SET L&T RCE 30826 1.00' S'LY OF CORNER ON PROP. LINE PROD. TAG ELEV = 200.56' FOUND L&T, NO TAG 0.85' S'LY OF CORNER ON PROP. LINE PROD. TAG ELEV = 199.35' SET L&T RCE 30826 IN S'LY FACE OF WALL 1.00' E'LY & 0.75' S'LY OF PROP. CORNER TAG ELEV = 201.60' SET L&T RCE 30826 1.00' W'LY & 1.00' S'LY OF PROP. CORNER TAG ELEV = 202.16' TO FOUND S&W RCE 30826 @ PINE STREET PER PARCEL MAP NO. 70050 P.M.B. 378-25-26 TO FOUND S&W RCE 30826 @ PROSPECT AVENUE PER PARCEL MAP NO. 70050 P.M.B. 378-25-2660'30'30'30.00'30.00'DWYDWY CONC. SIDEWALK CONC. CONC. CONC. 1 (34.90' P/L 1 :130.00' P/LE'LY LINE OF INSTRUMENT NO. 97-1540951 1 (34.90' P/L 1 A = 4,537 SQ FT W'LY LINE OF INSTRUMENT NO. 20070256434 N'LY LINE OF INSTRUMENT NO. 20070256433 38 A-19'-0"3'-6"(SETBACK)Scale: 1/8"=1'-0"Site PlanUPDNUPDNUNIT BUNIT A13'-0"4'-6" (MIN. 3'-6" SETBACK) 5TH STREET 10'-0"SETBACK198.87' FFE@ DOOR198.73' FFE199.65' FFE4'-6"(MIN.3'-6"SETBACK)AA-6OUTLINE OF FLOOR/DECKABOVE202.12 PC2 0 0 . 5 6 P C 199.64199.17199.32 PC201.6201.6 PC 1 :130.00' P/L1 2 " P I N E SSMH 200.301 9 9 . 0 2 1 9 8 . 7 0 T X198.18 FL198.62 FL199.53 FL2 0 0 . 0 3 T X200.05CONC. SIDEWALK 1 (34.90' P/L 1 (34.90' P/L 34.90' 2 0 0 . 0 0 T P N A I L 2 0 0 . 4 5 2 0 0 . 1 4 WM 2 0 0 . 3 7 T X199.87 FL(E) DWY 11'-2" (9'-0" MIN) 5'-7"5'-7"COMMON DRIVEWAY, PROPOSED 5'-7" EASEMENT@ ADJOINING PROPERTIES (11'-2" DRIVEWAY, SHOWN HATCHED)NEW 6' HIGH WOOD FENCEON TOP OF RETAINING WALLCONC.CONC. WALKGRAVEL WALK PATIONEW RECESSED SCREENED UTILITY METERS/BOXES/LINES/FIRE SPRINKLER CHECK VALVE/WATER MAINRISER AND SCREENING 36" MIN. CLEAR IN FRONTOF ELECTRICAL PANEL PER NEC 100-26 AND SCEPLPLPL5'-0"(SETBACK)198.14' FFE@ DOOR1 :130.00' P/L&$7&+%$6,1:68033803:$%6PIPE TO CURB (SUMP PUMP ON SEPARATE PERMIT)DN2% SLOPE 2.6%SLOPE4.6%SLOPE12'-2"3'-0"3'-0"2% MIN.SLOPE2% MIN.SLOPE 1% MIN.SLOPE1%SLOPE(E) TREE TO BE REMOVED,REQUIRES PW APPROVALNEW SHARED DRIVEWAYNEW 36" BOXTREE @ PARKWAYNEW DRIVEWAY APRONNEW 42" HIGH OPENGUARDRAIL12.5%MAX SLOPEIRON DUCTILE PIPE INPUBLIC RIGHT OF WAY5'-6"OUTLINE OF FLOOR ABOVEIMPERVIOUS SURFACE SHALL BE SLOPED AWAY FROMTHE BUILDING @ 2% MIN. SLOPE FOR A MIN. DISTANCEOF 10 FT.; LOT SHALL BE GRADED TO DRAIN SURFACEWATER AWAY FROM FOUNDATION WALLS-PERSECTION R401.3203.37' TOL199.13' FSOUTLINE OF FLOOR ABOVE202.11' TOW201.48' TOW201.43' TOC1% MIN.SLOPE201.17' TOW200.85' TOC201.17' TOW198.40' PG197.98' TOGNEW 5' HIGH WOOD FENCE2% MIN.SLOPEWALK198.26' TOG204.29' TOC204.24' TOG201.42' TOG201.91' TOC199.40' PG28'-0"199.00' TOW198.64' PG2% MIN.SLOPE1% MIN.SLOPE198.18' PG200.68' TOW2% MIN.SLOPE198.18' FS198.87' FS199.07' FSNEW HANDRAILSDSDSDSDSDSDSDSDSDSDSD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SDSD SD 199.25' FSPROPOSED 2-UNITCONDO, 961 5TH ST.(SEPARATE PERMIT)5'-3"2'-0"3'-7"3'-6"3'-0"4'-7" 2'-0" 4'-0"4'-6"2'-4"2'-4"NET GAIN OF (1) ADDITIONALPARKING SPACE @ STREET198.06' TOGGRAVEL SIDEYARD W/CONC PAVERSCONCRETE STRIPS W/6" WIDEPERMEABLE XGRASS SYNTHETIC TURFCONCRETE PAVERS W/6" WIDEPERMEABLE XGRASS SYNTHETIC TURFSHARED GUEST PARKINGSHARED GUEST PARKING FOR UNIT A &UNIT B OF 959 5TH STREET5'-0"(MAX HEIGHTIS 42" WITHINFRONT SETBACK)PLANTER / LANDSCAPE6"200.56PC200.45199.87FLPL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKING11.7%WALK2.1%199.43FS200.63200.53199.95FLPL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKING12.17%WALK2.1%199.43FS200.48200.37199.79FL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKING11.3%WALK2.1%198.87FSCBA20'-6"20'-6"28'-0"20'-6"28'-0"20'-6"28'-0"11.3%11.7%12.17%1%1%1%2.1%2.1%2.1%PAGE:JOB NO:BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-0101.ERODED SEDIMENTS AND OTHER POLLUTANTS MUSTBE RETAINED ON SITE AND MAY NOT BETRANSPORTED FROM THE SITE VIA SHEET FLOW,SWALES, AREA DRAINS, NATURAL DRAINAGE COURSEOR WIND.2.STOCKPILES OF EARTH AND OTHERCONSTRUCTION-RELATED MATERIALS MUST BEPROTECTED FROM BEING TRANSPORTED FROM THESITE BY WIND OR WATER.3.FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALSMUST BE STORED IN ACCORDANCE WITH THEIRLISTING AND ARE NOT TO CONTAMINATE THE SOILNOR THE SURFACE WATERS. ALL APPROVED STORAGECONTAINERS ARE TO BE PROTECTED FROM THEWEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELYAND DISPOSED OF IN A PROPER MANNER. SPILLSMAY NOT BE WASHED INTO THE DRAINAGE SYSTEM.4.EXCESS OR WASTE CONCRETE MAY NOT BE WASHEDINTO PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM.PROVISIONS SHALL BE MADE TO RETAIN CONCRETEWASTES ON-SITE UNTIL THEY CAN BE DISPOSED OF ASSOILED WASTE.5.TRASH AND CONSTRUCTION-RELATED SOLID WASTESMUST BE DEPOSITED INTO A COVERED RECEPTACLETO PREVENT CONTAMINATION OF RAINWATER ANDDISPERSAL BY WIND.6.SEDIMENTS AND OTHER MATERIALS MAY NOT BETRACKED FROM THE SITE BY VEHICLE TRAFFIC. THECONSTRUCTION ENTRANCE ROADWAYS MUST BESTABILIZED TO INHIBIT SEDIMENTS FROM BEINGDEPOSITED INTO THE PUBLIC WAYS. ACCIDENTALDEPOSITIONS MUST BE SWEPT UP IMMEDIATELY ANDMAY NOT BE WASHED DOWN BY RAIN OR BY ANYOTHER MEANS.BEST MANAGEMENT PRACTICES:1.ALL SITE DRAINAGE SHALL BE TERMINATED AT PUBLIC WAYVIA NON-EROSIVE DEVICE PER HBMC.2.PROVIDE ROOF GUTTERS AND DOWNSPOUTS PER GREENBUILDING CODE SECTION 4.410.3.PROVIDE PEDESTRIAN PROTECTION PER CBC SECTION 3303DURING CONSTRUCTION.4.ALL UTILITIES SHALL BE UNDER GROUNDED, CONTACTSOUTHERN CALIFORNIA EDISON FOR THEIR REVIEW ANDAPPROVAL.5.4" WASTE LINE SHALL BE USED FOR SERVING 4 OR MOREWATER CLOSETS PER CPC TABLE 703.2 FOOTNOTE 46.PROJECT TO COMPLY WITH HBMC SECTION 8.44STORMWATER AND URBAN RUNOFF POLLUTION CONTROLREGULATIONS.7.ALL NEW FIXTURES SHALL BE WATER CONSERVING (CPC402.0)8.ANY WORK IN THE PUBLIC RIGHT-OF-WAY REQUIRES ASEPARATE PERMIT FROM PUBLIC WORKS DEPARTMENT.9.CONDUIT FROM ROOF TO ELECTRIC SERVICE PANEL IS ISPROVIDED FOR ALL UNITS.10.PLANTING MATERIALS LOCATED IN THE PUBLIC RIGHT OFWAY MAY HAVE TO BE SELECTED FROM A LIST OFAPPROVED PLANTS/TREES FROM PUBLIC WORKSDEPARTMENT.11.REMOVAL OF A TREE WITH A 12 INCH DIAMETER FROM THEPUBLIC-RIGHT-OF-WAY MAY REQUIRE APPROVAL FROMPUBLIC WORKS COMMISSION.BUILDING FOOTPRINTPROPOSED EASEMENTTOC/TC:TOP OF CONCRETEEG:EXISTING GRADEPG:PROPOSED GRADEFS:FINISHED SLABTOG:TOP OF GRATETOW:TOP OF WALLFL:FLOOD LINESD:STORM DRAINPLANNING NOTES:LEGEND:NEW 5' HIGH WOODFENCE ATOP NEWRETAINING WALLDRIVEWAY PROFILESScale: 1/8"=1'-0"ABCPL(E) MANHOLE COVER TOBE RELOCATED39 A-1.15TH STREET201.60' PCRoof DeckOPEN TOBELOWOPEN TOBELOWCP#1: 231.39' MAXACTUAL: 231.39'CP#3: 230.47' MAXACTUAL: 230.47'CP#2: 230.77' MAXACTUAL: 230.47'CP#4: 229.86' MAXACTUAL: 228.91'CP#5: 230.10' MAXACTUAL: 228.91'CP#6: 230.87' MAXACTUAL: 229.83'CP#7: 229.77' MAXACTUAL: 226.93'CP#8: 230.93' MAXACTUAL: 227.83'202.12' PC200.56' PC199.32' PC130.00' P/L34.90' P/L130.00' P/L34.90' P/LDN Future SpaFuture SpaLocationLocationDN1/4:12SLOPE71/4:12SLOPE71/4:12SLOPE71/4:12SLO P E 7TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 23601/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE14SLOPE1/4:12148'-0"8'-0"8'-0"8'-0"18'-5"1'-0"4'-1"3'-5"18'-5"2'-6"7'-6"25'-11"5'-2"6'-0"4'-10"3'-4"12'-6"10'-7"3'-8"1'-8"18'-2"308 SF17'-4"25'-8"38'-0"39'-6"59'-4"75'-6"4'-0" 4'-6" 5'-0" 8'-11" 9'-6" 12'-0"85'-6"15'-7"FLAT ROOFFLAT ROOFAREA I3'-6"(SETBACK)AREA IFLAT ROOFAREA IIFLAT ROOFAREA II5'-0"(MIN. 3'-0"SETBACK)5'-0"(MIN. 3'-6"SETBACK) 5'-6" (MIN. 3'-6" SETBACK) 2'-6" 4'-0"1'-6" 12" 3'-6" (SETBACK)DECKBELOW18'-11"5'-0"1'-6"1'-6"Scale: 1/4"=1'-0"Roof Plan90'-6"28'-11"CP#9: 231.52' MAXACTUAL: 231.52'CP#10: 230.68' MAXACTUAL: 230.68'PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017ROOF MATERIAL @ FLAT (1/4:12):-3-LAYERS OF 15# FELT LAID W/19" OVERLAP, PER SECT. R905.2.2. HOT MOPPEDTHROUGHOUT W/GAFGLAS ENERGY CAP BUR MINERAL SURFACED CAP SHEET(WHITE)-NAIL BASE SHEET PER CBC TABLE 15-E-(MINMUM CLASS "A" ROOF REQUIRED)ATTIC/ROOF VENTILATION NOTES:(PER CRCR806.2)A- THE NET FREE VENTILATING AREA SHALL NOT BE LESS THAN:i. 1150 OF THE ATTIC SPACE (APPROX. 10 SQ. IN. FOR EACH 10 SQ. FT. OFATTIC AREA)ORii. 1300 PROVIDED A VAPOR RETARDER IS INSTALLED WITH A TRANSMISSIONRATE NOT EXCEEDING 1 PERM MEETING ASTM E96.B- TO ACHIEVE A "BALANCED" ATTIC VENTILATION SYSTEM, 50% OF THE REQUIREDVENTILATION AREA MUST BE LOCATED AT LEAST 3' ABOVE EAVE OR CORNICEVENTS WITH THE BALANCE PROVIDED BY EAVE OR CORNICE VENTS. IN NO CASESHOULD THE AMOUNT OF EXHAUST VENTILATION EXCEED THE AMOUNT OF INTAKEVENTILATION. CONSULT ATTIC VENTILATION MANUFACTURER(s) TO ENSURE/VERIFYPROPER PLACEMENT/QUANTITIES/TYPES/USE OF VENTS.C- OPENINGS SHALL HAVE CORROSION-RESISTANT WIRE MESH OR OTHERAPPROVED MATERIAL WITH 18" MIN. AND 14" MAX. OPENING.D- VENT AND INSULATION CLEARANCE. WHERE EAVE OR CORNICE VENTS AREINSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. A MINIMUM OFA 1-INCH (25 MM) SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THEROOF SHEATHING AND AT THE LOCATION OF THE VENT. (CRC SECT. R806.3)E- THE 2013 CALIFORNIA ENERGY CODE ALSO STATES THAT ATTIC SPACE SHALL BEPROVIDED WITH VENTILATORS EQUAL TO OR GREATER THAN 1 SQ. FT. FOR EVERY150 SQ. FT. OF ATTIC SPACE, WITH A MINIMUM 30% OF THE FREE VENTILATION AREAINSTALLED WITHIN 2' VERTICALLY OF THE RIDGE. (CF-1R-ALT FORM)F- RAFTERS MAY BE NOTCHED FOR CROSS VENTILATION PROVIDED THE NOTCHESAND ASSOCIATED SAW-BLADE OVER-CUTS DO NOT AFFECT THE STRUCTURALINTEGRITY OF THE RAFTERS. (SEE STRUCTURAL NOTES REGARDING NOTCHING &ALLOWABLE HOLES)ROOF NOTES:109'-0"DIRECT VENT (SEE DETAIL 2/A-8)DIRECT VENT (SEE DETAIL 2/A-8)7'-1"7'-0"1'-6"1'-6"10'-0"SETBACKRoof DeckRoof Deck314 SF308 SF(100 SF OPEN SPACE)(100 SF OPEN SPACE)40 UPDN9595TH STREET199.32 PC1 9 9 . 0 2 1 9 8 . 7 0 T X198.18 FL198.62 FL200.051 (34.90' P/L 1 ( 34.90' WM (E) DWY PATIOPLUPDNPATIOPL2% MIN.SLOPE1 (513.67' 34.90'200.00 TP NAIL200.50200.78200.56 PC200.45200.752 0 0 . 9 0 FH WV PP SIGNWMGW 2 0 1 . 5 8 P C201.542 0 1 . 2 9 T C200.82 FL200.81201.1612"PIN E SSMH 200.30199.53 FL2 0 0 . 0 3 T X WM 2 0 0 . 3 7 T X199.87 FLWVWV 201.7430.00'30.00'CONC. SIDEWALK 1 (34.90' P/L 277.69'EXISTING ONSTREET PARKING3'-0"3'-0"22'-10"12'-2" 1 (513.67' 166.18'34.90' 2 0 0 . 0 0 T P N A I L 200.50200.78201.09200.56 PC200.45200.75200.90 FH WV PP 2 0 0 . 1 4 12"PINESSMH 200.30198.85199.32 PC199.02198. 7 0 T X198.18 FL198.62 FL199.53 FL200. 0 3 T X WM200.05200. 3 7 T X199.87 FLWVWV30.00'30.00'DWYDWYCONC. SIDEWALK1 (34.90' P/L 1 (513.67' 34.90' 2 0 0 . 0 0 T P N A I L 200.50200.78201.09200.56 PC200.45200.75200.90 FH WV PP SIGNWMGW 201.58 PC201.54201. 2 9 T C200.82 FL200.81201.162 0 0 . 1 4 12"PINESSMH 200.30199.53 FL200. 0 3 T X WM200.05200. 3 7 T X199.87 FLWVWV 201.3430.00'30.00'DWYCONC. SIDEWALK CONC.1 (34.90' P/LScale: 1/4"=1'-0"Existing On Street ParkingEXISTING ONSTREET PARKING9'-0"2'-3"2'-3"10'-1"2'-0"32'-4"2'-7"8'-0"28'-9"ON-STREET PARKING:EXISTING:GAIN:LOSS:RELOCATION:110012'-2"28'-9"EXISTING RED CURB(SHOWN HATCHED)EXISTING RED CURB(SHOWN HATCHED)EXISTING RED CURB(SHOWN HATCHED)PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017961EXISTING SPACENEW SPACEScale: 1/4"=1'-0"Proposed On Street ParkingA-1.2EXISTING MANHOLECOVER TO BE RELOCATED(E)12" PINE TO BE REMOVED,PUBLIC WORKS APPROVALREQUIRED41 PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-1.3Scale: 1/4"=1'-0"Landscape Plan5TH STREET 130.00' P/L34.90' P/L 34.90' P/L PL130.00' P/LCity of Hermosa Beach LandscapingRequirementsLot Square Footage:4,537 sq. ft.Building Footprint:2,044 sq. ft.*Landscape/Hardscape Area = Lot Sq. Ft. - Building Footprint 4,537 sq. ft. - 2,044 sq. ft. = 2,493 sq. ft.A maximum 20% of landscape/hardscape area can have high water usage plantsas defined by Water Use Classification of Landscape Species (WUCOLS) forRegion 3.Max Area of High Water Use Plants = Landscape/Hardscape Area x 20% = 2,493 sq. ft. x 20% = 498.6 sq. ft.(provided) 0 sq. ft. < 498.6 sq. ft. max. OKPermeable/Landscape (1,012 sq. ft.+374 sq. ft.) / *2,493 sq. ft. = 55.5% OKPermeable areas (1,012 sq. ft.)Hardscape areas (1,107 sq. ft.)Landscaped areas (374 sq. ft.)Lot Area = 4,537 sq. ft.Building Footprint (2,044 sq. ft.)Symbol:VegetationType:BotanicalName:CommonName:Regional Eval.Water Needs:Size:Diameter(planting/matured):Height(planting/matured):Quantity:GALVEZIA SPECIOSAFIRECRACKERISLAND SNAPDRAGONVERY LOWTREEACACIACULTRIFORMIS LOWKNIFELEAF ACACIA10'-0" TO 15'-0"1-224X24 BOX72FLOWER2'-0" TO 3'-0"3'-0" WIDE5 GALLONSHRUBEURYOPS PECTINATUS LOWEURYOPS/SHRUB DAISY9"-12"5 GALLONMASS PLANTING(3-4 FT APART)10-1515-20NOTE: IRRIGATION SYSTEM AND SPECIFICATIONS TO BE PROVIDED BY LANDSCAPE CONTRACTOR8.56. 070 Water Conservation Requirements. The following water conservation requirements shall apply to all persons: A. Landscaping. 1. Watering hours and duration. No lawn or landscaped area shall be irrigated or watered by anymeans between the hours of 9:00 a.m. and 6:00 p.m. on any day. Above-ground spray irrigation orwatering shall not exceed fifteen (15) minutes per irrigation station or area. This provision shall not applyto drip irrigation systems, use of a hand-held bucket or similar container, use of a hand-held hoseequipped with a positive action quick-release shutoff valve or nozzle, irrigation necessary to establishnewly planted low water usage plants, or water expended for limited periods of time necessary forirrigation system maintenance or leak repair. 2. Over-watering: No lawn or landscaped area shall be irrigated or watered to the point whereexcess water ponds, sprays or runs off the lawn or landscaped area onto any walkways, sidewalks,driveways, streets, alleys or storm drains. 3. Irrigation during rainfall: No lawn or landscaped area shall be irrigated or watered during rainfallor within 24 hours after measurable rainfall. 4. Landscape maintenance: All lawns and landscaping shall be regularly maintained to reducewater use by such methods as aerating, thatching and mulching. 5. Landscape irrigation system maintenance: Landscape irrigation systems shall be regularlyinspected, maintained and repaired to eliminate leaks, remove obstructions to water emission devicesand eliminate over spraying. B. Pools and spas. New pools and spas shall be equipped with a cover. Not later than July 1, 2012, allexisting pools and spas shall be constructed, installed or equipped with a cover. Pools and spas shall becovered overnight and daily when use is concluded. C. Water fountains and decorative water features. No person shall operate a fountain or otherdecorative water feature that does not recycle or re-circulate the water utilized by the device. D. Cleaning. No person shall use water to wash or clean any sidewalks, walkways, patios, driveways,alleys, parking or similar areas, whether paved or unpaved; however, use of water brooms or pressurewashers or similar low flow technology, or water recycling systems to clean these surfaces, is permitted.In no case shall such water run off the property or drain onto any walkways, sidewalks, streets, alleys orstorm drains. E. Car washing. No person shall use water to wash or clean any motorized or un-motorized vehicle,including, but not limited to, an automobile, truck, boat, van, bus, motorcycle, trailer or similar vehicle,except by use of a bucket or similar container or a hand-held hose equipped with a positive actionquick-release shutoff valve or nozzle. This subsection shall not apply to any commercial car washingfacility that uses a water recycling system to capture or reuse water. F. Waste and leaks. No person shall: 1. Cause, permit or allow water to leak from any exterior or interior pipe, hose or plumbing fixture. 2. Cause, permit or allow water to flow from any source on private or public property ontowalkways, sidewalks, streets, alleys or storm drains, except as a result of rainfall or pumping excessivegroundwater infiltration, such as by means of a sump pump. 3. The use of water for cleaning, washing and other uses shall be performed in an efficient mannerto reduce waste and total water use.8.60. 060 Standards for New Landscape.´1HZODQGVFDSHDVGHILQHGLQ6HFWLRQVKDOOEHGHVLJQHGDQGPDQDJHGWRXVHWKHminimum amount of water required to maintain plant health. New landscape shall comply with all ofthe requirements in Sections 492.6 through 492.15 of the Model Efficient Ordinance and the following,whichever is more restrictive, unless an exception is granted pursuant to Section 8.60.050(D). A. Plant material. 1. Plant species and landscape design shall be adapted to the climate, soils, topographicalconditions, and shall be able to withstand exposure to localized urban conditions such as pavementheat radiation, vehicle emissions and dust, and urban runoff. Water conserving plant and turf speciesshall be used. 2. Plant species or specifications shall comply with any official list of species, guidelines orregulations adopted by the City to the extent that such lists, guidelines or regulations do not conflictwith this Chapter 3. `Plants listed in the current Invasive Plant Inventory for the southwest region by the CaliforniaInvasive Plant Council or similar source acceptable the Community Development Director areprohibited, except for known non-fruiting, non-invasive, sterile varieties or cultivars. Plants known to besusceptible to disease or pests in this Climate Zone six (6) shall not be used. 4. The landscape area of projects proposing exclusively commercial or industrial uses shall bedesigned using exclusively water conserving plants. Single family residential, multi-family residential,mixed use and institutional use projects shall be designed with not more than twenty (20) percent ofthe total landscaped area in turf or high water use plants in the Water Use Classification for LandscapeSpecies (WUCOLS). Turf may be used as a bio-swale or bio-filter or for functional purposes such asactive recreational areas as determined by the Community Development Director. Public agenciesshall be exempt from this requirement. 5. Turf shall not be allowed on slopes greater than twenty (20) percent. Where the toe of the slopeis adjacent to an impermeable surface, alternatives to turf should be considered on slopes exceedingtwenty (20) percent, meaning one (1) foot of vertical elevation change for every five (5) feet ofhorizontal length. Approved turf areas may be watered at 1.0 of the reference evapotranspiration(ETo). 6 .Planted areas shall be covered with a minimum of two (2) inches of organic mulch, except inareas covered by groundcovers or within twenty-four (24) inches of the base of a tree, or where areduced application is indicated. Additional mulch material shall be added from time to time asnecessary to maintain the required depth of mulch. 7. Species and landscape design shall complement and to the extent feasible in compliance withthis Chapter be proportional to the surroundings and streetscape and incorporate deciduous trees toshade west and south exposures. Landscaping shall not interfere with safe sight distances for vehiculartraffic, the vision clearance in Section 17.46.060, height restrictions for hedges in 17.46.130, pedestrianor bicycle ways, or overhead utility lines or lighting. B. Water features, pools and spas. 1. Recirculating water systems shall be used for water features. Where available, recycled watershall be used as a source for decorative water features. 2. Pools and spas shall be equipped with a cover and covered overnight and daily when use isconcluded. C. Grading and runoff. Landscape design shall minimize soil erosion and runoff. 1. Grading plans shall avoid disruption of natural drainage patterns to the extent feasible. 2. Grading plans shall demonstrate that normal rainfall and irrigation will remain within theproperty lines and not drain onto impermeable surfaces, walkways, sidewalks, streets, alleys, gutters, orstorm drains. 3. Plans and construction shall protect against soil compaction within landscape areas. 4. Stormwater best management practices to minimize runoff, to increase on-site retention andinfiltration, and control pollutants shall be incorporated into project plans. Rain gardens, cisterns,swales, structural soil, permeable pavement, connected landscape areas, and other landscapefeatures and practices that increase onsite rainwater capture, storage and infiltration, emphasizingnatural approaches over technology-based approaches that require ongoing maintenance, shall beconsidered during project design. Plans and practices shall comply with Chapter 8.44. D. Irrigation systems. 1. An automatic irrigation system using either evapotranspiration or soil moisture sensor data, witha rain shut-off sensor, shall be installed. Drip irrigation emitters shall emit no more than two (2) gallonsper hour. 2. An average landscape irrigation efficiency of 0.71 shall be used for the purpose of determiningMaximum Applied Water Allowance. Irrigation systems shall be designed, maintained, and managedto meet or exceed this efficiency. Landscapes using recycled water are considered Special LandscapeAreas, where the ET Adjustment Factor shall not exceed 1.0. 3. The irrigation system shall be designed to prevent water waste resulting in runoff, overspray, orsimilar conditions where irrigation water ponds or flows onto non-irrigated areas, walkways, sidewalks,streets, alleys, gutters, storm drains, adjacent property, or similar untargeted areas. Runoff to otherpermeable or impermeable surfaces shall not be allowed. 4. Narrow or irregularly shaped areas, including turf less than eight (8) feet in width in any direction,shall be irrigated with subsurface irrigation or low volume above-ground irrigation system. 5. Overhead irrigation shall not be permitted within two (2) feet of any impermeable surface. Drip,drip line, or other low flow non-spray technology shall be used. 6. All sprinklers shall have matched precipitation rates within each valve and circuit. All irrigationsystems shall be designed to include optimum distribution uniformity, head to head spacing, andsetbacks from sidewalks, pavement and impermeable surfaces. 7. All irrigation systems shallprovide backflow prevention devices in accordance with the current edition of the CaliforniaBuilding/Plumbing Code and check valves at the low end of irrigation lines to prevent unwanteddraining of irrigation lines. Pressure regulators may be required if the pressure at the sprinkler headH[FHHGVWKHPDQXIDFWXUHU·VUHFRPPHQGHGRSWLPDORSHUDWLQJSUHVVXUH 8. Reclaimed water and graywater irrigation systems shall be used when reasonably feasible andshall conform to the current edition of the California Building/Plumbing Code, and all other applicablelocal, state and federal laws. E. Irrigation system hydrozones. 1. The irrigation system shall conform to the hydrozones of the landscape design plan. 2. Each hydrozone shall have plant materials with similar water use, with the exception ofhydrozones with plants of mixed water use where the plant factor of the higher water using plant isused for calculations. No hydrozone shall mix high and low water use plants. 3. Sprinkler heads and other emission devices shall be appropriate for the plant type within thathydrozone. Where feasible, trees shall be placed on separate valves from turf, shrubs andgroundcovers. 4. No landscape plan or restriction of any type, including those applicable to common interestdevelopments such as condominiums, shall prohibit or include conditions that have the effect ofprohibiting native or water conserving plants. F. Landscape and irrigation maintenance. 1. All landscape and related elements shall be designed and properly maintained to insurelong-term health and shall maintain conformance with the requirements of this Chapter. 2. Irrigation scheduling shall be regulated by automatic irrigation controllers. 3. Watering hours and duration shall be scheduled compliant with the requirements of Chapter8.56. 4. A regular maintenance schedule shall include, but not be limited to, routine inspection,adjustment and repair of the irrigation system, aerating and dethatching turf areas, replenishing mulch,fertilizing, pruning, weeding and removing any obstruction to emission devices. 5. Repair of all irrigation equipment shall be promptly undertaken, using the originally installedcomponents, or equivalent or enhanced components compatible with the irrigation system. 6. Landscape areas shall be permanently maintained and kept free of weeds, debris and litter;plant materials shall be maintained in a healthy growing condition and diseased or dead plantmaterials shall be replaced, in kind, pursuant to the approved plans within thirty (30) days. Alternatively,diseased or dead plant materials may be replaced with plant materials that have low water needs, asrated in the current edition of the Water Use Classification of Landscape Species. 7. The use, storage and disposal of all landscape and lawn care products shall comply with allPDQXIDFWXUHU·VVSHFLILFDWLRQVDQGDSSOLFDEOHODZVDQGPLQLPL]HWKHGLVFKDUJHRISROOXWDQWVWRWKHenvironment. G. Notwithstanding the requirements of this Section, landscape design and maintenance shalladditionally comply with the requirements of Chapters 8.44 and 8.56, Title 17 (Zoning), any otherapplicable provisions of this code, and the requirements of a development permit, whichever is morerestrictive.Water Permeable Surfaces:A4.106.4 Water permeable surfaces.¬¬¬¬8WLOL]HZDWHUSHUPHDEOHVXUIDFHVHJSHUPHDEOHSDYLQJRUODQGVFDSLQJRQQRWOHVVWKDQof the exterior surface areas (excluding building footprints) that are disturbed by the project.Subsurface infiltration alternatively may be used, designed to infiltrate the volume of runoffproduced by a 0.75 inch storm event. A maintenance agreement for infiltration or an annual fee forpostconstruction treatment control measures in lieu of infiltration may be required in an amountestablished by resolution of the City Council.¬¬¬¬'LUHFWUXQRIIIURPWKHUHPDLQGHURIDOOLPSHUPHDEOHVXUIDFHVRQWKHSURMHFWVLWHLQFOXGLQJURRIrunoff and downspouts from roofs, onto permeable areas or into a subsurface infiltration systemdesigned to infiltrate the volume of runoff produced by a 0.75 inch storm event. A maintenanceagreement for infiltration or an annual fee for postconstruction treatment control measures in lieu ofinfiltration may be required in an amount established by resolution of the City Council.Exception: Required accessible routes for persons with disabilities as required by California Code of5HJXODWLRQV7LWOH3DUW&KDSWHU$DQGRU&KDSWHU%DVDSSOLFDEOHµ973 sf1,071 sf9'-6"21'-11"3'-6"5'-0"10'-6"6'-0"4'-0"21'-0"28'-0"15'-6"26'-11"6'-7"3'-6"3'-0"3'-2"1'-4"8'-0"2'-6"11'-6"2'-4"6'-1"17'-0"7'-3"10'-8"20'-6"28'-0"20'-6"18'-0"3'-0"5'-1"5'-6"1'-6"4'-0"1'-2"3'-0"1'-4"8"3'-0"1'-4" 1'-6"3'-0"1'-4" 1'-2"3'-0"1'-4" 3'-2"1'-4" 2'-0"4'-0"2'-0"3'-2"1'-4" 7'-0"4'-2"1'-4"10'-0"7'-8"2'-4"5'-7" 5'-0"13" 8'-6"6"58 sf9 sf24 sf5 sf12 sf5 sf14 sf63 sf28 sf84 sf37 sf20 sf8 sf15 sf18 sf47 sf21 sf85 sf36 sf26 sf13 sf21 sf25 sf15 sf5 sf24 sf10 sf4 sf111 sf48 sf174 sf10 sf63 sf10 sf18 sf814 sf22 sf102 sf59 sf44 sf23 sf103 sf27 sf86 sf13 sf9 sf9 sf8 sf9 sf42 1TEMPERED SHOWER ENCLOSURE, GLASS TO BE PERMANENTLY LABELED AS SUCH.272" HIGH TILE SURROUND345UPPER CABINETRY WITH ADJUSTABLE SHELVES.678AUTO GARAGE DOOR OPENERSHELF & POLE AS REQUIRED16'-6" X 7'-0" WOOD SECTIONAL ROLL-UP GARAGE DOORS910111213TANKLESS WATER HEATERHANDRAIL, HEIGHT OF HANDRAIL TO BE BETWEEN 34"-38" ABOVENOSING LINE OF STAIRS. ALSO SEE FOOTNOTE #9 (SEE DETAIL?/A-?)BUILT-IN CABINETRY1. FACTORY-BUILT FIREPLACE HEARTHS, MANTLE AND CLEARANCES SHALLCONFORM WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS ANDCONDITIONS OF LISTING. (LABC 2008, 3102.1, 3102.5.1 & 2)2. WINDOWS IN ALL BEDROOMS MUST PROVIDE: MINIMUM 5.7 SQUARE FEET OFOPENABLE AREA, MINIMUM CLEAR WIDTHOF 20" MINIMUM CLEAR HEIGHT OF 24"AND HAVE A FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR.3. GAS-FIRED WATER HEATERS REQUIRE TWO 100 SQUARE INCHES NET AIROPENINGS EACH WITHIN 12" OF FLOOR AND CEILING AND MINIMUM 2' WIDEDOOR.4. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AS REQUIRED TO REDUCEADDITIONAL RUN OFF ONTO NEIGHBORING PROPERTIES AND REDUCE UNDERFLOOR INFILTRATION. (CBC 1506)5. RETURN AND SUPPLY DUCTS IN GARAGES THAT PENETRATE WALLS OR CEILINGBETWEEN GARAGE AND DWELLING SHALL BE 26 GA. STEEL MINIMUM OR SHALLHAVE LISTED FIRE AND SMOKE DAMPERSAND SHALL BE EITHER INTERNALLY OREXTERNALLY INSULATED WITH A MINIMUM OF R-4.2 INSULATION WITH NOOPENING INTO THE GARAGE PER SECTION R302.5.2 (LABC 2008, EXCEPTION 3)6. A FURNACE OR HOT WATER HEATER "B" VENT FLUE PASSING THROUGH WALLS ORCEILINGS SHALL NOT BE CLOSER THAN 1" TO COMBUSTIBLES INCLUDINGSHEETROCK AND SHALL BE INSTALLED WITH A METAL COLLAR AROUND THE FLUEAT THE POINT OF PASSAGE THROUGH WALL OR CLG. (CBC 710,2)7. SEAL ALL PENETRATIONS IN WALLS BETWEEN GARAGES AND DWELLING WITHNON-COMBUSTIBLE FIRE RATED MATERIAL. (CBC 709.6)8. ALL GLAZING WITHIN DOORS AND PANELS IN SHOWER AND TUB ENCLOSURESAND WINDOWS LESS THAN 60" ABOVE A STANDING SURFACE OR DRAIN INLETSHALL DISPLAY A SAFETY OR TEMPERED LABEL. (CBC 2406.2 & 4.5)9. STAIRWAY HANDRAIL HEIGHT SHALL BE 34" TO 38" MEASURED FROM THE STAIRNOSING: RAIL ENDS SHALL TERMINATE AT POSTS OF SAFETY TERMINALS. (CBC1003.3.3.6)10. GUARDRAILS 42" HIGH MIN. SHALL BE INSTALLED AT ANY DECK, PORCH, OROTHER ELEVATED AREA HIGHER THAN 30". PER CBC11. CERTIFICATES OF INSTALLATION (CF2R-ENV, CF2R-LTG AND CF2R-MECH) SHALLBE COMPLETED BY THE APPLICABLE CONTRACTORS INSTALLINGENERGY FEATURES. WHEN COMPLIANCE REQUIRES HERS FIELDVERIFICATION AND/OR TESTING, ALL CF2R FORMS SHALL BE SUBMITTEDELECTRONICALLY TO AN APPROVED HERS PROVIDER DATA REGISTRY. THE CF2R FORMS SHALL BE POSTED AT THE JOB SITE IN A CONSPICUOUS LOCATION.12. CERTIFICATE OF VERIFICATION (CF3R) SHALL BE COMPLETED, REGISTERED, ANDSIGNED/CERTIFIED BY THE HERS RATER. THE REGISTERED CF3R FORM SHALL BEMADE AVAILABLE TO THE BUILDING DEPARTMENT AND BUILDER.13. CONTRACTOR SHALL PROVIDE COPIES OF THE CA GUIDE TO HOME COMFORT &ENERGY SAVINGS, CF-1R, MF-1R & CF-6R & IC-1 FORMS TO THE BUILDINGOWNER.14. COMPARTMENT DIMENSIONS 12" WIDER THAN UNIT, 3" MIN. CLR. ON SIDES ANDBACK, 6" MIN. CLR. FROM FRONT TO COMBUSTION AIR INTAKE. [315.1 CMC].15. W/H: AREA OF COMBUSTION AIR OPENINGS 1 SQ. INCH PER 5,000 BTU. 1 SQ.INCH PER 1,000 BTU (100 MIN.) IN CONFINED SPACES. HALF OF OPENING AREAWITHIN 12" OF CEILING AND HALF 12" FROM FLOOR.16. COMBUSTION AIR FROM ATTIC THROUGH 26-GA. GALVANIZED STEEL SLEEVE TO6" ABOVE CEILING JOISTS WITHOUT A SCREEN. PROVIDE ADEQUATE OPENINGSTO ATTIC [704 CMC].17. COMBUSTION AIR DIRECTLY FROM OUTSIDE WITH 14" SCREEN [707 CMC]. ONESQUARE INCH PER 4,000 BTU AND ONE SQUARE INCH PER 2,000 FORHORIZONTAL DUCTS, NOT ALLOWED IN ANY BEDROOM, BATHROOM, ORCLOSET THAT OPENS INTO ONE OF THESE.18. COOKING EQUIPMENT MUST BE LISTED FOR RESIDENTIAL USE.19. A FACTORY BUILT FIREPLACE SHALL HAVE THE FOLLOWING:A) CLOSEABLE METAL OR GLASS DOORS COVERING THE ENTIRE OPENINGOF THE FIREBOX;B) A COMBUSTION AIR INTAKE TO DRAW AIR FROM THE OUTSIDE OF THEBUILDING DIRECTLY INTO THE FIREBOX, WHICH IS AT LEAST SIX SQUAREINCHES IN AREA AND IS EQUIPPED WITH A READILY ACCESSIBLE, OPERABLE,AND TIGHT-FITTING DAMPER OR COMBUSTION-AIR CONTROL DEVICE(EXCEPTION: AN OUTSIDE COMBUSTION-AIR INTAKE IS NOT REQUIRED IF THEFIREPLACE WILL BE INSTALLED OVER CONCRETE SLAB FLOORING AND THEFIREPLACE WILL NOT BE LOCATED ON AN EXTERIOR WALL.); AND C) A FLUE DAMPER WITH A READILY ACCESSIBLE CONTROL. (TITLE 24, PART 6,CHAPTER 7, SECTION 150 (E))20. INSTALL ENERGY STAR RATED APPLIANCES21. PENETRATIONS IN FIRE-RESISTANCE-RATED WALLS SHALL COMPLY WITH CRCR302.4. PENETRATIONS SHALL BE FIRE-STOPPED BY A SYSTEM INSTALLED ASTESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, AND SHALL HAVE AN FRATING OF NOT LESS THAN THE REQUIRED FIRE-RESISTANCE-RATING OF THE WALLPENETRATED. (CRC R302.4.1.2)22. JOINTS INSTALLED IN OR BETWEEN FIRE-RESISTANCE-RATED WALLS, FLOOR ORFLOOR CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALLBE PROTECTED AN APPROVED FIRE-RESISTANT JOINT SYSTEM WITH AFIRE-RESISTASNCE RATING NOT LESS THAN THAT OF THE ASSEMBLY IN WHICH IT ISINSTALLED. (CBC 714.1)23. FIREBLOCKING SHALL BE INSTALLED IN COMBUSTIBLE CONCEALED LOCATIONSIN ACCORDANCE WITH CRC R302.11 IN THE FOLLOWING LOCATIONS:A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDINGFURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, ASFOLLOWS: i. VERTICALLY AT THE CEILING AND FLOOR LEVELS. ii. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL STUD WALL ORPARTITION SPACES AND CONCEALED HORIZONTAL SPACES CREATED BY ANASSEMBLY OF FLOOR JOISTS, AND BETWEEN CONCEALED VERTICAL ANDHORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, COVECEILINGS AND SIMILAR LOCATIONS.C. WHERE ANNULAR SPACE PROTECTION IS PROVIDED IN ACCORDANCE WITHCRC R302.4 FIRE BLOCKING SHALL BE INSTALLED AT OPENINGS AROUND VENTS,PIPES, DUCTS, CHIMNEYS AND FIREPLACES WITH AN APPROVED MATERIAL TORESIST THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION.(CBC 717.2.5, R1003.19)24. WALL, AND CEILING SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS INCRC R302.9.FLOOR PLAN NOTES FLOOR PLAN KEYNOTESDECK DRAIN (SEE DETAIL ?/A-?)PROVIDE DRIP PAN/FLOOR DRAIN PER CPC SECTION 804.1PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-2ELEVATOR (DOOR TO BE SELF CLOSING W/SMOKE SEALS, 1-HRRATED) SHAFT WALLS TO BE 1-HR FIRE RATED. PROVIDE TYPE "X"GYPSUM BOARD ON ALL WALLS. (SEE DETAIL ?/A-?)OUTLINE OF FLOOR/ DECK ABOVEElev.107Bath1012 Car Garage100Bedroom103Foyer104Laundry102WDElev.104WDLaundry1022 Car Garage103Bath101Bedroom100107FoyerHallway198.73' FFE199.65' FFEScale: 1/4"=1'-0"First Floor Plan198.14' FFE@ DOOR198.87' FFE@ DOORStor.106Stor.105UPUP5TH STREETAA-5634519236517248Drop Off869115'-6"5'-0"5'-2"5'-3"38'-2"28'-0"21'-0"2'-11"4'-6"7'-0"6'-6"6'-0"12'-6"5'-6"3'-0"8'-6"20'-6"41'-6"28'-0"20'-6"45'-5"10'-8"14'-3"4'-10"5'-10"4'-1"7'-1"14'-9"3'-4"7'-10" 3'-5"16'-6"12" 20'-11" 1'-6" 6"ONE HOUR FIRE RESISTIVE MATERIALSARE TO BE USED ON ALL WALLS, CEILINGS,POSTS, AND BEAMS ADJACENT TO ORSUPPORTING THE DWELLING, 58" TYPE "X"GYPSUM BOARD @ GARAGE/STORAGE RM.(TYP.)STORAGE18'-6"4'-10"15'-2"20'-0"GARAGE FLOOR SHALL BE APPROVEDNON-COMBUSTIBLE MATERIAL AND SHALLSLOPE TO FACILITATE THE MOVEMENT OFLIQUIDS TO A DRAIN OR TOWARDS THEMAIN VEHICLE ENTRY DOORWAY PER CBCSECTION 406.1.3ENCLOSED USABLE SPACE UNDER STAIRSTO BE 1-HR FIRE RATED. PROVIDE 58" TYPE "X"GYPSUM BOARD ON ALL WALLS AND CLGS.10'-8"L X 2'-0"W X 9'-3"H = 193 C.F.STORAGE30" MIN.CLEAR30" MIN.CLEAR10'-0"5'-1"5'-0"5'-6"3'-6"(SETBACK)18'-1"2'-0"20'-0"11234556677888111121212131399ALL EXTERIOR WALLS TO BE 2X6TO ACCOMMODATE R-19 INSULATION131% MIN.SLOPE1% MIN.SLOPE1% MIN.SLOPE34'-4"7'-4"16 RISERS @ 7 1/8"14 TREADS @ 12"16 RISERS @ 7 1/8"14 TREADS @ 12".5"1.5"ENCLOSED USABLE SPACEUNDER STAIRS TO BE 1-HRFIRE RATED. PROVIDE 58"TYPE "X" GYPSUM BOARDON ALL WALLS AND CLGS.O/Hood Storage2'-0"Wx 9'-0"L x 3'-6"H= 63 C.F.123'-7"325'-11"20'-6"453'-10"4'-0"2'-1"41'-6"105198.65' FFE@ PIT5'-6" 3'-6"5'-0"202.12 PC2 0 0 . 5 6 P C199.32 PC201.6 PC 32'-10"2'-4"7'-0"3'-0"22'-8"10'-1"26'-5"716'-6"5'-4" 23'-4"6'-1"5'-6"197.73' FFE@ PIT4'-0"4'-0"9'-2"7'-2" 16'-4"8'-0" 24'-4"4'-6"6'-1" 5'-7" 1'-0"Elev.205Bedroom203MasterBedroom207Bedroom200Closet201MasterBath206Bathroom202MasterScale: 1/4"=1'-0"Second Floor PlanUPDNAA-6Elev.207Bedroom205MasterBedroom200Bedroom201Closet203MasterBathroom204MasterBath202Closet206His78910115678161514131161817124121416171519101223201812131419202 1 10111311221622211018152'-10"7'-0"2'-1"5'-2"16'-0"4'-0"7'-2"3'-5"10'-0"3'-5"16'-10"24'-0"4'-6"48'-6"13'-0"56'-6"46'-2"10'-4"2'-6"8'-0"4'-6"12'-6"5'-4"5'-0"7'-6"6'-0"4'-0"4'-0"6'-2"5'-8"11'-10"2'-6"10'-8"5'-6"5'-2"3'-9"4'-1"7'-10"2'-10"2'-6"5'-4"2'-1"6'-3"8'-4"46'-6"2'-0"15'-6"51'-0"5'-0"13'-0"2'-6"8'-6"12'-4"14'-8"6'-6"6'-6"8'-10"3'-6"2'-6"9'-6"2'-8"6'-7"6'-1"2'-10"2'-6"3'-10"4'-0"12'-9"5'-4"7'-10" 8'-7" 12'-1"14'-10" 7'-4"7'-6" 6'-11"7'-2"7'-2" 13'-1"14'-3" 19'-5" 9'-8"9'-8" 7'-6" 12"Bath2095TH STREET30" MIN.CLEAR30" MIN.CLEARDeck203DeckHallway20817UPDN5'-6"3'-6"(SETBACK)5'-1"5'-0"7'-1"7'-0"4'-6"3'-6"1111222212455551010555588999SOAKER TUBSOAKER TUB .5".5"16 RISERS @ 7 1/8"14 TREADS @ 12"16 RISERS @ 7 1/8"14 TREADS @ 12"6"25'-11"13'-6"3'-6" 4'-0" (MIN. 3'-6" SETBACK) 4'-6"3'-6" 3'-6" (SETBACK) 26'-11"92'-9"2'-5"7'-0"5'-6"5'-2"1'-6"3'-0"2'-4"1'-9"3'-10"4 5/8"7"6"3'-0"UNIT AUNIT B22'-6"5'-6"6'-3" 30" MIN CLEAR 30" MIN CLEAR 30" MIN CLEAR 5'-0"7'-0"4'-10"3'-6"4'-0"14'-9"2'-6"6'-4"1'-4"20'-0"4'-0"3'-10"3'-4"6'-3"8'-6"11'-0"3'-10"5'-2"4'-4"5'-5"2'-2"4'-0"2'-2"9'-3"14'-8"8'-6"5'-4"7'-0"1'-8"10"13'-0"5'-2"4'-6"2'-6"3'-8"4'-8"3'-2"4'-0"8'-10"7'-6"2'-6"5'-0"4'-4"3'-6"3'-8"9'-5" 5'-0"4'-4"2'-1"4'-0"3'-8"7'-9" 3'-6"4'-0"7'-11"11'-5" 6"8'-8"1'-10"3'-8"6'-8"2'-6"13'-6"9'-4"5'-4"5'-0"TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 23601/4:12SLO P E 1 / 4 : 1 2SLOPE1010Hallway10614SCUPPERS W/OVERFLOWS (SEE DETAILS ?/A-? & ?/A-?)14143'-10"4'-0"15BAY WINDOW, NO FLOOR AREA ALLOWED1516DRYER VENT TO OUTSIDE17TILE FINISH OVER DEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMP203.50' FFE@ ENTRY204.42' FFE@ ENTRY66 SF96 SF9'-0"Hallway204OVER-THE-HOOD STORAGE SHALL HAVE A MIN. CLEAROF 48" FROM FFE17TRASH2'-6"2'-6"2'-6"10'-5"2'-6"TRASH2'-6"2'-6"2'-6"7'-4" X 3'-10"X 9'-0"= 253 C.F.Shared Guest Parking(For Both Units A & BOn 959 5TH Street)5'-0"(SETBACK)10'-0"SETBACK4'-6" (MIN. 3'-6" SETBACK)5'-0"(MIN. 3'-0"SETBACK)17'-7"18181842" MAX WALL/GUARDRAIL HEIGHT, PER HBMC "OPEN STAIRWAY"2'-0"10'-0"SETBACK3'-0"7'-0"202.12 PC200.56 PC199.32 PC201.6 PC 43 25.GARAGE DOOR SPRINGS:xSPRING SHALL BE FABRICATED FROM EITHER HARD-DRAWN SPRING WIRE (PER ASTM A227-21) OROIL-TEMPERED WIRE (PER ASTM A229-71).xMINIMUM DESIGN STANDARD SHALL BE 9,000 CYCLES.xPHYSICAL CYCLING TESTS SHALL BE PERFORMED AND CERTIFIED BY AN APPROVED TESTING AGENCY.xEACH SPRING SHALL BE EQUIPPED WITH AN APPROVED DEVICE CAPABLE OF RESTRAINING THESPRING OR ANY PART THEREOF IN THE EVENT IT BREAKS. CONTAINMENT DEVICE SHALL BE TESTEDAND CERTIFIED BY AN APPROVED TESTING AGENCY.26.STAIR TREADS AND RISERS SHALL BE DETAILED AS FOLLOWS:xTHE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR TREAD DEPTH SHALL NOTEXCEED 0.375" IN ANY FLIGHT OF STAIR. (CRC R3.117.4.3)xTHE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD OR BEVELING OF NOSING SHALLNOT EXCEED 0.5" (CRC R311.7.4.3)xRISERS SHALL BE VERTICAL OR SLOPED A MAX. 30 DEGREES FROM THE VERTICAL. (CRC R311.7.4.3)xLEADING EDGE OF TREAD SHALL NOT PROJECT MORE THAN 1.25" BEYOND TREAD BELOW. (CRCR311.7.4.3)xOPENING BETWEEN TREADS SHALL NOT PERMIT THE PASSAGE OF A 4" DIAMETER SPHERE. (CRCR311.7.4.3)27. THE WALKING SURFACE OF TREADS AND LANDINGS SHALL NOT BE SLOPED STEEPER THAN 2% (1:48)IN ANY DIRECTION. (CRC R311.7.6)28. CEMENT, FIBER-CEMENT OR GLASS MAT GYPSUM BACKERS IN COMPLIANCE WITH ASTM C1178,C1288 OR C1325 SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL ANDCEILING PANELS IN SHOWER AREAS. WATER-RESISTANCE GYPSUM BACKING BOARD SHALL BE USED AS ABASE FOR TILE IN WATER CLOSET COMPARTMENT WALLS WHEN INSTALLED IN ACCORDANCE WITHGA-216 OR ASTM C840. REGULAR GYPSUM WALLBOARD IS PERMITTED UNDER TILE OR WALL PANELS INOTHER WALL AND CEILING AREAS WHEN INSTALLED IN ACCORDANCE WITH GA-216 OR ASTM C840.WATER-RESISTANT GYPSUM BOARD SHALL NOT BE USED IN THE FOLLOWING LOCATIONS: (CRC R702.3.8)A- VAPOR RETARDERB- ON CEILINGS WHERE FRAME SPACING EXCEEDS 12" O.C. FOR 12" THICK AND MORE THAN 16" O.C.FOR 58" THICK.29. BATHING ROOM FLOORS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE SUCH ASPORTLAND CEMENT, CERAMIC TILE OR OTHER APPROVED MATERIALS. (CRC R307.2)30. SHOWER COMPARTMENTS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS SHALL BEFINISHED WITH A SMOOTH AND NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6' ABOVE THEFLOOR. USE OF WATER-RESISTANT GYPSUM BACKING BOARD SHALL BE PER CBC 2509.231. BUILT-IN TUBS WITH SHOWERS SHALL HAVE WATERPROOF JOINTS BETWEEN THE TUB AND ADJACENTWALL. (CBC 1210.4)32.ATTIC ACCESS, SERVICE SPACE (C.M.C 304, CRC R807) & VENTILATION:x30X22X30 INCH HIGH MINIMUM UNOBSTRUCTED ACCESS, BUT NOT LESS THAN THE LARGESTEQUIPMENT SIZE.x30X30 INCH MINIMUM UNOBSTRUCTED PASSAGE TO REMOVE EQUIPMENT, BUT NOT LESS THAN THELARGEST EQUIPMENT & MAXIMUM 20' DISTANCE FROM ACCESS TO UNIT.x30X30 INCH DEEP LEVEL SERVICE SPACE LOCATED AT THE EQUIPMENT SERVICE SIDE.xPROVIDE ADDITIONAL COMBUSTION AIR IN ATTIC SPACE WHERE FAU IS LOCATED AS REQUIRED PERC.M.C. CHAPTER 7 OR NOTE SPECIAL COMBUSTION AIR VENTING PER MANUFACTURES DESIGN(VERIFY AVAILABILITY FROM MANUFACTURE).xFAU ACCESS FLOORING SHALL PROVIDE A MINIMUM 24 WIDE SOLID SURFACE TO & A LEVEL 30"X30"SURFACE IN FRONT OF SERVICExSIDE.xMECHANICAL EQUIPMENT AREA SHALL HAVE REQUIRED SWITCHING & LIGHTING.PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-3Scale: 1/4"=1'-0"Roof PlanRoof DeckRoof DeckOPEN TOBELOWOPEN TOBELOWPC#1: 231.39' MAXACTUAL: 231.39'CP#3: 230.47' MAXACTUAL: 230.47'ACTUAL: 230.47'CP#5: 230.10' MAXACTUAL: 228.91'CP#6: 230.87' MAXACTUAL: 229.83'ACTUAL: 226.93'ACTUAL: 227.83'202.12' PC201.60' PC200.56' PC199.32' PC130.00' P/L34.90' P/L FLOOR PLAN NOTES FLOOR PLAN KEYNOTESUPPER CABINETRY WITH ADJUSTABLE SHELVES.REF/FREEZER: PROVIDE PURIFIED COLD WATER SUPPLY LINE TOICEMAKER W/RECESSED SHUTOFF VALVEBUILT-IN PANTRY SHELVES & SPICE RACKSRANGE HOOD (100 CU. FT. PER MIN. MINIMUM)123456789101112131415HANDRAIL, HEIGHT OF HANDRAIL TO BE BETWEEN 34"-38" ABOVENOSING LINE OF STAIRS. ALSO SEE FOOTNOTE #9 (SEE DETAIL ?/A-??)BUILT-IN CABINETRYGUARDRAIL TO BE 42" HIGH, INTERMEDIATE RAILS SHALL BE63$&('68&+7+$7$63+(5(0$<1273$667+528*+(SEE DETAIL ?/??)DECK DRAIN (SEE DETAIL ?/A-??)SCUPPER W/OVERLOW (SEE DETAILS ?/A-??)ANTI-SIPHON HOSE BIBELEVATOR (DOOR TO BE SELF CLOSING W/SMOKE SEALS, 1-HRRATED) SHAFT WALLS TO BE 1-HR FIRE RATED. PROVIDE TYPE "X"GYPSUM BOARD ON ALL WALLS. (SEE DETAIL ?/A-??)42" PONY WALLOUTLINE OF ROOF OPENINGElev.303Pdwr305Dining306Kitchen301Family Room302Pantry300Elev.306Pwdr.304300Kitchen301DiningFamily Room302Scale: 1/4"=1'-0"Third Floor PlanDNUPDNUP5TH STREETAA-321242318242423272524252713142226222320192515161'-11"3'-5"5'-4"4'-11"5'-1"10'-0"9'-0"19'-0"3'-8"5'-0"15'-6"20'-6"39'-6"13'-6"7'-5"6'-11"3'-10"3'-4"5'-0"2'-9"3'-11"5'-4"45'-8"10'-3"8'-8"14'-4"17'-8"4'-0"3'-7"7'-7"6'-0"3'-7"4'-1"7'-7"21'-2"11'-3"23'-6"55'-11"3'-2"9'-8"4'-10"5'-10"17'-8"13'-6"8'-0"48'-6"40'-6"6'-0"6'-0"28'-6"3'-3"2'-9"2'-9"7'-9"16'-3"1'-9"1'-9"16'-8"7'-6"18'-5"7'-0"11'-6"9'-4" 5'-6" 12'-6"1'-7" 15'-6" 5'-2"5'-2" 9'-8" 7'-6"19'-5"5'-0"5'-6"(MIN. 3'-6"SETBACK)3'-6"(SETBACK)5'-1"7'-1"4'-6" (MIN. 3'-6" SETBACK) 3'-6" (SETBACK) 30" MIN.CLEAR 30" MIN. CLEAR BarDeckDeckDWTCDWTCREF REF 210 SF OF OPEN SPACE(SHOWN HATCHED)50 % COVERED15244411215888881212913131010515 RISERS @ 7 1/4"13 TREADS @ 10"ENCLOSED USABLE SPACE UNDERSTAIRS TO BE 1-HR FIRE RATED.PROVIDE 58" TYPE "X" GYPSUMBOARD ON ALL WALLS AND CLGS..5".5".5".5"15 RISERS @ 7 1/4"13 TREADS @ 10"6" 6"21261'-7"2'-1"1'-8"1'-6"1'-11"1'-5"ALL EXTERIOR WALLS TO BE 2X6TO ACCOMMODATE R-19 INSULATIONUNIT AUNIT B25'-11" 20'-11" 26'-5" 9'-8"130.00' P/L34.90' P/LDN Future SpaFuture SpaLocationLocationDN1/4:12SLOPE71/4:12SLOPE71/4:12SLOPE71 / 4 : 1 2 SLO P E 7TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360ROOF DRAINS (SEE DETAIL ?/??)1/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE141/4:12SLOPE148'-0"8'-0"8'-0"8'-0"2619202'-5"3'-1"3'-11"7'-0"5'-2"26'-11" 10'-5" 25'-11"1'-0"4'-6" (MIN. 3'-6" SETBACK) 6"4'-6" 5'-0"3'-6" 3'-6" (SETBACK)TEMPTEMPTEMP18'-5"1'-0"4'-1"3'-5"2'-6"18'-5"7'-6"25'-11"5'-2"6'-0"4'-10"3'-4"12'-6"10'-7"3'-8"1'-8"18'-2"5'-2"7'-0"3'-4"5'-0"3'-8"5'-4"10'-0"12"3'-5"1'-7"2'-6"18'-5"2'-6"1/4:12SLOPE75'-8"9'-10"10'-5"12" 18'-5"3'-6"4'-0"12" 4'-0"12"15'-11"3'-6"2'-6"6"3'-8"10'-8"5'-4"3'-6"4'-10"4'-10"11'-10"5'-2"1'-8"6"314 SF210 SF308 SF1'-5"Bar303Hall305173'-6"4'-0"TEMPHall304217 SF7'-1"17'-4"38'-0"39'-6"59'-4"75'-6"109'-0"4'-0" 4'-6" 5'-0" 8'-11" 9'-6" 12'-0"OUTLINE OF ROOF151585'-6"15'-7"15FLAT ROOFAREA IFLAT ROOFAREA IFLAT ROOFAREA IIFLAT ROOFAREA II5'-0"(MIN. 3'-0"SETBACK)5'-0"(MIN. 3'-6"SETBACK) 5'-6" (MIN. 3'-6" SETBACK) 2'-6" 4'-0"1'-6" 12"3'-6"(SETBACK) 3'-6" (SETBACK)2'-0"12" 12"12"2'-6"2'-6"2'-6"1'-6"DIRECT VENT (SEE DETAIL 2/A-8)DECKBELOW18'-11"5'-0"7'-4"15'-11"5'-0"(SETBACK)1'-6"1'-0" 2'-6"2'-6"2'-6"1'-6"2'-0"2'-0"2'-0"2'-0"25'-8"90'-6"28'-11"CP#10: 230.68' MAXACTUAL: 230.68'ECHELON SERIES F.P.,MODEL#ECHEL48INMANUF: MAJESTIC F.P.ANSI Z21.88-2014 /CSA 2.33-2014 STANDARDSUL307B(SEE DETAIL 2/A-8)ECHELON SERIES F.P.,MODEL#ECHEL48INMANUF: MAJESTIC F.P.ANSI Z21.88-2014 /CSA 2.33-2014 STANDARDSUL307B(SEE DETAIL 2/A-8)7'-0"7'-0"1'-7"5'-6"(OPEN TO SKY)(OPEN TO SKY)4CP#9: 231.52' MAXACTUAL: 231.52'DIRECT VENT (SEE DETAIL 2/A-8)10'-0"SETBACK7'-0"1'-6"5'-9"7'-0"10'-0"SETBACK7'-0"1'-6"1'-6"(100 SF OPEN SPACE)(100 SF OPEN SPACE)CP#2: 230.77' MAXCP#4: 229.86' MAXACTUAL: 228.91'CP#7: 229.77' MAXCP#8: 230.93' MAX167 SF OF OPEN SPACE,50% COVERED(SHOWN HATCHED)50 SF OF OPEN SPACE,0% COVERED(SHOWN HATCHED)202.12 PC2 0 0 . 5 6 P C199.32 PC201.6 PC44 PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-4UNIT AUNIT BPC#3: 230.47' MAXACTUAL: 230.47'PC#1: 231.39' MAXACTUAL: 231.39'9'-1" 10'-1" 9'-3"Scale: 1/4"=1'-0"West ElevationPLPLPC#4: 229.86' MAXACTUAL: 229.83'PC#6: 230.87' MAXACTUAL: 228.91'8'-1" 8'-1" 8'-6"9'-1"8'-1"1North ElevationScale: 1/4"=1'-0"2ELEVATION KEYNOTES:45UNIT APARAPETS, SATELLITE ANTENNAE, RAILS,SKYLIGHTS, ROOF EQUIPMENT MUST BEWITHIN THE HEIGHT LIMIT.L1P3GUARDRAILS TO BE 42" HIGH MIN.HANDRAILS TO BE 34"-38" HIGH. NEITHERSHALL HAVE OPENING LARGER THAN3 1516".ELEVATION NOTES:GLASS ON ALL SWINGING DOORS:GLAZING WITHIN 18" OF THE ADJACENTFLOOR WALKING SURFACE SHALL BEFULLY TEMPERED.PL217.83' F.F.E.208.28' F.F.E.198.14' @Garage Lip23200.58200.44200.11199.99199.96201.60 PC199.64199.17199.36199.32 PC200.58198.87' @ Garage Lip198.14' @ Garage LipPC#7: 229.77' MAXACTUAL: 226.93'PC#5: 230.10' MAXACTUAL: 228.91'PC#8: 230.93' MAXACTUAL: 227.83'11114221114114133226.96' F.F.E.3'-6"230.47' @ TOP@ DECKOF PARAPET10'-1"PC#2: 230.77' MAXACTUAL: 230.47'4'-0" MAX 8'-1"8'-6"8'-6"217.83' F.F.E.208.28' F.F.E.198.74' F.F.E.8'-1"8'-6"8'-6"Scale: 1/4"=1'-0"South ElevationPLACTUAL: 230.47'PC#4: 229.86' MAXACTUAL: 228.91'PC#3: 230.47' MAXExisting grade @ public right of wayExisting/Proposed grade @ property linePL217.83' F.F.E.208.28' F.F.E.198.74' F.F.E.UNIT A2113200.56 PC199.32 PC2 0 0 . 0 3 TX 20 0 . 3 7 T X 4200.904'-0"(MIN. 3'-6"SETBACK)3'-6"(SETBACK)5'-7"11'-2"(SHARED DRIVEWAY)5'-7"(EASEMENT)9593'-6"8'-1"8'-6"209.20' F.F.E.218.75' F.F.E.199.65' F.F.E.227.89' F.F.E.8'-6"231.39' @ TOPOF PARAPET5'-7"11'-2"(SHARED DRIVEWAY)5'-7"(EASEMENT)13'-0"28'-0"3" 1'-4" TYP. 10'-1"10'-1"7'-0"7'-0" 11'-9"PC#7: 229.77' MAXACTUAL: 226.93'PC#5: 230.10' MAXACTUAL: 228.91'4'-6" 6'-0" 6'-0" 6'-0"HEIGHT OF RETAINING WALLNEW 6' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)3'-6"5'-0"(SETBACK,3' @ 2ND FLR)4'-6"(MIN. 3'-6"SETBACK)PC#10: 230.68' MAXACTUAL: 230.68'PC#10: 230.68' MAXACTUAL: 230.68'1BA-71BA-71AA-71AA-71BA-71AA-71AA-71AA-71AA-7NEW 42"' HIGH WOOD FENCE AS MEASUREDFROM LOWEST ADJACENT GRADE.(MAX 42" HIGH FENCE WITHIN 5' FRONT SETBACK)55554A-74A-74A-752A-72A-754A-71AA-7GREY JAMESHARDIE ARTISANLAP SIDINGWHITE/GREY SMOOTH STUCCOFINISH (SEE DETAIL 1A/B CALLOUT)42" HIGH GLASS GUARDRAILGERMAN SMEARED BRICK VENEERMETAL CLAD OVERHANGW/BRONZE FINISH7'-0"45 PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-512ELEVATION KEYNOTES:13GUARDRAILS TO BE 42" HIGH MIN.HANDRAILS TO BE 34"-38" HIGH. NEITHERSHALL HAVE OPENING LARGER THAN3 1516".245PARAPETS, SATELLITE ANTENNAE, RAILS,SKYLIGHTS, ROOF EQUIPMENT MUST BEWITHIN THE HEIGHT LIMIT.ELEVATION NOTES:GLASS ON ALL SWINGING DOORS:GLAZING WITHIN 18" OF THE ADJACENTFLOOR WALKING SURFACE SHALL BEFULLY TEMPERED.33'-6"8'-1"8'-6"8'-6"UNIT AUNIT BScale: 1/4"=1'-0"East ElevationPLPL10'-1" 10'-1"Scale: 1/4"=1'-0"North ElevationUNIT BPLPL8'-1"8'-6"9'-3"LPPLSouth ElevationScale: 1/4"=1'-0"UNIT B218.75' F.F.E.198.87' @209.20' F.F.E.Garage Lip202.132 02 . 1 2 PC200.58201.6 PC 2 0 0 .58201.60202.30202.12 PC201.88201.40201.09200.84200.56 PC10'-1"209.20' F.F.E.218.75' F.F.E.199.65' F.F.E.227.89' F.F.E.333222111111111111444412'-0" 7'-6"198.14' @ Garage Lip198.87' @ Garage Lip8'-6"8'-6"8'-1"217.83' F.F.E.208.28' F.F.E.226.96' F.F.E.3'-6"230.47' @ TOP@ DECKOF PARAPET198.74' F.F.E.226.96' F.F.E. @ DECK231.39' @ TOPOF PARAPET5'-0"(SETBACK,3' @ 2ND FLR)10'-0"7'-0"28'-0"13'-0"3'-6"8'-1"8'-6"209.20' F.F.E.218.75' F.F.E.199.65' F.F.E.227.89' F.F.E.8'-6"231.39' @ TOPOF PARAPETPC#8: 230.93' MAXACTUAL: 227.83'ACTUAL: 229.83'PC#6: 230.87' MAXPC#1: 231.39' MAXACTUAL: 231.39'PC#1: 231.39' MAXACTUAL: 231.39'PC#8: 230.93' MAXACTUAL: 227.83'2'-6"3'-6"12"4'-6"(MIN. 3'-6"SETBACK)3'-6"8'-1"8'-6"209.20' F.F.E.218.75' F.F.E.227.89' F.F.E.231.39' @ TOPOF PARAPET6'-6"1NEW 6' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)4'-6" 6'-0"6'-0"NEW 5' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)HEIGHT OF RETAINING WALL5'-6"(MIN. 3'-6" SETBACK)3'-6"(SETBACK)3'-6"(SETBACK)PC#10: 230.68' MAXACTUAL: 230.68'PC#9: 231.52' MAXACTUAL: 231.52'1BA-71AA-71AA-71AA-71AA-71AA-71AA-71AA-71AA-7GREY JAMESHARDIE ARTISANLAP SIDINGWHITE/GREY SMOOTH STUCCOFINISH (SEE DETAIL 1A/B CALLOUT)42" HIGH GLASS GUARDRAILGERMAN SMEARED BRICK VENEERMETAL CLAD OVERHANGW/BRONZE FINISH4A-74A-74A-74A-77'-0"46 PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017A-6PL2 Car Garage104Laundry103Bedroom101Bedroom202Bedroom206MasterHall207Kitchen304Family Room305PLBedroom101Laundry1032 Car Garage104Bath201Bedroom206Master301KitchenFamily Room303302DiningRoof Deck400Roof Deck28'-0"7'-0"14'-0"7'-0"5'-0"3'-6"8'-1"8'-6"8'-6" 10'-1"8'-6"8'-6" 10'-1"10'-0"217.83' F.F.E.208.28' F.F.E.198.73' F.F.E.218.75' F.F.E.209.20' F.F.E.199.65' F.F.E.227.89' F.F.E.3'-6"8'-1"Scale: 1/4"=1'-0"Section AUnit BUnit A7'-0"7'-0"47 123NTS NTS NTS45NTS7NTS Exterior Stucco 6NTS Wood Siding DetailPLYWOOD SHEARWALL (WHERE OCCURS)R-13 BATT INSULATIONMORTAR BED OVER METAL LATHTYVEK STUCCOWRAP*PORTLAND CEMENT PLASTER (STUCCO)5/8" TYPE "X" GYPSUM BOARDPLYWOOD SHEARWALL (WHERE OCCURS)R-13 BATT INSULATIONWEATHER BARRIERJAMES HARDIE ARTISAN FIBER CEMENT BOARDMIN. 11 4" OVERLAP NTS8NTS9NTS Scupper w/Overflow Detail 3"X4"X6" 24 GA. GALVANIZEDG.I. OVERFLOW SCUPPER, (2) @EACH LOCATION2" MIN.CAULKING2X JOISTS PER PLAN4"X2"X6" 24 GA.GALVANIZED G.I. SCUPPERCAULKING2X JOISTS PER PLANDECK SHEATHINGScupper DetailDECK SHEATHINGDECK JOIST PER PLAN2-2X NAILING PIN*$/9$1,=('&$67,5213,3(SLOPESLOPEWATERPROOFSURFACE (SEE PLAN)NOTE:1-CONTRACTOR SHALL TEST & INSPECT ALL DECK DRAINS TO VERIFY THATNO CLOGGING OF THE DRAINGE SYSTEM IS PRESENT.2-OVERFLOW SHALL BE DISPENSED USING OVERFLOW DRAIN (SEE PLANSFOR OVERFLOW LOCATIONS)CAULKINGDeck Drain PLYWOOD SHEARWALL (WHERE OCCURS)R-19 BATT INSULATIONMORTAR BED OVER METAL LATHPROVIDE CORROSION RESISTANT ANCHORTIE WHERE REQUIREDSTONE VENEER ADHERED PER CBCSECTION 1403TYVEK HOMEWRAPStone Veneer Detail EACH DRAIN MUST DRAIN TO OUTSIDE ROOF SHEATHINGRAFTERS PER PLAN2-2X ADJACENT OVERFLOW2" MIN.SLOPE522)'5$,1:NAILING PINSLOPE*$/9$1,=('SEPARATELYCAST IRON PIPERoof Drain 5/8" TYPE "X" GYPSUM BOARD2X STUD WALL1-HR Elevator Shaft Walls PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3959 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-010SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-13-2017CC: 03-21-2017CC: 03-24-2017**HEIGHT OF HANDRAIL TO BE BETWEEN34"-38" ABOVE NOSING LINE OF STAIR**34"-38"1 12" min.FACE OF WALL1 12"min.1 14"-2"4 12" maxFOR NON-ROUND HANDRAILS,DISTANCE MAYBE REDUCED 1 /8"PER EACH 12" ABOVE 4 IN.PERIMETER DIMENSION.Handrail PORTLAND CEMENT PLASTER (STUCCO)FINE SAND MIX, SMOOTH STEEL TROWELLFINISH OVER BROWN COAT.FINISH/COLOR: WHITELA HABRA STUCCO / (SEE OWNER)APORTLAND CEMENT PLASTER (STUCCO)WOOD FLOAT MEDIUM TEXTURE FINISHOVER BROWN COAT.FINISH/COLOR: GRAYLA HABRA STUCCO / (SEE OWNER)B48 49 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0237 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 CON 16-17, PDP 16-19, VTPM #74237--Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map No.74237 for a two-unit condominium project at 961 5th Street, and determination that the project is categorically exempt from California Environmental Quality Act. Applicant:SBL Development, LLC C/O Isaac Laufer 11941 Prairie Ave Hawthorne, CA 90250 Recommended Action: Adopt the attached resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map #74237 for a two-unit detached condominium project with access from a common driveway along the west side of the lot subject to conditions and determine the project is Categorically Exempt from the California Environmental Quality Act (CEQA). Background: GENERAL PLAN:Medium Density Residential ZONING:Limited Multiple Family Residential (R-2B) LOT SIZE:4,537 square feet PROPOSED SQUARE FOOTAGE:Unit A: 2,842 square feet Unit B: 2,436 square feet PARKING REQUIRED:4 Standard/1 Guest PARKING PROVIDED:4 Standard/1 Shared Guest ENVIRONMENTAL DETERMINATION:Categorically Exempt, CEQA Section 15303(b) The applicant proposes to demolish a duplex and construct two detached condominium units on a 4,537 square foot lot at 961 5th Street, located east of Pacific Coast Highway and on the north side of 5th Street. This project is proposed to be developed concurrently with a similar two-unit detached residential condominium project located at 959 5th Street, which is located west of the subject property. Both two-unit residential condominium projects are located in the R-2B (Limited Multiple City of Hermosa Beach Printed on 2/20/2024Page 1 of 5 powered by Legistar™50 Staff Report REPORT 17-0237 Family Residential) and both lots are limited to two-family dwelling units per lot pursuant to Section 17.14.010 (B). Therefore, both projects are to be developed separately rather than merging the two lots as the R-2B zone limits a lot to a maximum of two units. Each unit includes a two-car garage accessed from a common driveway which runs along the west property line and also provides vehicular access to the condominium project to the west. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. The lot is 39.90 feet wide with one on-street parking space. By using a common driveway, it enables the project to reduce the number of curb cuts from two to one resulting in one additional on-street parking space and more parkway landscaping. Unit A’s first floor contains one bedroom and bathroom, laundry area, storage area and a two-car garage; second floor contains three bedrooms, two bathrooms; and third floor contains one terrace area, living and dining area, and a kitchen. Unit B’s first floor contains one bedroom and bathroom, laundry area, storage area and a two-car garage; second floor contains three bedrooms and three bathrooms; and third floor contains living and dining area, kitchen, and one terrace area. Both Unit A and Unit B have a roof deck. Both units have a contemporary architectural style and are designed to be complementary with the adjacent two-unit condominium project located to the west with similar gray and white smooth stucco finish and metal clad overhang with a bronze finish. The designer has incorporated varying architectural treatments consisting of gray vertical James Hardie artisan lap siding, metal guardrail, and stone veneer to enhance the appearance from the surrounding neighborhood. Analysis: A proposal to construct a condominium project requires findings for consideration of a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map pursuant to Government Code Section 66474 and as set forth in Municipal Code Sections 16.08.060, 17.40.020 and 17.58.030. Basic Zoning Standards: The project complies with the requirements of the Zoning Ordinance, including the R-2B zone and design standards for condominiums in Section 17.22. City of Hermosa Beach Printed on 2/20/2024Page 2 of 5 powered by Legistar™51 Staff Report REPORT 17-0237 Covenants, Conditions and Restrictions (CC&R’s) have been submitted and will be reviewed for compliance with applicable sections of the zoning ordinance. Access and Parking: Access to parking for each unit is provided from a common driveway from 5th Street which runs along the west side of the lot leading to both two-car garages. One guest space, to be shared between both units, is located toward the rear of the property adjacent to the Unit B garage. Pursuant to Section 17.44.120 (C), a common driveway may provide driveway access with easements on adjoining properties. The applicant proposes a driveway width of 12 feet and 2 inches that narrows slight to 10 feet and 2 inches. Staff has added Condition of Approval #28 stating, “Reciprocal driveway and access easement agreements shall be recorded on the property, in a form and to the satisfaction of the Community Development Director and the City Attorney. The easement agreements shall be submitted to the City for approval and recorded prior to issuance of the building permit. The easement agreements shall include a provision stating that the easements cannot be released without written approval from the City.” City of Hermosa Beach Printed on 2/20/2024Page 3 of 5 powered by Legistar™52 Staff Report REPORT 17-0237 Landscape and Green Measures: All plants must be water conserving as required in Hermosa Beach Water Conservation and Drought Management Ordinances. The landscape plan includes a mixture of drought tolerant plants to include Knifeleaf Acacia, Island Snapdragon, and Shrub Daisy. The proposal is to plant one 24-inch box Knifeleaf Acacia at the southwest corner of the lot. In addition, an automatic irrigation system is proposed for the landscaped areas. The Public Works Department has reviewed the proposed improvements within the public right-of- way, which includes mixture of landscape and hardscape improvements. The project complies with Section 8.44 Hermosa Beach Stormwater and Urban Runoff Pollution Control Regulations. Additionally, the project is required to meet Title 24 standards, 65% of demolition debris must be recycled, and cement used in foundation mix design must be reduced by not less than 20%, among other requirements. Hermosa Beach’s Electrical Code (Section 15.32) requires installation of conduit sized to accommodate solar energy and solar thermal systems. Compatibility with surrounding area: The subject site and surrounding properties are zoned R-2B Limited Multiple Family Residential with R-3 Multiple Family Residential located to the east of the block, and to the south of the block are R-1 One-Family Residential and R-2B Limited Multiple Family Residential. Similar residential development is found in the surrounding area comprised primarily of multi-story, single- and multi-family residences. The proposed front yard setback is greater than the required five feet. Based on the current front yard setbacks on the north side of 5th Street, there is not an obvious prevailing setback since there is mixture of front yard setbacks that range from nine feet to twenty feet or more in the R-2B zone. In addition, the south side of 5th Street also has no obvious prevailing front yard setback since there is a mixture of front yard setbacks that range from five feet to ten feet or more in both R-2B zone and R-1 zone. Therefore, a front yard setback ranging from 10 to15 feet is compatible with the residential uses in the immediate neighborhood, and the applicant’s proposal is to provide a 10-foot front yard setback. The proposed layout of the buildings is similar to and consistent with residential use types in the immediate neighborhood. Open Space: Both units comply with Section 17.14.080 which requires a minimum of 300 square feet of open space per unit. Open space for Unit A is provided on the third level terrace with area of 210 square feet, and open space for Unit B is provided on the third level terrace with area of 217 square feet. A maximum of 100 square feet of roof deck area is counted towards the open space requirement for each unit. Subdivision Map: The applicant has applied for a Vesting Tentative Parcel Map. The 4,539 square foot lot can accommodate two units consistent with the maximum density of 1,750 square feet per City of Hermosa Beach Printed on 2/20/2024Page 4 of 5 powered by Legistar™53 Staff Report REPORT 17-0237 unit. The lot size is consistent with prevailing lot sizes, street frontages within the same zone, and the General Plan designation for lots in the vicinity, and thus complies with Hermosa Beach ordinances and subdivision of lots. The project is conditioned upon payment of Park and Recreation Area Dedication fees per unit as there is inadequate area on-site for land dedication per City required Parks and Recreation Area fees. Utilities are provided to the lot to serve the existing development, and capacity exists to provide public water, sewers, storm drains and utilities to serve the increased density. The submitted plans were preliminarily reviewed by the Fire Department, Public Works Department and Building Division, and no major concerns were identified. The proposed subdivision and improvements are compliant with criteria for approval of a subdivision map, and are not likely to cause serious public health problems within the proposed subdivision. Design of the proposed subdivision is compatible and consistent with applicable elements of the City’s General Plan as addressed above, and is compatible with the immediate residential environment. Summary: The project and Vesting Tentative Parcel Map as conditioned are consistent with the zoning code, subdivision laws and other relevant provisions of the Municipal Code, the site is physically suitable for the type and density of proposed development. The specific project findings for a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map pursuant to the Government Code Section 66474 and Sections 16.08.060, 17.40.020 and 17.58.030 of the Municipal Code are provided in the attached resolution. Attachments: 1. Draft Resolution 2. Existing Site Photographs 3. Radius Map 4. Legal Posting 5. Applicant’s Submittal Respectfully Submitted by: Kathy Khang, Assistant Planner Concur: Kim Chafin, Senior Planner Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 5 of 5 powered by Legistar™54 1 Attachment 1 P.C. Resolution 17-X A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA, APPROVING CONDITIONAL USE PERMIT, PRECISE DEVELOPMENT PLAN, AND VESTING TENATIVE PARCEL MAP NO. 74237 FOR A TWO-UNIT CONDOMINIUM PROJECT AT 961 5TH STREET, LEGALLY DESCRIBED AS NE 28.9 FT OF SE 130 FT OF LOT 10 AND SW 6 FT OF SE 130 FT, LOT 11, BLOCK 85, SECOND ADDITION TO HERMOSA BEACH, CITY OF HERMOSA BEACH AND DETERMINATION THAT THE PROJECT IS CATEGORICALLY EXEMPT FROM THE CALIFORNIA ENVIRONMENTAL QUALITY ACT. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed on November 15, 2016 by the property owner/applicant Isaac Laufer for development of property located at 961 5th Street, seeking approval of Conditional Use Permit 16-17, Precise Development Plan 16-19, and Vesting Tentative Parcel Map #74237 for a two-unit detached residential condominium project with access from a common driveway along the west side of the lot. Section 2. The Planning Commission conducted a duly noticed public hearing to consider the subject application on April 18, 2017, at which time testimony and evidence, both written and oral, was presented to and considered by the Planning Commission. Section 3. The project is Categorically Exempt from the California Environmental Quality Act (CEQA) pursuant to CEQA Guidelines Section 15303(b) because the project consists of infill development on a site zoned for residential uses, the project as conditioned will comply with the General Plan and zoning code, no variances are requested, and the project is within an area with available services. Section 4. Based on the evidence received at the public hearing, the Planning Commission makes the following findings: 1. The applicant has filed applications for a Precise Development Plan, Conditional Use Permit and Vesting Tentative Parcel Map to demolish a duplex and develop a two-unit detached residential condominium project. 2. The subject property contains approximately 4,537 square feet, is designated Medium Density Residential on the General Plan Map, and R-2B Limited Multiple Family Residential on the Zoning Map. 55 2 Section 5. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for a Vesting Tentative Parcel Map pursuant to the California Government Code Section 66474 and Sections 16.08.060 and 16.16.060 of the Municipal Code: 3. The proposal is consistent with the General Plan Medium Density Residential designation and R-2B zone because the project is an allowed use and has a density of less than 25 dwelling units per acre, and as conditioned complies with all standards. 4. The site is physically suitable for a two-unit detached residential condominium project with both units containing three levels. Each unit includes a two-car garage accessed from a common driveway which runs along the west property line and also provides vehicular access to the condominium project to the west. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. 5. The subdivision and improvements provide for adequate drainage, sanitation and potable water, underground utilities, parking and construction requirements, and therefore are not likely to cause public health problems. The project as conditioned will provide permeable surfacing and storm water retention facilities to the maximum extent feasible per Section 8.44.095 and any additional non-percolated or retained storm water will be conveyed to an onsite subsurface infiltration system as required by Section 8.44.095 subject to maintenance agreements. 6. The property is accessed via 5th Street and does not exhibit dedicated public easements. Therefore, the subdivision and improvements will not conflict with easements acquired by the public at large for access through or use of property within the proposed subdivision. 7. Design of the proposed subdivision as conditioned is compatible and consistent with applicable elements of the City’s General Plan and the immediate environment, being consistent with purposes of the designation, density and development standards, and parking, access and services are provided. 8. The project as conditioned will conform to all zoning and condominium standards and will be compatible with neighboring properties, which are developed with similar multi- story single-and multi-family residences. 9. The design of the subdivision and the proposed improvements are not likely to cause substantial environmental damage or substantially and avoidably injure fish or wildlife or their habitat because the project is categorically exempt from CEQA pursuant to CEQA Guidelines Sections 15303(b). 10. The proposed subdivision will be consistent with the prevailing lot patterns and are not likely to reduce property values in the surrounding neighborhood area because the project is similar to surrounding development, consists only of the division of airspace 56 3 at less than the maximum density allowed, and conditions have been placed on the project to ensure compatibility. 11. The granting of the subdivision will result in division of a conforming sized and configured lot into airspace for condominium units of size and design conforming to the R-2B zone and condominium ordinance. Section 6. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for Conditional Use Permit and Precise Development Plan pursuant to Sections 17.40.020 and 17.58.030 of the Municipal Code. 12. The proposal is consistent with the General Plan High Density Residential designation and R-2B zone because the project is an allowed use and has a density of less than 25 units per acre, and as conditioned complies with all standards. 13. The site is zoned R-2B and is physically suitable for a two-unit detached residential condominium project with both units containing three levels. Each unit includes a two- car garage accessed from a common driveway which runs along the west property line and also provides vehicular access to the condominium project to the west. Both garages are located toward the middle of the property. One shared guest parking space is provided toward the rear of the lot adjacent to the Unit B garage. 14. Both Units A and B comply with Section 17.14.080 of R-2B Limited Multiple Family Residential Open Space standards and provide a minimum of 300 square feet of open space per unit. 15. The subdivision and improvements provide for adequate drainage, sanitation and potable water, underground utilities, supply all required off-street parking, sidewalks, and safe access from a public street, will not cause substantial traffic impacts due to minimal increase in density, and will comply with all construction requirements. 16. Design of the proposed subdivision as conditioned is compatible and consistent with the immediate environment, including maintenance of water quality and reduction of marine pollution via onsite retention of storm water to compensate for loss of permeable surfaces and landscaping to enhance aesthetics, being consistent with purposes of the designation, all density and development standards, and access and services are provided. An in-lieu Park and Recreation Area Dedication fee is required for each unit. 17. The proposed project as conditioned is consistent with the General Plan and will ensure compatibility of the proposed density, use and design with neighboring residential properties, which also contain multi-story single and multi-family residences. The project as conditioned complies with Section 17.22.060 because the lot width exceeds 29 feet, unit sizes exceed 1,600 square feet, do not exceed the 30 57 4 feet height limit, minimum open space of 300 square feet is met, and the front setback meets the five-foot minimum requirement. 18. All utilities will be placed underground, integrated into the design, separately metered and independently provided in each unit. Stormwater runoff will be minimized and a final landscape plan shall be provided per the Green Building, Water Efficient, Water Conservation and Condominium landscape standards and the required landscape plan shall be provided, per Sections 8.60, 8.44, and 8.56. Section 7. Based on the foregoing, the Planning Commission hereby approves the subject Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map for a two-unit detached condominium project subject to the following Conditions of Approval: General: 1. The development and continued use of the property shall be in conformance with submitted plans received and reviewed by the Planning Commission at its meeting of April 18, 2017, revised in accordance with the conditions below. The Community Development Director may approve minor modifications that do not otherwise conflict with the Hermosa Beach Municipal Code or requirements of this approval. 2. The project shall fully comply with all requirements of the R-2B zone as applicable and the Condominium Ordinance in Chapter 17.22 of the Municipal Code, including but not limited to: a) Height including required roof deck railings shall fully comply with the 30-foot height limit. Precise building height compliance shall be reviewed at the time of Plan Check, to the satisfaction of the Community Development Director. b) Design and construction shall comply with Section 17.22.060 except as specifically stated in this Resolution. c) Conduit to accommodate roof mounted alternative energy equipment for solar energy and solar thermal shall also be supplied per Section 15.32.140. d) The requirements of Section 17.22.060(F) and (G) shall be shown on structural plans and reviewed at the time of Building Division Plan Check. e) A minimum of 200 cubic feet of storage area shall be provided for each unit in accordance with Section 17.22.060(E). 58 5 f) Designated, screened solid waste storage areas, a minimum of 2.5’ x 2.5’ (length times width) each, for three solid waste storage bins shall be shown on the site plan compliance with Chapter 8.12. 3. The submitted Covenants, Conditions, and Restrictions (CC&Rs) shall be reviewed and approved by the Community Development Director and City Attorney in conformance with Section 17.22.050 and conditions of this approval prior to the issuance of Building Permits. a) Proof of recordation of approved CC&Rs shall be submitted to the Community Development Director within three (3) months after recordation of the Final Map. b) Five (5) parking spaces shall be maintained on-site. All parking spaces shall remain available for parking and shall not be used for storage or other purposes. Storage of boats, trailers, and recreational vehicles shall not be allowed. c) The guest parking space shall remain open and accessible to both units, rather than being used for storage or any other purposes, and the CC&Rs shall reflect this condition. 4. The project shall comply with all requirements of the Building Division, Public Works Department, and Fire Department, and the Hermosa Beach Municipal Code. Building Plans: 5. Two copies of a Final Landscape Plan, consistent with landscape plans approved by the Planning Commission, indicating size, type, quantity and characteristics of landscape materials shall be submitted to the Community Development Department and Planning Division for review and approval prior to the issuance of Building Permits. The Final Plan shall also include the following: a) The applicant shall provide a landscape plan to comply with Sections 17.22.060(H), 8.60.060, and 8.60.070 to the satisfaction of the Community Development Director and Public Works Director. b) An automatic landscape sprinkler system consistent with Section 17.22.060(H) shall be provided, and shall be shown on plans (Building Permits are required). 6. Architectural treatments and accessory facilities shall be as shown on building elevations, site and floor plans. Precise building height compliance shall be reviewed at the time of Plan Check, to the satisfaction of the Community Development Director. In addition: 59 6 a) All parking dimensions shall comply with Chapter 17.44. Roll-up automatic garage doors shall be installed on all garage door openings and clearly indicated on floor plans. b) Driveway transitions shall comply with Section 17.44.120(D). c) All exterior lighting shall be downcast, fully shielded and illumination shall be contained within the property boundaries. Lighting shall be energy conserving and motion detector lighting shall be used for all lighting except low-level (3 feet or less in height) security lighting and porch lights. Lamp bulbs and images shall not be visible from within any onsite or offsite residential unit. Exterior lighting shall not be deemed finally approved until 30 days after installation, during which period the building official may order the dimming or modification of any illumination found to be excessively brilliant or impacting to nearby properties. d) Any satellite dish antennas and/or similar equipment shall comply with Section 17.46.240. 7. The plans shall comply with Section 8.44.095 and install permeable surfaces in the driveway, guest parking space and other non-landscaped areas to the maximum extent feasible. If providing water-permeable surfaces on at least 50% of exterior surface area is not feasible and incorporating measures in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced by a 0.80 inch twenty four (24) hour rain event, then the applicant shall infiltrate runoff on-site. In the event that subsurface infiltration is required, plans shall designate the exact location of the subsurface infiltration system, the applicant shall enter into a maintenance agreement with the City (prior to final map approval) for the ongoing infiltration, and provide a surety bond to the City to guarantee that on- site, subsurface infiltration is achieved. The amount of the bond shall be determined by the Building Division. All other drainage shall be routed to an off- site facility or on-site permeable area approved by the City. To the extent possible, a portion of roof drainage shall be routed to on-site permeable areas. No drainage shall flow over any driveway or sidewalk. If the drainage of surface waters onto the property requires a sump pump to discharge said waters onto the street, the property owner(s) shall record an agreement to assume the risk associated with use and operation of said sump pump, release the City from any liability, and indemnify the City regarding receipt of surface waters from the property. The recorded agreement must be filed with the City prior to issuance of the Certificate of Occupancy. 8. The plans and construction shall comply with all requirements of the Building Code in Title 15 and Green Building Standards in Chapter 15.48. Water 60 7 conservation practices set forth in Section 8.56.070 shall be complied with and noted on construction plans. 9. Two copies of final construction plans, including site, elevation and floor plans, which are consistent with the conditions of approval of this conditional use permit, shall be reviewed and approved by the Planning Division for consistency with Planning Commission approved plans and this Resolution prior to the submittal to the Building Division for Plan Check. 10. Prior to the submittal of structural plans to the Building Division for Plan Check an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the Planning Division of the Community Development Department stating that the applicant/property owner is aware of, and agrees to accept, all of the conditions of this grant of approval. 11. The applicant shall submit all required plans and reports to comply with the City’s construction debris recycling program including manifests from both the recycler and County landfill; at least 65% of demolition debris associated with demolition of the existing improvements and new construction shall be recycled. 12. The address of each condominium unit shall be conspicuously displayed on the street side of the buildings with externally or internally lit numbers and the method for illumination shall be shown on plans. Address numbering and display shall be subject to approval by the Community Development Department. Public Works 13. Prior to issuance of a Building Permit, an approved civil engineering plans prepared by a licensed civil engineer, and approved by Public Works, addressing grading, undergrounding of all utilities, pavement, sidewalk, curb and gutter improvements, on-site and off-site drainage (no sheet flow permitted), installation of utility laterals, and all other improvements necessary to comply with the Municipal Code and Public Works specifications, shall be filed with the Community Development Department. 14. Civil engineering plans shall include adjacent properties/structures, sewer laterals, and storm drain main lines on street. 15. Project construction shall protect private and public property in compliance with Sections 15.04.070 and 15.04.140. No work in the public right of way shall commence unless and until all necessary permits are attained from the Public Works Department including if required, an approved Residential or Commercial Encroachment Permit. 61 8 16. Sewer flow rate for upstream and downstream manhole along with manhole rim/lid elevations must be submitted prior to grading and plan check. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 17. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 18. Sewer main work may be required after review of sewer lateral video. 19. The project must comply with Storm Water and Urban Runoff Pollution Control Regulations (HBMC Ch. 8.44) and must implement Low Impact Development Standards, and submit at time of grading and plan check along with an erosion control plan. Final Map and Certificate of Occupancy 20. The Final Map shall comply with all requirements of the Subdivision Map Act and Chapter 16.08 of the Municipal Code. 21. Prior to filing of the Final Map, applicant shall pay to the City of Hermosa Beach Park and Recreation Area Dedication fees per unit in lieu of onsite parkland dedication pursuant to Chapter 16.12. 22. Prior to approval of the Final Map, and prior to issuance of a Certificate of Occupancy, outstanding assessments must either be paid in full or apportioned to any newly created parcels. Notice of same shall be provided to the Community Development Director. Assessment payoff amounts may be obtained by calling the City’s Assessment Administrator at (800) 755-6864. Applications for apportionment may be obtained in the Public Works Department. Construction 23. Prior to issuance of a Building Permit, abutting property owners and residents within 100 feet of the project site shall be notified of the anticipated date for commencement of construction. a) The form of the notification shall be provided by the Planning Division of the Community Development Department. b) Building permits will not be issued until the applicant provides an affidavit certifying mailing of the notice. 62 9 24. Project construction shall conform to the Noise Control Ordinance requirements in Section 8.24.050. Allowed hours of construction shall be printed on the building plans and posted at construction site. 25. Traffic control measures, including flagmen, shall be utilized to preserve public health, safety, and welfare. Other: 26. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Conditional Use Permit, Precise Development Plan and Vesting Tentative Map shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. 27. Approval of these permits shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested, in writing to the Community Development Director including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. 28. Reciprocal driveway and access easement agreements shall be recorded on the property, in a form and to the satisfaction of the Community Development Director and the City Attorney. The easement agreements shall be submitted to the City for approval and recorded prior to issuance of the building permit. The easement agreements shall include a provision stating that the easements cannot be released without written approval from the City. 29. The Planning Commission may review this Conditional Use Permit, Precise Development Plan and Vesting Tentative Map and may amend the subject conditions or impose any new conditions if deemed necessary to mitigate detrimental effects on the neighborhood resulting from the subject use. 30. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. Section 8. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of 63 10 the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Conditional Use Permit, Precise Development Plan and Vesting Tentative Map shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. Each of the above conditions is separately enforced, and if one of the conditions of approval is found to be invalid by a court of law, all the other conditions shall remain valid and enforceable. To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”) from and against any claim, action, or proceeding brought by a third party against the indemnified parties and the applicant to attack, set aside, or void any permit or approval for this project authorized by the City, including (without limitation) reimbursing the City its actual attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to defend any such action with attorneys of its choice. The permittee shall reimburse the City for any court and attorney's fees which the City may be required to pay as a result of any claim or action brought against the City because of this grant. Although the permittee is the real party in interest in an action, the City may, at its sole discretion, participate at its own expense in the defense of the action, but such participation shall not relieve the permittee of any obligation under this condition. Section 9. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to the decision of the Planning Commission, after a formal appeal to the City Council, must be made within 90 days after the final decision by the City Council. VOTE: AYES: NOES: ABSTAIN: ABSENT: 64 11 CERTIFICATION I hereby certify the foregoing Resolution P.C. 17-X is a true and complete record of the action taken by the Planning Commission of the City of Hermosa Beach, California, at its regular meeting of April 18, 2017. Michael Flaherty, Chairman Ken Robertson, Secretary April 18, 2017 Date 65 1 Attachment 2 Existing Site Photographs 66 67 Attachment 4 Legal Posting 68 CPROJECT CONTACTS:Designer:Surveyor:TROTTER BUILDING DESIGNS, INC.DENN ENGINEERS1011 Manhattan Beach Blvd., Suite A3914 Del Amo Blvd., Suite #921Manhattan Beach, CA 90266Torrance, CA 90503P: (310) 545-2727 F: (310) 545-2722P: (310) 542-9433 F: (310) 542-9491web: www.TrotterBuildingDesigns.comCivil Engineer/Hydrology:Title 24:B.A. SIMS ENGINEERING, INC.Campbell Consulting5150 E Pacific Coast Highway, Suite 200Primary Contact: Chad CampbellLong Beach, CA 90804P: (310) 345-2761P: (562) 735-4955e-mail: ccenergy@cox.nete-mail: brad@basims.comweb: www.basims.comEngineer:SCOPE OF WORK:CONSTRUCTION OF A DETACHED TWO UNIT CONDOMINIUM AND ALL ASSOCIATEDSITE WORK, INCLUDING UTILITIES, PATIOS, SHARED GUEST PARKING & COMMONDRIVEWAY W/PROPOSED EASEMENT @ ADJACENT PROPERTY (961 5TH ST.)PROJECT DESCRIPTION:OWNER:SBL DEVELOPMENT, LLCSITE:961 5TH ST.HERMOSA BEACH, CA 90254LEGAL DESCRIPTION:PORTION OF LOT 10 & 11, BLOCK 85, SECONDADDITION TO HERMOSA BEACH, M.B. 3-11-12APN:4186-015-020ANALYSIS:CONSTRUCTION:V-B (FULLY SPRINKLERED)OCCUPANCY:R3/USTORIES:3 + ROOF DECKZONING:R-2BCOMPLYING CODES: 2016 CRC, CBC, CMC, CPC, CEC, CA ENERGY EFFICIENCY CODE, CA GREEN BUILDING STANDARD CODE, TITLE 24 (U FACTOR .40 MAX)AREA BREAKDOWN:LOT COVERAGE:2,028 SQ. FT. (BLDG. FOOTPRINT)4,537 SQ. FT. (LOT SIZE) = 44.6% PROPOSEDUNIT AUNIT BFIRST FLOOR : 571 SQ. FT.FIRST FLOOR : 429 SQ. FT.SECOND FLOOR : 1,235 SQ. FT.SECOND FLOOR : 1,081 SQ. FT.THIRD FLOOR : 1,036 SQ. FT.THIRD FLOOR : 926 SQ. FT.TOTAL LIVING : 2,842 SQ. FT. TOTAL LIVING : 2,436 SQ. FT.GARAGE : 466 SQ. FT. GARAGE : 544 SQ. FT.DECKS : DECKS :@ MASTER BEDROOM 96 SQ. FT. @ MASTER BEDROOM 66 SQ. FT.@ FAMILY ROOM 210 SQ. FT.@ FAMILY ROOM 217 SQ. FT.@ ROOF308 SQ. FT.@ ROOF314 SQ. FT.PROJECT INDEX:C COVERSHEETC.1 GENERAL NOTEPAGEC.2 CAL GREEN BUILDING NOTESA1 SITE PLANA1.1 ROOF PLANA1.2 ON-STREET PARKING LAYOUTA1.3 LANDSCAPE PLANA2 1ST/2ND FLOOR PLANSA3 3RD/ROOF DECK PLANSA4 ELEVATIONSA5 ELEVATIONSA6 SECTIONSA7 ARCHITECTURAL DETAILSA8 ARCHITECTURAL DETAILSSITE:961 5TH ST.HERMOSA BEACH, CA 90254LEGAL DESCRIPTION:PORTION OF LOT 10 & 11, BLOCK 85, SECONDADDITION TO HERMOSA BEACH, M.B. 3-11-12APN:4186-015-020A PROPOSED TWO UNIT CONDOMINIUM FORSBL DEVELOPMENT, LLCat 961 5TH ST, HERMOSA BEACH, CAVICINITY MAP:SITEPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-201796195969 C.1CONTINUED:CalGreen Requirements:Pollution Control4.504 Pollution control must be provided as follows.1. All duct and related distribution component openings must be covered with tape or other approved means to preventdust accumulation.2. Adhesives, sealants, and caulks must be meet minimum VOC limits (see VOC Limits Handout).3. Paints and coatings must meet minimum VOC limits (see VOC Limits Handout).4. Aerosol Paints and coatings shall meet the Product-Weighted MIR Limits for ROC in Section 94522(a)(3) and otherrequirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(c)(2)and (d)(2) of California Code of Regulations, Title 17, commencing with Section 94520.5. All carpet installed in the building interior shall meet the testing and product requirements of one of the following:a. Carpet and Rug Institute's Green Label Plus Program.b. California Department of Public Health Standard Practice for the testing of VOCs (Specification 01350).c. NSF/ANSI 140 at the Gold Level.d. Scientific Certifications Systems Indoor Advantage Gold.6. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute GreenLabel program.7. All carpet adhesive shall meet minimum VOC limits (see VOC Limits Handout).8. Where resilient flooring is installed, at least 50 percent of floor area receiving resilient flooring shall comply with theVOC emission limits defined in Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or certifiedunder the Resilient Floor Covering Institute (RCFI) Floor Score program.9. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior orexterior of the building shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure forComposite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5FORMALDEHYDE LIMITS IN PARTS PER MILLIONProduct Current Limit January 1, 2014 July 1, 2014Hardwood ply veneer core .05Hardwood ply composite core .05 .05Particleboard .09Medium Density Fiberboard .11Thin med. density fiberboard .13 .13Documentation for the items listed above must be made available to your inspector upon request.2. The Following Requirements Apply Only to New SFD. Material Conservation and Resource EfficiencyA4.303.2 Reduction in cement use: Reduce cement in foundation mix design by 20%.Note: Products commonly used to replace cement in concrete mix designs include, but are not limited to: Fly Ash, Slag, Silicafume, and Rice hull ash.4.408.1 The Construction waste reduction requirements shall be required for the following projects:xAll demo permitsxAll re-roofing projects.xAll remodeling projects where valuation exceed $100,000.Construction Waste Reduction of at least 65% Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardousconstruction and demolition debris. See Municipal Code sections: 5.26.010. A construction waste management plan shall besubmitted to the Waste Management Plan compliance Official.Interior Moisture Control - CGBSC 4.505$FDSLOODU\EUHDNVKDOOEHLQVWDOOHGDQGVKDOOFRQVLVWRIWKHIROORZLQJDLQFKWKLFNEDVHRIòLQFKRUODUJHUFOHDQDJJUHJDWHVKDOObe provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,shrinkage, and curling, shall be used. For additional information, see American Concrete Institute ACI 302.2R-06. An equivalentslab design by a design professional is acceptable.Moisture Content of Building Materials - CGBSC 4.505.3Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed whenthe framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following:1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.2. Moisture readings shall be taken at a point 2 feet to 4 feet from the grade stamped end of each piece to be verified.3. At least three random moisture readings shall be performed on wall and floor framing withdocumentation provided immediately prior to enclosure of the wall and floor framing, documentation to be submitted tothe Building Inspector at rough framing.Insulation products which are visibly wet or have high moisture content shall be replaced or allowed to dry prior to prior toenclosure in wall or floor cavities. Wet- applied insulation products shall follow the manufacturers' drying recommendations priorto enclosure.Indoor Air Quality and Exhaust - CGBSC 4.506For bathrooms containing a bathtub, shower, or tub/shower combination, a mechanical exhaust fan which exhausts directly fromthe bathroom must be installed. Fans must be ENERGY STAR compliant and be ducted to terminate outside the building.Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidistat which shall bereadily accessible. Humidistat controls shall be capable of adjustment between a relative humidity range of 50 to 80 percent.Environmental Comfort - CGBSC 4.507Whole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or louvers shall have aminimum insulation value of R-4.2.Whole-Building Ventilation Requirements (From ASHRAE 62.2)At least one mechanical ventilation system in the building must be designated for use in compliance withthe Whole-Building Ventilation Requirement. Alternatively, the sum of the rated airflows from multiple fanscan be utilized to meet the required Whole-Building Ventilation airflow. The system(s) must deliver continuous ventilation airflowat a rate greater than or equal to the rate specified in equation 4.1a, and fan Sone ratings must not exceed 1.0 for dwellingoccupant densities known to be greater than (N +1), the rate shall be increased by 7.5 CFM for each additional person.Heating and air-conditioning systems shall be sized, designed and have their equipment selected using the following methods:1. The heat loss and heat gain is established according to ACCA Manual J, ASHRAE handbooks or other equivalentdesign software methods.2. Duct systems are sized according to ACCA 29-D Manual D, ASHRAE handbooks or other equivalent design softwareor methods.3. Select heating and cooling equipment according to ACCA 36-S Manual S or other equivalent design software ormethods.Use of alternate design temperatures necessary to ensure the systems function are acceptable.(Eq. 4.1a) Q = 0.01A +7.5 (N +1)fanfloorbrWhere:A = conditioned floor area, ftN = number of bedrooms; not to be less than oneQ = ventilation air requirement = fan flow rate, (cfm)floorbrfan2Eq. 4.1a Calculation:A = 2,785 sfN = 5Q = 65.35 CFMfloorbrfan65.35 CFM = 0.01(2,785)+7.5(4+1)Whole-House Ventilator = 65.35 CFMGENERAL BUILDING INFORMATION:SECOND FLOOR LIVING AREATOTAL DECKS/BALCONIESDECKS/BALCONIESNO. OF BATHROOMSNO. OF BEDROOMSTOTAL LIVING AREA597 SF44 1/266 SF926 SF2,436 SQ. FT.FIRST FLOOR LIVING AREAGARAGEDECK/BALCONIES544 SF N/A1,081 SFPROVIDEDFRONTSIDEREARLOT AREA ZONING INFORMATION:AREA:YARDS:LOT COVERAGE65% MAX.REQUIRED44.6%10'-0"5'-0"@ GROUND, 3'-0" @ 2ND FLOOR3'-6"10'-0"5'-0"3'-6" (WEST), 4'-6" (EAST)PARKING & DRIVEWAYS:NUMBER OF SPACESGUEST SPACESPARKING SETBACK4 (2 PER UNIT)1PARKING STALL DIMENSIONTURNING AREADRIVEWAY WIDTH17'-0'X20'-0"9'-0"DRIVEWAY MAXIMUM SLOPE12.5%OPEN SPACE3,500 SQ. FT.4,537 SQ. FT.DECKS/BALCONIESN/ATOTAL OPEN SPACE317 sq. ft. REQUIREDON GRADE217 SF PROVIDED11.7%14 (2 PER UNIT)N/A18'-6" X 20'-0" (A), 18'-1" X 20'-0" (B)11'-2" (5'-7" EASEMENT ADJ. PROPERTY)UNIT A UNIT BUNIT AUNIT BN/A(300 SQ. FT. MIN. REQUIRED)17'-0"310 sq. ft. PRIVATE STORAGE253 cu. ft.C.F. PER UNIT: 200 cu. ft. min.UNIT AUNIT B256 cu. ft.FENCES/WALLSHEIGHT FROM FINISHED SURFACELINEAL FEET6'-0", 5'-0"165'-0"BALCONIES/ROOF DECKS531 SF100 SF (ROOF DECK)210 SF100 SF (ROOF DECK)614 SF43 1/21,235 SF96 SF2,842 SQ. FT.466 SF 571 SFN/A518 SF28'-0"26'-0" A4.106.5.2 Thermal emittance. Roofing materials shall have a CRRC initial or 3-year aged thermal emittance equal to or greater than thosespecified in Table A4.106.5(1). Thermal emittance may also be certified by other supervisory entities approved by the Commission pursuantto Title 24, Part 1, Section 10-113. A4.106.5.3 Solar reflectance index alternative. Solar Reflectance Index (SRI) equal to or greater than the values specified in Table A4.106.5(1) may be usedas an alternative to compliance with the 3-year aged solar reflectance values and thermal emittance. SRI values used to comply with this section shall be calculated using the Solar Reflective Index (SRI)Calculation Worksheet (SRI-WS) developed by the California Energy Commission or in compliance with ASTME1980-01 as specified in Title 24, Part 6, Section 118(i)3. Solar reflectance values used in the SRI-WS shall be basedon the 3-year aged reflectance value of the roofing product or the equation in Section A4.106.5.1 if the CRRCcertified aged solar reflectance are not available. Certified Thermal emittance used in the SRI-WS may beeither the initial value or the three year aged value listed by the CRRC. Solar reflectance and thermal emittance may also be certified by other supervisory entities approved by theCommission pursuant to Title 24, Part 1, Section 10-113.TABLE A4.106.5(1) ROOF ROOF CLIMATE Minimum 3-year Aged Solar Thermal SRISLOPE WEIGHT ZONE Reflectance Emittance > 2 : 12 < 5 lb/ft2 6 0.15 0.75 10A4.106.5.4 Verification. Inspection shall be conducted to ensure roofing materials meet cool roof aged solar reflectance and thermalemittance or SRI values.SECTION A4.203PERFORMANCE APPROACHA4.203.1 Energy performance. Using an Alternative Calculation Method (ACM) approved by the California Energy Commission, calculateHDFKEXLOGLQJ·VHQHUJ\DQG&2HPLVVLRQVDQGFRPSDUHLWWRWKHVWDQGDUGRU´EXGJHWµEXLOGLQJWRH[FHHGWKHCalifornia Energy Code based on the 2008 energy standards requirements by 15 percent.SECTION A4.207HVAC DESIGN, EQUIPMENT AND INSTALLATIONA4.207.6 Cooling equipment. When cooling equipment is installed, select cooling equipment with a Seasonal Energy Efficiency Ratio (SEER)higher than 13.0 and an Energy Efficiency Ratio (EER) of at least 11.5. The exterior components of coolingequipment (e.g. condensers) shall not exceed 45 decibels at any property line located adjacent to aresidential zone. Condensers located at least 10 feet from any property line or on the roof shall be exempt fromthis requirement.A4.207.10 Ceiling fans. If ceiling fans are installed, they shall be ENERGY STAR rated.SECTION A4.208WATER HEATING DESIGN, EQUIPMENT AND INSTALLATIONA4.208.1 Tank type water heater efficiency. If a gas fired storage water heater is installed, the Energy Factor (EF) shall be higher than 0.60.A4.208.2 Tankless water heater efficiency. If a gas-fired tankless water heater is installed, the Energy Factor (EF) shall be 0.80 or higher.A4.208.3 Distribution systems. Where the hot water source is more than 10 feet from a fixture, the potable water distribution system shallconvey hot water using one of the following methods:$FHQWUDOPDQLIROGSOXPELQJV\VWHPZLWKSDUDOOHOSLSLQJFRQILJXUDWLRQ´KRPHUXQV\VWHPµLVLQVWDOOHGXVLQJthe smallest diameter piping allowed by the California Plumbing Code or an approved alternate. 2. The plumbing system design incorporates the use of a demand controlled circulation pump. 3. A gravity-based hot water recirculation system is used. 4. A timer-based hot water recirculation system is used. 5. Other methods approved by the City.SECTION A4.210APPLIANCESA4.210.1 Appliance rating. Each appliance provided by the builder meets ENERGY STAR if an ENERGY STAR designation is applicable forthat appliance.SECTION A4.303INDOOR WATER USEA4.303.1 Kitchen faucets and dishwashers. 1. The maximum flowrate at a kitchen sink faucet shall not be greater than 1.5 gallons per minute at 60 psi.Note: Rated flowrates for the default function of the faucet shall be used to demonstrate compliance with thissection. 2. Dishwashers shall be ENERGY STAR qualified and not use more than 5.8 gallons of water per cycle.SECTION A4.403FOUNDATION SYSTEMSA4.403.2 Reduction in cement use. Cement used in foundation mix design shall be reduced by not less than 20 percent. Products commonlyused to replace cement in concrete mix designs include, but are not limited to fly ash, slag, silica fume or ricehull ash.SECTION A4.408CONSTRUCTION WASTE DISPOSAL REDUCTION, DISPOSAL AND RECYCLINGA4.408.1 Enhanced construction waste reduction. At least 65 percent of all nonhazardous construction and demolition debris generated at the site is divertedto recycle or salvage.A4.408.1.1 Documentation. Documentation shall be provided to the City which demonstrates compliance with this section.SUSTAINABLE GREEN BUILDING PROGRAM AND ENERGY EFFICIENCY STANDARDSRequirements for LOW-RISE RESIDENTIAL BUILDING. A building that is of Occupancy Group Rand is six stories or less, or that is a one- or two-family dwelling or townhouse.1. The Following Requirements Apply to All SFD Project: (New Dwellings, Additions,and Remodels.)Water EfficiencyIndoor Water Use 4.301.1 The provisions shall establish the means of conserving water used indoors, outdoors, and inwastewater conveyance. Indoor Water Use Section 4.303 requirements shall apply to any new indoor water fixtures toobtain 20% savings compared to the baseline provided in Table 4.303.1Indoor water fixtures must incorporate the fixture flow rates of Table 4.303.3Fixture Type Flow RateLavatory faucets 1.5 gpmKitchen faucets 1.8 gpmWater Closets (toilets) 1.28 gpmShowerheads 2.0 gpmUrinals 0.5 gpmAlternatively, the applicant can provide a water budget calculation that can demonstrate the 20% savings as per CaliforniaEnergy Code Section 4.30.1.Outdoor Water Use 4.304.1 Irrigation controllers. Automatic irrigation system controllers for landscaping provided andinstalled at the time of final inspection shall comply with the following:1. Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants' needs as weather conditions change.2. Weather-based controllers without integral rain sensors or communication systems that account for local rainfallshall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soilmoisture-based controllers are not required to have rain sensor input.Material Conservation and Resource Efficiency4.406.1 Protect annular spaces around pipes, electric cables, conduits at exterior walls against the passage of rodentsEnvironmental Quality4.501.1 The provisions of this chapter shall outline means of reducing the quantity of air contaminants that are odorous,irritating and/or harmful to the comfort and well--being of a building's installers, occupants and neighbors. Requirementsfor adhesives, sealants, caulks, and finishes shall apply to any construction.CITY NOTES:SECTION A4.106 SITE DEVELOPMENTA4.106.4 Water permeable surfaces. 1. Utilize water permeable surfaces (e.g., permeable paving or landscaping) on not less than 50% of the exterior surface areas (excludingbuilding footprints) that are disturbed by the project. Subsurface infiltration alternatively may be used, designed to infiltrate the volume ofrunoff produced by a 0.75 inch storm event. A maintenance agreement for infiltration or an annual fee for postconstruction treatment controlmeasures in lieu of infiltration may be required in an amount established by resolution of the City Council. 2. Direct runoff from the remainder of all impermeable surfaces on the project site, including roof runoff and downspouts from roofs, ontopermeable areas or into a subsurface infiltration system designed to infiltrate the volume of runoff produced by a 0.75 inch storm event. Amaintenance agreement for infiltration or an annual fee for postconstruction treatment control measures in lieu of infiltration may be required inan amount established by resolution of the City Council.Exception: Required accessible routes for persons with disabilities as required by California Code of Regulations, Title 24, Part 2, Chapter11A and/or Chapter 11B as applicable. 3. A permit is required for installation or alteration of any irrigation system.The amendment to Section A5.106.4 Water permeable surfaces is amended to read as follows: A5.106.2.1 Storm water runoff rate and quantity. Implement a storm water management plan resulting in no net increase in rate and quantity of storm water runoff from existing to developedconditions. Exception: If the site is already greater than 50 percent impervious, implement a storm water management plan resulting in a 25percent decrease in runoff rate and quantity. This requirement may be met by demonstrating a 25 percent decrease in site impermeability, orretention of 25 percent of the design storm as indicated in Section A5.106.2.2. A permit is required for installation or alteration of any irrigation system. The amendment to Section A4.203.1 Energy performance is amended to read as follows: A4.203.1 Energy efficiency.8VLQJDQ$OWHUQDWLYH&DOFXODWLRQ0HWKRG$&0DSSURYHGE\WKH&DOLIRUQLD(QHUJ\&RPPLVVLRQFDOFXODWHHDFKEXLOGLQJ·VHQHUJ\DQG&2HPLVVLRQVDQGFRPSDUHLWWRWKHVWDQGDUGRU´EXGJHWµEXLOGLQJWRH[FHHGWKH&DOLIRUQLD(QHUJ\&RGHEDVHGRQthe current energy standards requirements by 15 percent.7KHDPHQGPHQWWR6HFWLRQ$(QHUJ\HIILFLHQF\²SHUFHQWDERYH7LWOH3DUWLVDPHQGHGWRUHDGDVIROORZV $(QHUJ\HIILFLHQF\²SHUFHQWDERYH7LWOH3DUW Exceed California Energy Code requirements, based on the current Energy Efficiency Standards, by 15 percent and meet therequirements of Division A45.6. Field verify and document the measures and calculations used to reach the desired level of efficiency following therequirements specified in the Title 24 Reference Appendices. A4.106.5 Cool roof. Roofing materials shall comply with this section. Exception: Install roof constructions that have a thermal mass over the roof membrane with a weight of at least 25 lb per squarefeet. A4.106.5.1 Solar reflectance. Roofing materials shall have a minimum 3-year aged solar reflectance equal to or greater than the values specified in TableA4.106.5(1). If CRRC testing for 3-year aged reflectance is not available for any roofing products, the 3-year aged value shall be determinedXVLQJWKH&RRO5RRI5DWLQJ&RXQFLO&55&FHUWLILHGLQLWLDOYDOXHXVLQJWKHHTXDWLRQ5DJHG >>"""LQLWLDO²@:KHUH?initial = the initial Solar Reflectance. Solar reflectance may also be certified by other supervisory entities approved by the Commission pursuant to Title 24, Part 1,Section 10-113.PLANNING AND DESIGN14.106.2Storm water drainage and retention during construction24.106.3Grading and paving34.106.4Electric vehicle (EV) charging44.106.5Cool roof for reduction of heat island effect54.106.7Reduction of heat island effect for nonroof areasENERGY EFFICIENCY64.211.4Solar ready buildingsWATER EFFICIENCY & CONSERVATION74.303.1Water conserving plumbing fixtures and fittings84.303.1.3.2Multiple showerheads serving one shower94.304.1Irrigation controllers104.304.1.1Irrigation designMATERIAL CONSERVATION & RESOURCE EFFICIENCY114.406.1Rodent proofing124.407.3Flashing details134.407.4Material protection144.408.1Construction waste reduction of at least 50%154.410.1Operation and maintenance manualENVIRONMENTAL QUALITY164.503.1Fireplaces and woodstoves174.504.1Covering of duct openings and protection of mechanicalequipment during construction.184.504.2Finish material pollutant control194.504.2.1-Adhesives, sealants, caulks204.504.2.2-Paints and coatings214.504.2.3-Aerosol paints and coatings224.504.2.4-Verification234.504.3Carpet systems244.504.3.1Carpet cushion254.504.4Resilient flooring systems264.504.5Composite wood products274.505.2.1Capillary break284.505.3Moisture content of building materials294.506.1Bathroom exhaust fans304.507.2Heating and air-conditioning system designITEM CODE REQUIREMENT REFERENCE COMMENTS # SECTION SHEET (e.g. note #, detail# (Sheet # or N/A) or reason for N/A) MANDATORY REQUIREMENTS CHECKLIST NEWLY CONSTRUCTED RESIDENTIAL BUILDINGSProject Address: 959 5TH ST. , HERMOSA BEACH (UNITS A&B) Date:1-3-2017THIRD FLOOR LIVING AREA1,036 SF429 SF 4.106.4.2.2 Electric vehicle charging station (EVCS)dimensions and slope. The EVCS shall be designed tocomply with the following:1. The minimum length of each EVCS shall be 18 feet (5486 mm).2. The minimum width of each EVCS shall be 9 feet (2743 mm).3. One in every 25 EVCS, but not less than one EVCS, Shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524mm) wide minimum aisle shall be permitted provided the minimum width of the EVCS is 12 feet(3658 mm).a. Surface sIope for this EVCS and the aisle shall ot exceed l unit vertical in 48 units horizontal (2.083 percentslope) in any direction.4.106.4.2.3 Single EVCS required. Install a listed raceway capable of accommodating a 208/240-volt dedicatedbranch circuit. The raceway shall not be less than trade size l (nominal 1-inch inside diameter). The raceway shall orlglnate at the mainservice or subpanel and shall terminate into a listed cabinet, box or enclosure in close proximity to the proposed location of the EVCS.Construction documents shall identify the raceway termination point. The service panel and/or subpanel shall provide capacity to installa 40-ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protectivedevice.4.106.4.2.4 Multiple EVCS required. Construction documents shall indicate the raceway termination point and proposed location offuture EVCS and EV chargers. Construction documents shall also provide information on amperage of future EVSE, raceway method(s),Wiring schematics and electrical load calculations to verify that the electrical panel service capacity and electrical system includingany on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EVCS at the full ratedamperage of the EVSE. Plan design shall be based upon a 40-ampere minimum branch circuit. Raceways and related components thatare planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time oforiginal construction.4.106.4.2.5 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s)reserved for future EV charging purposes as "EV CAPABLE" in accordance with the California Electrical Code.Notes:l. The California Department of Transportation adopts and publishes the "California Manual on Uniform Traffic Control Devices(California MUTCD)" to provide uniform standards and specifications for all official traffic control devices in California. Zero EmissionVehicle Signs and Pavement Markings can be found in the New Policies & Directives Number 13-01. Website:WWW.dot.ca.gov/hq/traffops/signtech/Signdel/policy.htm.2. See Vehicle Code Section 22511 for EV charging space signage in off-street parking facilities and for use of EV charging spaces.3. The Governor's Office of Planning and Research (OPR) published a "Zero-Emission Vehicle Community Readiness Guidebook" whichprovides helpful information for local governments, residents and businesses.ǂ Website: http://opr.ca.gov/docs/ZEV_Guidebook.pdf.7KH*RYHUQRU·IV2IILFHRI3ODQQLQJDQG5HVHDUFK235KDVGHYHORSHGGUDIWJXLGHOLQHV3OXJ,Q(OHFWULF9HKLFOHV8QLYHUVDO&KDUJLQJAccess Guidelines and Best Practices", addressing physical accessibility standards and design guidelines for EVs. Website:http://opr.ca.gov/docs/PEV_Access_Guidelines.pdf.The Following Requirements Apply to All New SFD and Additions/Renovations that Exceed 50% of the Value of the Existing Building.Energy performance 4.201.1 For the purposes of energy efficiency a green building should achieve at least a 15 percent reduction inenergy usage when compared to the State's mandatory energy efficiency standards.A4.203.1 [Residential] Energy performance. Using an Alternative Calculation Method (ACM) approved by the California EnergyCommission, calculate each building's energy and CO2 emissions, and compare it to the standard or "budget" building to achieve thefollowing:Exceed the California Energy Code based on the 2013 energy standards requirements by 15 percent. All projects must demonstratecompliance with 2013 California Energy Efficiency Standards (Title 24, Part 6) by submitting all required forms and calculations for reviewand approval by the Building Official to demonstrate the base and 15% compliance requirements.A4.208 [Residential] Water Heating Design, Equipment and Installation. The following sectionsare mandatory as per:A4.208.1 Tank type water heater efficiency. The Energy Factor (EF) for a gas-fired storage water heater less than or equal to 75,000 BTU/hshall be higher than .60 and for those exceeding 75,000 BTU/h shall be .84 or higher.A4.208.2 Tankless water heater efficiency. The Energy Factor (EF) for a gas-fired tankless water heater shall be .80 or higher.A4.208.4 Pipe insulation and heat traps. Pipe insulation of not less than R-6 shall be installed at all hot water distribution and re-circulationsystem piping. Heat traps shall be installed at all noncirculating hot water heaters and tanks.A4.208.5 Solar water heating stub out. Pre-plumb piping and sensor wiring from water heater to roof for future solar water heating.A4.209.1 Each major appliance shall meet ENERGY STAR if an ENERGY STAR designation is applicable for that appliance, including butnot limited to: exhaust fans, ceiling fans, clothes washers, refrigerators, freezers, wine coolers, primary space heating - ventilating- and airconditioning equipment, and dishwashers.CHAPTER 4RESIDENTIAL MANDATORY MEASURESDivision 4.3-WATER EFFICIENCY AND CONSERVATIONSECTION 4.301GENERAL4.301.1 Scope. The provisions of this chapter shall establish the means of conserving water used indoors, outdoors and in wastewaterconveyance.SECTION 4.303INDOOR WATER USE4.303.1 Water conserving plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets andshowerheads) shall comply with the following:4.303.1.1 Water closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank -type water closetsshall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets.Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and onefull flush.4.303.1.2 Urinals. The effective flush volume of urinals shall not exceed 0.5 gallons per flush.4.303.1.3 Showerheads.4.303.1.3.1 Single showerhead. Showerheads shall have a maximum flow rate of not more than 2.0 gallons per minute at 80 psi.Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads.4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than oneshowerhead, the combined flow rate of all showerheads and/or other shower outlets controlled by a single valve shall notexceed 2.0 gallons per minute at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operationat a time.Note: A hand-held shower shall be considered a showerhead.4.303.1.4 Faucets.4.303.1.4.1 Residential lavatory faucets. The maximum flow rate of residential lavatory faucets shall notexceed 1.5 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8gallons per minute at 20 psi.4.303.1.4.2 Lavatory faucets in common and public use areas.The maximum flow rate of lavatory faucets installed incommon and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gallonsper minute at 60 psi.4.303.1.4.3 Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallonsper cycle.4.303.1.4.4 Kitchen faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi.Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi.Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction.4.303.2 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with theCalifornia Plumbing Code, and shall meet the applicable standards referenced in Table 1401.1 of the CaliforniaPlumbing Code.SECTION 4.304OUTDOOR WATER USE4.304.1 Irrigation controllers. Automatic irrigation system controllers for landscaping provided by the builder and installedat the time of final inspection shall comply with the following:1. Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changesin plants' needs as weather conditions change.2. Weather-based controllers without integral rain sensors or communication systems that account for local rainfall shallhave a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soil moisture-basedcontrollers are not required to have rain sensor input.Note: More information regarding irrigation controller function and specifications is available from the IrrigationAssociation.CHAPTER 4RESIDENTIAL MANDATORY MEASURESDivision 4.4 - MATERIAL CONSERVATION ANDRESOURCE EFFICIENCYSECTION 4.4014.401.1 Scope. The provision of this chapter shall outline means of achieving material conservation and resource efficiencythrough protection of building from exterior moisture; construction waste diversion; employment of techniques to reducepollution through r cycling of materials; and building commissioning or testing, adjusting and balancing.SECTION 4.406ENHANCED DURABILITYAND REDUCED MAINTENANCE4.406.1 Rodent proofing. Annular pace around pipe, electric cable , conduit or other opening in sole/bottom plate atexterior walls shall be protected against the pas age of rodent by closing such openings with cement mortar, concretemasonry or a similar method acceptable to the enforcingagency.SECTION 4.408CONSTRUCTION WASTE REDUCTION,DISPOSAL AND RECYCLING4.408.1 Construction waste management. Recycle and/or salvage for reuse a minimum of 50 percent of the nonhazardousconstruction and demolition waste in accordance with either Section 4.408.2, 4.408.4, or meet a more stringent localconstruction and demolition waste management ordinance.Exceptions:1. Excavated soil and land-clearing debris.2. Alternate waste reduction methods developed by working with local agencies if diversion or recyclefacilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite.3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsite are located inareas beyond the haul boundaries of the diversion facility. The Construction waste reduction requirements shall be required for the following projects:ă$OOGHPRSHUPLWVă$OOUHURRILQJSURMHFWVă$OOUHPRGHOLQJSURMHFWVZKHUHYDOXDWLRQH[FHHG4.408.2 Construction waste management plan. Submit a construction waste management plan in conformance with Items1 through 5. The construction waste management plan shall be updated as necessary and shall be avail able duringconstruction for examination by the enforcing agency.1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the projector salvage for future use or sale.2. Specify if construction and demolition waste materials will be sorted on-site (source-separated) or bulk mixed (singlestream).3. Identify diversion facilities where the construction and demolition waste material will be taken.4. Identify construction method employed to reduce the amount of construction and demolition waste generated.5. Specify that the amount of construction and demolition waste materials diverted hall be calculated by weight orvolume, but not by both.The following COMPLETED forms shall be presented to the Inspector: (CGBSC 4.408.2.1)-Construction Waste Management Plan-Construction Waste Management Worksheet-Construction Waste Management AcknowledgementCalGreen cont.:PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017PROJECT LOCATION: 961 5TH ST., HBLEGAL DESCRIPTION: PORTION OF LOT 10 & 11, BLOCK 85, SECOND ADDITION TO H.B., M.B. 3-11-12 ASSESSOR PARCEL NUMBER: 4186-015-020ZONING: R-2BSCOPE OF WORK: CONSTRUCTION OF A DETACHED TWO UNIT CONDOMINIUM AND ALL ASSOCIATED SITE WORK,INCLUDING UTILITIES, PATIOS, SHARED GUEST PARKING & COMMON DRIVEWAY W/PROPOSED EASEMENT @ ADJACENT PROPERTY (959 5TH ST.) 70 C.2GREEN BUILDING NOTES cont:COATING CATEGORYCURRENT LIMITFlat Coatings50Nonflat coatings100Nonflat high gloss coatings150SPECIALTY COATINGSAluminum roof coatings400Basement specialty coatings 400Bituminous roof coatings 50Bituminous roof primers 350Bond breakers 350Concrete curing compounds 350Concrete/masonry sealers 100Driveway sealers 50Dry fog coatings 150Faux finishing coatings350Fire resistive coatings350Floor coatings 100Form-release compounds 250Graphic arts coatings (sign paints) 500High temperature coatings 420Industrial maintenance coatings 250Low solids coatings 120Magnesite cement coatings 450Mastic texture coatings 100Metallic pigmented coatings 500Multicolor coatings 250Pretreatment wash primers 420Primers, sealers, and undercoaters 100Reactive penetrating sealers 350Recycled coatings 250Roof coatings 50Rust preventative coatings 250ShellacsClear730Opaque550Specialty primers, sealers &undercoaters 100Stains 250Stone consolidants 450Swimming pool coatings 340Traffic marking coatings 100Tub and tile refinish coatings 420Waterproofing membranes 250Wood coatings 275Wood preservatives 350Zinc-rich primers 34012,3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS Grams of VOC per Liter of Coating. Less Water and Less Exempt Compounds2,3Grams of VOC per liter of coating, including water and including exempt compoundsThe specified limits remain in effect unless revised limits are listed in subsequent columnsin the table.Values in this table are derived from those specified by the California Air ResourcesBoard, Architectural Coatings Suggested Control Measure, February 1, 2008. Moreinformation is available from the Air Resources Board.123ARCHITECTURAL APPLICATIONS CURRENT VOC LIMITIndoor carpet adhesives 50Carpet pad adhesives 50Outdoor carpet adhesives 150Wood flooring adhesive 100Rubber floor adhesives 60Subfloor adhesives 50Ceramic tile adhesives 65VCT and asphalt tile adhesives 50Drywall and panel adhesives 50Cove base adhesives 50Multipurpose construction adhesives 70Structural glazing adhesives 100Single-ply roof membrane adhesives 250Other adhesives not specifically listed 50SPECIALTY APPLICATIONSPVC welding 510CPVC welding 490ABS welding 325Plastic cement welding 250Adhesive primer for plastic 550Contact adhesive 80Special purpose contact adhesive 250Structural wood member adhesive 140Top and trim adhesive 250SUBSTRATE SPECIFIC APPLICATIONSMetal to metal 30Plastic foams 50Porous material (except wood) 50Wood 30Fiberglass 80 ADHESIVE VOC LIMIT Less Water and Less Exempt Compounds in Grams per Liter1,2If an adhesive is used to bond dissimilar substrates together, the adhesive with the highestVOC content shall be allowed.For additional information regarding methods to measure the VOC content specified in thistable, see South Coast Air Quality Management District Rule 1168,http://www.arb.ca.gov/DRDB/SC/CURHTML/R1168.PDF.12SEALANTS CURRENT VOC LIMITArchitectural 250Marine deck 760Nonmembrane roof 300Roadway 250Single-ply roof membrane 450Other 420SEALANT PRIMERSArchitecturalNonporous250Porous775Modified bituminous 500Marine deck 760Other 750 SEALANT VOC LIMIT Less Water and Less Exempt Compounds in Grams per LiterNote: For additional information regarding methods to measure the VOC content specified inthese tables, see South Coast Air Quality Management District Rule 1168.PRODUCTCURRENT LIMITHardwood plywood veneer core 0.05Hardwood plywood composite core 0.05Particleboard 0.09Medium density fiberboard 0.11Thin medium density fiberboard 0.131 FORMALDEHYDE LIMITS Maximum Formaldehyde Emissions in Parts per Million2Values in this table are derived from those specified by the California Air Resources Board, AirToxics Control Measure for Composite Wood as tested in accordance with ASTM E 1333. Foradditional information, see California Code of Regulations, Title 17, Sections 93120 through93120.12.Thin medium density fiberboard has a maximum thickness of 5/16 inches (8 mm).124.408.3 Waste management company. Utilize a waste management company, approved by the enforcing agency, which can provideverifiable documentation that the percentage ofconstruction and demolition waste material diverted from the landfill complies with Section 4.408.1.Note: The owner or contractor may make the determination if the construction and demolition waste material will be diverted by a wastemanagement company.4.408.4 Waste stream reduction alternative [LR]. Projects that generate a total combined weight of construction and demolition wastedisposed of in landfill , which do not exceed four (4) Ibs/sq. ft. of the building area shall meet the minimum 50 percent construction wastereduction requirement in Section4.408. I.4.408.4.1 Waste stream reduction alternative. Projects that generate a total combined weight of construction and demolition waste disposedof in landfill , which do not exceed two (2) pound per square foot of the building area, shall met the minimum 50-perent construction wastereduction requirement in Section 4.408.1.4.408.5 Documentation. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2,Items I through 5, Section 4.408.3 or Section 4.408.4.Notes:1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)"located at www.hcd.ca.gov/CALGreen.htmlmay be used to a list in documenting compliance with this section.2. Mixed construction and demolition debris. (C&D) processor can be located at the California Department of ResourcesRecycling and Recovery (CaIRecycle).SECTION 4.410BUILDING MAINTENANCE AND OPERATION4.410.1 Operation and maintenance manual. At the time of final inspection, a manual, compact disc, web-based reference or other mediaacceptable to the enforcing agency which includes all of the following shall be placed in the building:I . Directions to the owner or occupant that the manual hall remain with the buiIding throughout the life cycle of the structure.2. Operation and maintenance instructions for the following:a. Equipment and appliance , including water-saving devices and systern, HVAC systems, water-heating systems and other majorappliance and equipment.b. Roof and yard drainage, including gutters and down pouts.c. Space conditioning systems, including condensers and air filters.d. Land cape irrigation systems.e. Water reuse system .3. Information from local utility, water and waste recovery provider on methods to further reduce resource consumption, including recycleprogram and location.4. Public transportation and/or carpool option available in the area.5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant mayuse to maintain the relative humidity level in that range.6. Information about water-conserving land cape and irrigation design and controllers which conserve water.7. Instruction for maintaining gutter and down spouts and the importance of diverting water at last 5 feet away from the foundation.8. Information on required routine maintenance measure, including, but not limited to, caulking, painting, grading around the building, etc.9. Information about state solar energy and incentive programs available.10. A copy of all special inspection verifications required by the enforcing agency or this code.Division 4.5 - ENVIRONMENTAL QUALITYSECTION 4.5014.501.1 Scope. The provisions of this chapter shall outline means of reducing the quantity of air contaminants that are odorous, irritating and/orharmful to the comfort and well being of a building's installers, occupants and neighbors.SECTION 4.502DEFINITIONS4.502.1 Definitions. The following terms are defined in Chapter 2.AGRIFIBER PRODUCTS.COMPOSITE WOOD PRODUCTS.II DIRECT-VENT APPLIANCE.MAXIMUM INCREMENTAL REACTIVITY (MIR).MOISTURE CONTENT.PRODUCT-WEIGHTED MIR (PWMIR).REACTIVE ORGANIC COMPOUND (ROC).VOC.SECTION 4.503FIREPLACES4.503.1 General. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S. EPAPhase II emission limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances.SECTION 4.504POLLUTANT CONTROl4.504.1 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation, during storage on theconstruction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component openings shallbe covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to reduce the amount of water, dust and debris, whichmay enter the system.4.504.2 Finish material pollutant control. Finish materials shall comply with this section.4.504.2.1 Adhesives, sealants and caulks. Adhesives, sealants and caulks used on the project shall meet the requirements of the following standards unless more stringent local or regional air pollution or air quality management district rules apply:1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers, and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1or 4.504.2, as applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds(chloroform, ethylene dichloride, methylene chloride, perchloroethylene and trichloroethylene), except for aerosol products, as specified inSubsection 2 below.2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than 1pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards andother requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations,Title 17, commencing with Section 94507.4.504.2.2 Paints and coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB Architectural Suggested Control Measure, asshown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatingscategories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-high Gloss coating, based on its gloss, as defined insubsections 4.21, 4.36, and 4.3 7of the 2007 California Air Resources Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-high Gloss VOC limit in Table 4.504.3shall apply.4.504.2.3 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(3) and otherrequirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522( c )(2) and (d)(2) of CaliforniaCode of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdictionof the Bay Area Air Quality Management District additionally comply with the percent VOC by weight ofproduct limits of Regulation 8, Rule 49.4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency. Documentation may include, butis not limited to, the following:1. Manufacturer's product specification.2. Field verification of on-site product containers.4.504.3 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the following:1. Carpet and Rug Institute's Green Label Plus Program.2. California Department of Public Health, "Standard Method for the Testing and Evaluation of VolatileOrganic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.1, February2010 (also known as Specification 01350.)3. NSF/ANSI 140 at the Gold level.6FLHQWLILF&HUWLILFDWLRQV6\VWHPV,QGRRU$GYDQWDJH*ROG4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute's Green Label program.4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.4.504.4 Resilient flooring systems. Where resilient flooring is I I installed, at least 80 percent of floor area receiving resilient flooringshall comply with one or more of the following:1. VOC emission limits defined in the Collaborative for High Perlormance Schools (CHPS) High Performance Products Database.2. Products compliant with CHPS criteria certified under the Greenguard Children & Schools program.3. Certification under the Resilient Floor Covering Institute (RFCI) FloorScore program.4. Meet the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.1, February 2010 (also known as Specification 01350).4.504.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard composite wood productsused on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in ARB's Air Toxics ControlMeasure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5.4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following:1. Product certifications and specifications.2. Chain of custody certifications.3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.).4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian ASINZS 2269 or European 636 3S standards.5. Other methods acceptable to the enforcing agency.TABLE 4.504.5FORMALDEHYDE LIMITSMaximum Formaldehyde Emissions in Parts per Million PRODUCT CURRENT LIMITHardwood plywood veneer core 0.05Hardwood plywood composite core 0.05Particleboard0.09Medium density fiberboard0.11Thin medium density fiberboard0.131. Values in this table are derived from those specified by the California Air Resources Board, Air Toxics Control Measure for Composite Wood as tested in accordancewith ASTME 1333. For additional information, see California Code of Regulations, Title 17, Sections 93120 through 93120.12.2. Thin medium density fiberboard has a maximum thickness of 5/ 16 inch (8 mm).SECTION 4.505INTERIOR MOISTURE CONTROL4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.4.505.2 Concrete slab foundations. Concrete slab foundations required to have a vapor retarder by the California Building Code, Chapter 19 or concreteslab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section.4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following:1. A 4-inch-thick (101.6 rnrn) base of l/zinch (12.7 mm) or larger clean aggregate shall be provided with a vapor retarder in direct contact withconcrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American ConcreteInstitute, ACI 302.2R-06.2. Other equivalent methods approved by the enforcing agency.3. A slab design specified by a licensed design professional.4.505.3 Moisture content of building materials. Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not beenclosed when the framing members exceed 19-percent moisture content. Moisture content shall be verified in compliance with the following:1. Moisture content shall be determined with either a probe-type or contact-type moisture meter. Equivalent moisture verification methods may beapproved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code.2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece to be verified.3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agencyprovided at the time of approval to enclose the wall and floor framing.Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure.SECTION 4.506INDOOR AIR QUALITY AND EXHAUST4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following:1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control.D+XPLGLW\FRQWUROVVKDOOEHFDSDEOHRIDGMXVWPHQWEHWZHHQDUHODWLYHKXPLGLW\UDQJHRISHUFHQWWRDPD[LPXPRISHUFHQW$KXPLGLW\control may utilize manual or automatic means of adjustment.b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in).Notes:1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower, or tub/shower combination.2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.SECTION 4.507ENVIRONMENTAL COMFORTWhole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or louvers shall have a minimum insulation value ofR-4.2.Whole-Building Ventilation Requirements (From ASHRAE 62.2)At least one mechanical ventilation system in the building must be designated for use in compliance with the Whole-Building Ventilation Requirement.Alternatively, the sum of the rated airflows from multiple fans can be utilized to meet the required Whole-Building Ventilation airflow. The system(s) mustdeliver continuous ventilation airflow at a rate greater than or equal to the rate specified in equation 4.1a, and fan Sone ratings must not exceed 1.0 fordwelling occupant densities known to be greater than (N +1), the rate shall be increased by 7.5 CFM for each additional person.4.507.2 Heating and air-conditioning system design. Heating and air-conditioning systems shall be sized, designed and have their equipment selected usingthe following methods:1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J-2004(Residential Load Calculation), ASHRAE handbooks or otherequivalent design software or methods.2. Duct systems are sized according to ANSI/ACCA 1 Manual D-2009 (Residential Duct Systems), ASHRAE handbooks or other equivalent designsoftware or methods.3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S-2004 (Residential Equipment Selection) or other equivalent designsoftware or methods.Exception: Use of alternate design temperatures necessary to ensure the systems function are acceptable.Building Maintenance and OperationAt final inspection Complete and submit the form: "BUILDING MAINTENANCE AND OPERATIONMANUAL CHECK LIST", and submit to the Building Inspector.The Builder shall prepare a property Manual for the building owner or tenant, that includesthe following information:1. Directions to the owner or occupant that the manual shall remain with the building throughout the life-cycle of the structure.2. Operation and maintenance instructions for all equipment and appliances.3. Roof and yard drainage including gutters and downspouts.4. Space conditioning systems including condensers and air filters.5. Landscape and irrigation systems.6. Water reuse systems.7. Recycle programs and locations.8. Public transportation and carpool options.9. Educational material on the positive impacts of maintaining indoor relative humidity between 30 and 60 percent and what methods an occupantmay use to maintain the relative humidity level in that range.10. Information about water conserving landscape and irrigation design and controllers which conserve water.11. Importance of gutters and downspouts and importance of diverting water at least 5 ft. from the buildings foundations.12. Information on routine maintenance such as caulking, painting, grading, etc.13. Information about state solar energy and incentive programs.14. A copy of all special inspection verifications required by the enforcing agency or this code.POOLS AND SPASTITLE 24, PART 6 Efficiency Standards:114 (a) 4. Electric resistance heating. No electric resistance heating; solar collectors shall providenot less than 60% of the energy for heating swimming pools and spas.ăException 1 to Section 114 (a) 4: Listed package units with fully insulated enclosures, and with tight-fitting covers that are insulated to at least R-6.ăException 2 to Section 114 (a) 4: Pools or spas deriving at least 60 percent of the annual heating energy from site solar energy or recovered energy.114 (a) 2. Pool Covers. A thermal cover or blanket rated at not less than R-15 for outdoor pools or outdoor spas that have a heat pump or gas heater.(Eq. 4.1a) Q = 0.01A +7.5 (N +1)fanfloorbrWhere:A = conditioned floor area, ftN = number of bedrooms; not to be less than oneQ = ventilation air requirement = fan flow rate, (cfm)floorbrfan2107.31 CFM = 0.01(5,214)+7.5(5+1)Whole-House Ventilator = 97.14 CFMPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017DEFERRED SUBMITTALS:DEFERRED SUBMITTAL ITEMS LISTED BELOW SHALL BE REVIEWED BY THE DESIGNER ORENGINEER OF RECORD AND SHALL FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATIONINDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THATTHEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL BE ON SEPARATE PERMIT AND NOT BE INSTALLED UNTILTHEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL:(ITEMS LISTED BELOW UNDER SEPARATE PERMIT)-HYDROLOGY/SUMP PUMP CALCS-CIVIL SHEET1.PROVIDE 3" CLEARANCE ON ALL SIDES, BACK AND TOP AND 6" IN FRONT OF THE FURNACE AND WATER HEATER.2.PROVIDE (2) ANCHOR STRAPS FOR WATER HEATER. (CPC-510.5)3.RECEPTACLE OUTLETS SHALL BE LOCATED WITHIN 12 TO 15 INCHES OFF THE FLOOR. (NEC 210-50 (D)).4.LIGHT SWITCHES WILL BE INSTALLED WITHIN 34 TO 48 INCHES OFF THE FLOOR.5.THE USE OF ALUMINUM WIRE IS NOT PERMITTED.6.GAS FIRED APPLIANCES EQUIPPED WITH INTERMITTENT IGNITION DEVICES.7."AN EXCAVATION/CONSTRUCTION" PERMIT SHALL BE OBTAINED PRIOR TO CONSTRUCTION OF ANYIMPROVEMENTS WITHIN PUBLIC RIGHT OF WAY. THIS INCLUDES, BUT IS NOT LIMITED TO, STANDARD SIDEWALKS,CURBS, GUTTERS, DRIVEWAY APPROACHES, OR UNDERGROUNDING OF UTILITIES.8.BUILDING, GRADING, AND DEMOLITION PERMITS TO COMPLY WITH HERMOSA BEACH ZONING CODE.9.FACTORY FIREPLACES SHALL HAVE:9.1.TIGHT FITTING, CLOSEABLE METAL OR GLASS DOORS.9.2.OUTSIDE AIR INTAKE WITH DAMPER AND CONTROL.9.3.FLUE DAMPER AND CONTROL.10.NO CONTINUOUS BURNING GAS PILOTS ALLOWED.11.4" DIAMETER SPHERE MAY NOT PASS THROUGH THE INTERMEDIATE RAILS.12.FENCE HEIGHTS, AS MEASURED FROM THE LOWEST FINISHED GRADE ADJACENT TO EACH SECTION OF THESESTRUCTURES, MAY BE A MAXIMUM OF: 42" IN THE FRONT YARD SETBACK, AND 6' AT OTHER LOCATIONS ON SITE (3'IF OBSTRUCTING DRIVEWAY VISIBILITY).13.PROVIDE LANDSCAPE IRRIGATION SYSTEM BACK FLOW PREVENTION DEVICE. ONLY LOS ANGELES COUNTYHEALTH DEPARTMENT APPROVED DEVICES MAY BE USED.14.ALL HOSE BIBS ARE TO PROTECTED BY A BACK FLOW PREVENTION DEVICE.15.PROVIDE SMOKE DETECTORS IN EVERY LEVEL PER CBC SECTION 310.9. SMOKE DETECTORS SHALL BE ONPERMANENT WIRING WITHOUT AND DISCONNECTING SWITCH OTHER THAN THOSE FOR OVERCURRENTPROTECTION, INTERCONNECTED AND EQUIPPED WITH BATTERY BACK-UP.16.BUILDING ADDRESS SHALL BE PROVIDED ON THE BUILDING IN SUCH A POSITION AS TO BE PLAINLY VISIBLE ANDLEGIBLE FROM THE STREET. ADDRESS NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, 4" HIGH MINIMUMAND WITH A MINIMUM STROKE WIDTH OF 0.5"-PER SECTION. R319.117.WATER CLOSETS SHALL BE EQUIPPED WITH "ULTRA LOW FLUSH" TYPE WITH 1.6 GALLONS MAXIMUM PER FLUSH,SHOWER HEADS (2.5 GPM) AND FAUCETS (2.2 GPM).18.CONTROL VALVE FOR SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE PERCPC SECTION 410.7.19.A TWO-STAGE THERMOSTAT, WHICH CONTROLS THE SUPPLEMENTARY HEAT ON ITS SECOND STAGE, SHALL BEPROVIDED FOR HEAT PUMPS. THERMOSTATS SHALL BE EQUIPPED WITH AN AUTOMATIC SETBACK, WHICH THEBUILDING OCCUPANT CAN PROGRAM TO AUTOMATICALLY SET BACK THE THERMOSTAT TWICE IN 24 HOURS.20.ALL FAN OR BLOWER SYSTEMS THAT EXHAUST AIR FROM THE CONDITIONED BUILDING ENVELOPE TO THE OUTSIDESHALL BE PROVIDED WITH BACKDRAFT DAMPERS.21.ELECTRICAL CONTRACTOR SHALL SUBMIT LOAD CALCULATIONS TO BUILDING DEPARTMENT TO JUSTIFY SIZE OFELECTRICAL SERVICE PRIOR TO ISSUANCE OF ELECTRICAL PERMIT.22.PROVIDE PEDESTRIAN PROTECTION DURING CONSTRUCTION IF THERE IS A PUBLIC SIDEWALK @ STREET SIDE.23.ALL WORK SHALL CONFORM TO THE STANDARDS SET FORTH IN THE 2013 CBC, CPC, CMC, CEC , CGBC ANDT-24.24.THIS PROJECT COMPLIES WITH TITLE 24 REQUIREMENTS FOR ZONE 6 USING THE COMPUTER PERFORMANCEMETHOD. SEE COMPLIANCE CHECKLIST AND FORM CF-IR.25.ALL CONTRACTORS SHALL VISIT THE SITE AND EXAMINE ALL DRAWINGS PRIOR TO COMMENCING WORK, ANDREPORT ANY DISCREPANCIES TO THIS OFFICE SO THAT THE MATTER MAY BE RESOLVED.26.ALL PROPERTY LINES, EASEMENTS AND PROPOSED STRUCTURES, OVERHEAD POWER LINES AND ABANDONED OILWELLS ARE SHOWN ON THE SITE PLAN.27.AQMD NOTIFICATION IS REQUIRED 10 DAYS PRIOR TO BEGINNING ANY PARTIAL OR COMPLETE DEMOLITIONWORK.28.RECEPTACLE OUTLETS SHALL BE SPACED @ 12' O.C. MAX. AND SHALL BE LOCATED WITHIN 6' OF DOOROPENINGS (E.G. CLOSET DOORS, ETC.). ALSO, EVERY 2' OR WIDER OF WALLS, OUTLETS ALSO REQUIRED FORCOUNTER TOPS @ 4' O.C. AND WITHIN OF 2' OF ENDS OR BREAKS OR COUNTERS, CEC.29.USE 2X6 MAXIMUM STUDS FOR PLUMBING WALLS.30.STUCCO LATH AND DRYWALL SHALL BE NAILED TO ALL STUDS AND TOP-BOTTOM PLATES.31.USE 2-#15 FELT BACKING WHEN STUCCO IS APPLIED OVER PLYWOOD, CBC SECT.2501.4.32.FIRE BLOCK STUD WALLS (AT 10' INTERVALS {HORIZONTAL AND VERTICAL}. ENCLOSED AND CONCEALED SPACES,AND AT OPENINGS AROUND VENTS, PIPES, DUCTS,CHIMNEYS, BETWEEN ATTIC AND CHIMNEY CHASE, AT STAIRSTRINGERS, AND SIMILAR PLACES AT CEILING.33.CHECK CITY RECORD FOR THE EXISTENCE OF ABANDONED CESSPOOL/SEPTIC TANKS. ANY EXISTINGABANDONED CESSPOOL OR SEPTIC TANK SHALL BE LOCATED, CITY INSPECTION SHALL ALSO BE REQUIRED PRIORTO THE ISSUANCE OF DEMO OR BUILDING PERMIT.34.FIRE SPRINKLERS ARE REQUIRED IN GARAGE PER CITY REQUIREMENTS. SUB-CONTRACTOR TO SUBMIT PLANS TOCITY PRIOR TO PULLING A FIRE SPRINKLER PERMIT.35.BUILDING ADDRESS SHALL BE PROVIDED ON THE BUILDING IN SUCH A POSITION AS TO BE PLAINLY VISIBLE ANDLEGIBLE FROM THE STREET. ADDRESS NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, 4" HIGH MINIMUMAND WITH A MINIMUM STROKE WIDTH OF 0.5"-CBC SECT. 501.236.DECORATIVE CHIMNEY CAPS SHALL BE A PART OF THE APPROVED CHIMNEY ASSEMBLY.37.PROVIDED SCREENING OF UTILITY METERS (NEED NOT BE SCREENED IF LOCATED ON INTERIOR SIDE OF A SINGLEFAMILY DWELLING, AND DOES NOT ENCROACH INTO REQUIRED YARDS).38.INSTALL ON THE COLD WATER SUPPLY PIPE AT THE TOP OF THE WATER HEATER A CAPPED "T" FITTING TO PLUMBFOR FUTURE SOLAR WATER HEATING.39.A MASONRY OR FACTORY-BUILT FIREPLACE SHALL HAVE THE FOLLOWING: [TITLE 24, PART 6, CHAPTER 7, SECTION150(E)]39.1.CLOSEABLE METAL OR GLASS DOORS COVERING THE ENTIRE OPENING OF THE FIREBOX;39.2.A COMBUSTION AIR INTAKE TO DRAW AIR FROM THE OUTSIDE OF THE BUILDING DIRECTLY INTO THE FIREBOX,WHICH IS AT LEAST SIX SQUARE INCHES IN AREA AND IS EQUIPPED WITH A READILY ACCESSIBLE, OPERABLE,AND TIGHT-FITTING DAMPER OR COMBUSTION-AIR CONTROL DEVICE (EXCEPTION: AN OUTSIDECOMBUSTION -AIR INTAKE IS NOT REQUIRED IF THE FIREPLACE WILL BE INSTALLED OVER CONCRETE SLABFLOORING AND THE FIREPLACE WILL NOT BE LOCATED ON AN EXTERIOR WALL.); AND 39.3.A FLUE DAMPER WITH A READILY ACCESSIBLE CONTROL.GENERAL NOTES:71 1 (513.67'1 :130.00' P/L201.08'34.90' 5TH STREET 16-157 SHEET 1 OF 1 SHEETSCALE: 1" = 10'LEGAL DESCRIPTION JOB ADDRESS SUBDIVIDER 4-25-2016 IN THE CITY OF HERMOSA BEACHCOUNTY OF LOS ANGELESSTATE OF CALIFORNIAFOR CONDOMINIUM PURPOSESVESTING TENTATIVEPARCEL MAP NO.74237DAVID & ISSAC LAUFERSBL DEVELOPMENT, LLC7122 SOPHIA AVENUEVAN NUYS, CA 91406PHONE 310-477-0958PORTIONS OF LOT 10 & 11, BLOCK 85SECOND ADDITION TO HERMOSA BEACHM.B. 3-11-12 APN 4186-015-020 961 5TH STREET HERMOSA BEACH, CA 90254 16-157NOTES 1. ALL EXISTING STRUCTURES TO BE REMOVED UNLESS OTHERWISE NOTED. 2. ALL UTILITIES ARE LOCATED IN ADJACENT STREETS. 3. THIS IS A 2 UNIT CONDOMINIUM PROJECT. 4. WATER SUPPLY IS PROVIDED BY CALIFORNIA WATER COMPANY. 5. SANITARY SEWER DISPOSAL IS TO AN 8" VCP PUBLIC LINE. THE 8" VCP IS LOCATED IN 5TH STREET; APPROXIMATE DEPTH = 7'. 6. SEE SOILS REPORT FOR POTENTIAL FILL ON THIS SITE. 7. SITE DRAINAGE IS SURFACE FLOW WITH DISCHARGE TO ADJACENT STREETS. *SECOND ADDITION TO HERMOSA BEACH M.B. 3-11-12 2 0 0 . 0 0 T P N A I L 200.50200.78202.132 0 2 . 1 2 P C 2 0 2 . 1 1 201.88201.40201.49201.09201.09201.20200.58201.09200.84200.56 PC200.45200.75200.90FH WV PP SIGNWMGW 201.58 PC201.54201.29 TC200.82 FL200.81201.16200.1412"PINE SSMH 200.30198.85199.53 FL2 0 0 . 0 3 T X WM200.052 0 0 . 3 7 T X199.87 FL WVWV 202.90 PC205.39203.01202.78202.59202.02201.77201.56201.71201.40201.63201.74201.342 0 5 . 4202.3EXISTING RESIDENCEEXISTING RESIDENCEEXISTING GARAGE SET L&T RCE 30826 1.00' S'LY OF CORNER ON PROP. LINE PROD. TAG ELEV = 201.57' SET L&T RCE 30826 1.00' S'LY OF CORNER ON PROP. LINE PROD. TAG ELEV = 200.56' SET L&T RCE 30826 1.00' W'LY & 1.00' S'LY OF PROP. CORNER TAG ELEV = 202.16' FOUND L&T, (ILLEGIBLE TAG) ON TOP OF WALL 0.49' N'LY & 0.28' W'LY OF PROP. CORNER TAG ELEV = 205.42' TO FOUND S&W RCE 30826 @ PINE STREET PER PARCEL MAP NO. 70050 P.M.B. 378-25-26 TO FOUND S&W RCE 30826 @ PROSPECT AVENUE PER PARCEL MAP NO. 70050 P.M.B. 378-25-2660'30'30'30.00'30.00'DWY CONC. SIDEWALK CONC. CONC. CONC. 1 (34.90' P/L1 :130.00' P/L1 (34.90' P/L E'LY LINE OF INSTRUMENT NO. 20070256433 W'LY LINE OF INSTRUMENT INSTRUMENT NO. 96-11528 E'LY LINE OF LOT 10 W'LY LINE OF LOT 11 * 1 A = 4,537 SQ FT N'LY LINE OF INSTRUMENT NO. 20070256434 277.69' 72 1.ERODED SEDIMENTS AND OTHER POLLUTANTS MUSTBE RETAINED ON SITE AND MAY NOT BETRANSPORTED FROM THE SITE VIA SHEET FLOW,SWALES, AREA DRAINS, NATURAL DRAINAGE COURSEOR WIND.2.STOCKPILES OF EARTH AND OTHERCONSTRUCTION-RELATED MATERIALS MUST BEPROTECTED FROM BEING TRANSPORTED FROM THESITE BY WIND OR WATER.3.FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALSMUST BE STORED IN ACCORDANCE WITH THEIRLISTING AND ARE NOT TO CONTAMINATE THE SOILNOR THE SURFACE WATERS. ALL APPROVED STORAGECONTAINERS ARE TO BE PROTECTED FROM THEWEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELYAND DISPOSED OF IN A PROPER MANNER. SPILLSMAY NOT BE WASHED INTO THE DRAINAGE SYSTEM.4.EXCESS OR WASTE CONCRETE MAY NOT BE WASHEDINTO PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM.PROVISIONS SHALL BE MADE TO RETAIN CONCRETEWASTES ON-SITE UNTIL THEY CAN BE DISPOSED OF ASSOILED WASTE.5.TRASH AND CONSTRUCTION-RELATED SOLID WASTESMUST BE DEPOSITED INTO A COVERED RECEPTACLETO PREVENT CONTAMINATION OF RAINWATER ANDDISPERSAL BY WIND.6.SEDIMENTS AND OTHER MATERIALS MAY NOT BETRACKED FROM THE SITE BY VEHICLE TRAFFIC. THECONSTRUCTION ENTRANCE ROADWAYS MUST BESTABILIZED TO INHIBIT SEDIMENTS FROM BEINGDEPOSITED INTO THE PUBLIC WAYS. ACCIDENTALDEPOSITIONS MUST BE SWEPT UP IMMEDIATELY ANDMAY NOT BE WASHED DOWN BY RAIN OR BY ANYOTHER MEANS.BEST MANAGEMENT PRACTICES:A-1Scale: 1/4"=1'-0"Site Plan1.ALL SITE DRAINAGE SHALL BE TERMINATED AT PUBLIC WAYVIA NON-EROSIVE DEVICE PER HBMC.2.PROVIDE ROOF GUTTERS AND DOWNSPOUTS PER GREENBUILDING CODE SECTION 4.410.3.PROVIDE PEDESTRIAN PROTECTION PER CBC SECTION 3303DURING CONSTRUCTION.4.ALL UTILITIES SHALL BE UNDER GROUNDED, CONTACTSOUTHERN CALIFORNIA EDISON FOR THEIR REVIEW ANDAPPROVAL.5.4" WASTE LINE SHALL BE USED FOR SERVING 4 OR MOREWATER CLOSETS PER CPC TABLE 703.2 FOOTNOTE 46.PROJECT TO COMPLY WITH HBMC SECTION 8.44STORMWATER AND URBAN RUNOFF POLLUTION CONTROLREGULATIONS.7.ALL NEW FIXTURES SHALL BE WATER CONSERVING (CPC402.0)8.ANY WORK IN THE PUBLIC RIGHT-OF-WAY REQUIRES ASEPARATE PERMIT FROM PUBLIC WORKS DEPARTMENT.9.CONDUIT FROM ROOF TO ELECTRIC SERVICE PANEL IS ISPROVIDED FOR ALL UNITS.10.PLANTING MATERIALS LOCATED IN THE PUBLIC RIGHT OFWAY MAY HAVE TO BE SELECTED FROM A LIST OFAPPROVED PLANTS/TREES FROM PUBLIC WORKSDEPARTMENT.11.REMOVAL OF A TREE WITH A 12 INCH DIAMETER FROM THEPUBLIC-RIGHT-OF-WAY MAY REQUIRE APPROVAL FROMPUBLIC WORKS COMMISSION.200.56PC200.45199.87FLPL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKINGBUILDING FOOTPRINTPROPOSED EASEMENTTOC/TC:TOP OF CONCRETEEG:EXISTING GRADEPG:PROPOSED GRADEFS:FINISHED SLABTOG:TOP OF GRATETOW:TOP OF WALLFL:FLOOD LINESD:STORM DRAIN11.7%WALK2.1%9'-0"3'-6"(SET-BACK)UPDNUPDNUNIT BUNIT A13'-0"4'-6" (MIN. 3'-6" SETBACK)10'-0"(MIN. 5'-0" SETBACK)199.43' FFE@ DOOR199.39' FFE200.21' FFE5'-0"(MIN.3'-6"SETBACK)SHARED GUEST PARKINGAA-6OUTLINE OF FLOOR/DECKABOVEPROPOSED 2-UNITCONDO, 959 5TH ST.(SEPARATE PERMIT)11'-2" (9'-0" MIN) 5'-7"5'-7"COMMON DRIVEWAY, PROPOSED 5'-7" EASEMENT@ ADJOINING PROPERTIES (11'-2" DRIVEWAY, SHOWN HATCHED)CONC. WALKGRAVEL WALK PATIOPLPLPL5'-0"(SETBACK)198.80' FFE@ DOOR&$7&+%$6,1:68033803:$%6PIPE TO CURB (SUMP PUMP ON SEPARATE PERMIT)DN1% SLOPE 3%SLOPE4.2%SLOPE12'-2"3'-0"3'-0"1%SLOPENEW SHARED DRIVEWAYNEW 36" BOXTREE @ PARKWAY12.5%MAXIRON DUCTILE PIPE INPUBLIC RIGHT OF WAY5'-6"OUTLINE OF FLOOR ABOVEIMPERVIOUS SURFACE SHALL BE SLOPED AWAY FROMTHE BUILDING @ 2% MIN. SLOPE FOR A MIN. DISTANCEOF 10 FT.; LOT SHALL BE GRADED TO DRAIN SURFACEWATER AWAY FROM FOUNDATION WALLS-PERSECTION R401.3204.03' TOLOUTLINE OF FLOOR ABOVE203.98' TOW201.57' TOW202.09' TOC1% MIN.SLOPE201.42' TOC201.56' PG201.33' TOW201.83' TOW199.06' PG198.61' TOG2% MIN.SLOPE204.90' TOC204.85' TOG201.98' TOG202.47' TOC201.82' TOC28'-0"2% MIN.SLOPE1% MIN.SLOPE201.83' TOW2% MIN.SLOPE198.82' FSC199.43' FS199.63' FSNEW HANDRAILSDSDSDSDSDSDSD SD SD SD SD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SDSD199.81' FS1 (513.67'1 :130.00' P/L34.90' 5TH STREET200.00 TP NAIL200.50200.78202.12 PC 200.56 PC200.45200.752 0 0 . 9 0 FH WV PP SIGNWMGW 2 0 1 . 5 8 P C201.542 0 1 . 2 9 T C200.82 FL200.812 0 0 . 1 412"PIN E SSMH 200.30199.53 FL2 0 0 . 0 3 T X WM200.052 0 0 . 3 7 T X199.87 FLWVWV 202.90 PC205.39203.01 2 0 1 .56201.63201.74205.4202.3 SET L&T RCE 308261.00' S'LY OF CORNERON PROP. LINE PROD.TAG ELEV = 201.57'SET L&T RCE 308261.00' S'LY OF CORNERON PROP. LINE PROD.TAG ELEV = 200.56'SET L&T RCE 308261.00' W'LY & 1.00' S'LYOF PROP. CORNERTAG ELEV = 202.16'FOUND L&T, (ILLEGIBLE TAG)ON TOP OF WALL0.49' N'LY & 0.28' W'LYOF PROP. CORNERTAG ELEV = 205.42'30.00'30.00'CONC. SIDEWALK 1 (34.90' P/L1 :130.00' P/L1 (34.90' P/L 277.69'1% MIN.SLOPE2% MIN.SLOPE(E) PARKWAY TREE TO BEREMOVED, REQUIRES PUBLIC WORKSAPPROVAL20'-6"2% MIN.SLOPE 201.76' TOCUP200.28' PGSD 199.00' TOGDN199.45' PG200.80' PG198.93' TOG(E) MANHOLE COVER TOBE RELOCATED199.43FS2'-4"2'-4"5'-3"2'-0"3'-7"3'-6"3'-0"2'-0"4'-0"4'-6"4'-6"CONCRETE STRIPS W/6" WIDEPERMEABLE XGRASS SYNTHETIC TURFGRAVEL SIDEYARD W/CONC PAVERS1% MIN.SLOPE4'-6" (MIN. 3'-6" SETBACK)SHARED GUEST PARKING FORUNIT A & UNIT B OF 961 5TH STREET5'-0"(MAX. HEIGHT IS42" WITHINFRONT SETBACK)BA200.63PC200.53199.95FLPL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKINGDRIVEWAY PROFILESScale: 1/8"=1'-0"12.17%WALK2.1%199.43FS200.48PC200.37199.79FLPL17'-0"5'-0"10'-0"198.56FS198.82FSDRIVEWAYAPRONSIDE5TH STREET(12.5% MAX.)1%38'-6"GUEST PARKINGA11.3%WALK2.1%199.43FSNEW RECESSED SCREENED UTILITY METERS/BOXES/LINES/FIRE SPRINKLER CHECK VALVE/WATER MAINRISER AND SCREENING 36" MIN. CLEAR IN FRONTOF ELECTRICAL PANEL PER NEC 100-26 AND SCENEW 5' HIGH WOOD FENCECONCRETE PAVERS W/6" WIDEPERMEABLE XGRASS SYNTHETIC TURFPLANTER/ LANDSCAPE5'-0"NEW 5' HIGHWOOD FENCEW/ RETANING WALL199.40' PG199.90' PG28'-0"20'-6"28'-0"20'-6"20'-6"28'-0"11.3%11.7%12.17%1%1%1%2.1%2.1%2.1%NEW 5' HIGH WOODFENCE ATOP NEWRETAINING WALLPAGE:JOB NO:BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011PLANNING NOTES:BCLEGEND:199.53' TOLNEW DRIVEWAY APRONEXISTING ONSTREET PARKING73 ROOF MATERIAL @ FLAT (1/4:12):-3-LAYERS OF 15# FELT LAID W/19" OVERLAP, PER SECT. R905.2.2. HOT MOPPEDTHROUGHOUT W/GAFGLAS ENERGY CAP BUR MINERAL SURFACED CAP SHEET(WHITE)-NAIL BASE SHEET PER CBC TABLE 15-E-(MINMUM CLASS "A" ROOF REQUIRED)ATTIC/ROOF VENTILATION NOTES:(PER CRCR806.2)A- THE NET FREE VENTILATING AREA SHALL NOT BE LESS THAN:i. 1150 OF THE ATTIC SPACE (APPROX. 10 SQ. IN. FOR EACH 10 SQ. FT. OFATTIC AREA)ORii. 1300 PROVIDED A VAPOR RETARDER IS INSTALLED WITH A TRANSMISSIONRATE NOT EXCEEDING 1 PERM MEETING ASTM E96.B- TO ACHIEVE A "BALANCED" ATTIC VENTILATION SYSTEM, 50% OF THE REQUIREDVENTILATION AREA MUST BE LOCATED AT LEAST 3' ABOVE EAVE OR CORNICEVENTS WITH THE BALANCE PROVIDED BY EAVE OR CORNICE VENTS. IN NO CASESHOULD THE AMOUNT OF EXHAUST VENTILATION EXCEED THE AMOUNT OF INTAKEVENTILATION. CONSULT ATTIC VENTILATION MANUFACTURER(s) TO ENSURE/VERIFYPROPER PLACEMENT/QUANTITIES/TYPES/USE OF VENTS.C- OPENINGS SHALL HAVE CORROSION-RESISTANT WIRE MESH OR OTHERAPPROVED MATERIAL WITH 18" MIN. AND 14" MAX. OPENING.D- VENT AND INSULATION CLEARANCE. WHERE EAVE OR CORNICE VENTS AREINSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. A MINIMUM OFA 1-INCH (25 MM) SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THEROOF SHEATHING AND AT THE LOCATION OF THE VENT. (CRC SECT. R806.3)E- THE 2013 CALIFORNIA ENERGY CODE ALSO STATES THAT ATTIC SPACE SHALL BEPROVIDED WITH VENTILATORS EQUAL TO OR GREATER THAN 1 SQ. FT. FOR EVERY150 SQ. FT. OF ATTIC SPACE, WITH A MINIMUM 30% OF THE FREE VENTILATION AREAINSTALLED WITHIN 2' VERTICALLY OF THE RIDGE. (CF-1R-ALT FORM)F- RAFTERS MAY BE NOTCHED FOR CROSS VENTILATION PROVIDED THE NOTCHESAND ASSOCIATED SAW-BLADE OVER-CUTS DO NOT AFFECT THE STRUCTURALINTEGRITY OF THE RAFTERS. (SEE STRUCTURAL NOTES REGARDING NOTCHING &ALLOWABLE HOLES)A-1.1PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017Roof DeckRoof DeckOPEN TOBELOWOPEN TOBELOWCP#6: 231.95' MAXACTUAL: 231.95'CP#3: 231.56' MAXACTUAL: 231.13'130.00' P/L130.00' P/L34.90' P/L DNFuture SpaFuture SpaLocationLocationDN1/4:12SLOPE71/4:12SLOPE71/4:12SLO P E7 1/4:12SLOPE7TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360141414141414141/4:12SLOPE141414141/4:12SLOPE148'-0"8'-0"8'-0"8'-0"18'-5"4'-1"3'-5"18'-5"7'-6"25'-11"5'-2"6'-0"4'-10"3'-4"12'-6"10'-7"3'-8"1'-8"18'-2"314 SF308 SF202.12 PC 200.56 PC2 0 1 . 5 8 P C202.90 PC1/4:12SLOPE1/4:12SLOPE1/4:12SLOPE SLO P E 1 / 4 : 1 2SLOPE 1/4:12SLOPE1/ 4 : 1 2 S LO P E1/4:12SLOPE1/ 4 : 1 2 SL O P E 1/ 4 : 1 2 SL O P ECP#5: 231.53' MAXACTUAL: 230.39'CP#4: 231.34' MAXACTUAL: 231.13'CP#2: 231.13' MAXACTUAL: 231.13'ACTUAL: 229.57'CP#7: 232.48' MAXACTUAL: 231.95'7'-1"17'-4"2'-6" 3'-6" 19'-4" 26'-0" 1'-0" O/HANG2'-6"3'-6"(SETBACK) 34.90' P/L 5'-6"(MIN 3'-6"SETBACK) 4'-6" (MIN. 3'-6" SETBACK)7'-0"5'-0"(MIN. 3'-0"SETBACK)1'-6" O/HANG 4'-0" 5'-0"2'-6"5'-9"1'-6"3'-6" (SETBACK)DECKBELOWFLAT ROOFAREA IFLAT ROOFAREA IAREA IIFLAT ROOFAREA IIFLAT ROOFCP#8: 232.58' MAXACTUAL: 228.39'CP#9: 232.31' MAXACTUAL: 228.39'CP#10: 231.86' MAXACTUAL: 229.57'ACTUAL: 227.57'29'-11" 30'-5"38'-0"30'-11"39'-6"57'-8"75'-6"84'-6"90'-6"16'-11"2'-6"2'-6" 12"1'-6"6"2'-0"18'-11"2'-0"2'-0"5'-0"2'-0"Scale: 1/4"=1'-0"Roof Plan109'-0"25'-8"CP#12: 231.72' MAXACTUAL: 231.72'CP#13: 230.95' MAXACTUAL: 230.95'3'-0"ROOF NOTES:CP#11: 231.63' MAXCP#1: 230.72' MAXDIRECT VENT (SEE DETAIL 2/A-8)DIRECT VENT (SEE DETAIL 2/A-8)109'-6"(100 SF OPEN SPACE)(100 SF OPEN SPACE)10'-0"SETBACK1'-6"74 A-1.2PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017UPDN9595TH STREET199.32 PC1 9 9 . 0 2 1 9 8 . 7 0 T X198.18 FL198.62 FL200.051 (34.90' P/L 1 ( 34.90' WM (E) DWY PATIOPLUPDNPATIOPL2% MIN.SLOPE1 (513.67' 34.90'200.00 TP NAIL200.50200.78200.56 PC200.45200.752 0 0 . 9 0 FH WV PP SIGNWMGW 2 0 1 . 5 8 P C201.542 0 1 . 2 9 T C200.82 FL200.81201.1612"PIN E SSMH 200.30199.53 FL2 0 0 . 0 3 T X WM 2 0 0 . 3 7 T X199.87 FLWVWV 201.7430.00'30.00'CONC. SIDEWALK 1 (34.90' P/L 277.69'EXISTING ONSTREET PARKING3'-0"3'-0"22'-10"12'-2" 1 (513.67' 166.18'34.90' 2 0 0 . 0 0 T P N A I L 200.50200.78201.09200.56 PC200.45200.75200.90 FH WV PP 2 0 0 . 1 4 12"PINESSMH 200.30198.85199.32 PC199.02198. 7 0 T X198.18 FL198.62 FL199.53 FL200. 0 3 T X WM200.05200. 3 7 T X199.87 FLWVWV30.00'30.00'DWYDWYCONC. SIDEWALK1 (34.90' P/L 1 (513.67' 34.90' 2 0 0 . 0 0 T P N A I L 200.50200.78201.09200.56 PC200.45200.75200.90 FH WV PP SIGNWMGW 201.58 PC201.54201. 2 9 T C200.82 FL200.81201.162 0 0 . 1 4 12"PINESSMH 200.30199.53 FL200. 0 3 T X WM200.05200. 3 7 T X199.87 FLWVWV 201.3430.00'30.00'DWYCONC. SIDEWALK CONC.1 (34.90' P/LScale: 1/4"=1'-0"Existing On Street ParkingEXISTING ONSTREET PARKING9'-0"2'-3"2'-3"10'-1"2'-0"32'-4"2'-7"8'-0"28'-9"ON-STREET PARKING:EXISTING:GAIN:LOSS:RELOCATION:110012'-2"28'-9"EXISTING RED CURB(SHOWN HATCHED)EXISTING RED CURB(SHOWN HATCHED)EXISTING RED CURB(SHOWN HATCHED)961EXISTING SPACENEW SPACEScale: 1/4"=1'-0"Proposed On Street ParkingEXISTING MANHOLECOVER TO BE RELOCATED(E)12" PINE TO BE REMOVED,PUBLIC WORKS APPROVALREQUIRED75 A-1.3Scale: 1/4"=1'-0"Landscape Plan5TH STREET130.00' P/L34.90' P/L 34.90' P/L PL130.00' P/LCity of Hermosa Beach LandscapingRequirementsLot Square Footage:4,537 sq. ft.Building Footprint:2,044 sq. ft.*Landscape/Hardscape Area = Lot Sq. Ft. - Building Footprint 4,537 sq. ft. - 2,044 sq. ft. = 2,493 sq. ft.A maximum 20% of landscape/hardscape area can have high water usage plantsas defined by Water Use Classification of Landscape Species (WUCOLS) forRegion 3.Max Area of High Water Use Plants = Landscape/Hardscape Area x 20% = 2,493 sq. ft. x 20% = 498.6 sq. ft.(provided) 0 sq. ft. < 498.6 sq. ft. max. OKPermeable/Landscape (991 sq. ft.+376 sq. ft.) / *2,493 sq. ft. = 54.8% OKPermeable areas (991 sq. ft.)Hardscape areas (1,126 sq. ft.)Landscaped areas (376 sq. ft.)Lot Area = 4,537 sq. ft.Building Footprint (2,044 sq. ft.)Symbol:VegetationType:BotanicalName:CommonName:Regional Eval.Water Needs:Size:Diameter(planting/matured):Height(planting/matured):Quantity:GALVEZIA SPECIOSAFIRECRACKERISLAND SNAPDRAGONVERY LOWTREEACACIACULTRIFORMIS LOWKNIFELEAF ACACIA10'-0" TO 15'-0"1-224X24 BOX72FLOWER2'-0" TO 3'-0"3'-0" WIDE5 GALLONSHRUBEURYOPS PECTINATUS LOWEURYOPS/SHRUB DAISY9"-12"5 GALLONMASS PLANTING(3-4 FT APART)10-1515-20NOTE: IRRIGATION SYSTEM AND SPECIFICATIONS TO BE PROVIDED BY LANDSCAPE CONTRACTOR8.56. 070 Water Conservation Requirements. The following water conservation requirements shall apply to all persons: A. Landscaping. 1. Watering hours and duration. No lawn or landscaped area shall be irrigated or watered by anymeans between the hours of 9:00 a.m. and 6:00 p.m. on any day. Above-ground spray irrigation orwatering shall not exceed fifteen (15) minutes per irrigation station or area. This provision shall not applyto drip irrigation systems, use of a hand-held bucket or similar container, use of a hand-held hoseequipped with a positive action quick-release shutoff valve or nozzle, irrigation necessary to establishnewly planted low water usage plants, or water expended for limited periods of time necessary forirrigation system maintenance or leak repair. 2. Over-watering: No lawn or landscaped area shall be irrigated or watered to the point whereexcess water ponds, sprays or runs off the lawn or landscaped area onto any walkways, sidewalks,driveways, streets, alleys or storm drains. 3. Irrigation during rainfall: No lawn or landscaped area shall be irrigated or watered during rainfallor within 24 hours after measurable rainfall. 4. Landscape maintenance: All lawns and landscaping shall be regularly maintained to reducewater use by such methods as aerating, thatching and mulching. 5. Landscape irrigation system maintenance: Landscape irrigation systems shall be regularlyinspected, maintained and repaired to eliminate leaks, remove obstructions to water emission devicesand eliminate over spraying. B. Pools and spas. New pools and spas shall be equipped with a cover. Not later than July 1, 2012, allexisting pools and spas shall be constructed, installed or equipped with a cover. Pools and spas shall becovered overnight and daily when use is concluded. C. Water fountains and decorative water features. No person shall operate a fountain or otherdecorative water feature that does not recycle or re-circulate the water utilized by the device. D. Cleaning. No person shall use water to wash or clean any sidewalks, walkways, patios, driveways,alleys, parking or similar areas, whether paved or unpaved; however, use of water brooms or pressurewashers or similar low flow technology, or water recycling systems to clean these surfaces, is permitted.In no case shall such water run off the property or drain onto any walkways, sidewalks, streets, alleys orstorm drains. E. Car washing. No person shall use water to wash or clean any motorized or un-motorized vehicle,including, but not limited to, an automobile, truck, boat, van, bus, motorcycle, trailer or similar vehicle,except by use of a bucket or similar container or a hand-held hose equipped with a positive actionquick-release shutoff valve or nozzle. This subsection shall not apply to any commercial car washingfacility that uses a water recycling system to capture or reuse water. F. Waste and leaks. No person shall: 1. Cause, permit or allow water to leak from any exterior or interior pipe, hose or plumbing fixture. 2. Cause, permit or allow water to flow from any source on private or public property ontowalkways, sidewalks, streets, alleys or storm drains, except as a result of rainfall or pumping excessivegroundwater infiltration, such as by means of a sump pump. 3. The use of water for cleaning, washing and other uses shall be performed in an efficient mannerto reduce waste and total water use.8.60. 060 Standards for New Landscape.´1HZODQGVFDSHDVGHILQHGLQ6HFWLRQVKDOOEHGHVLJQHGDQGPDQDJHGWRXVHWKHminimum amount of water required to maintain plant health. New landscape shall comply with all ofthe requirements in Sections 492.6 through 492.15 of the Model Efficient Ordinance and the following,whichever is more restrictive, unless an exception is granted pursuant to Section 8.60.050(D). A. Plant material. 1. Plant species and landscape design shall be adapted to the climate, soils, topographicalconditions, and shall be able to withstand exposure to localized urban conditions such as pavementheat radiation, vehicle emissions and dust, and urban runoff. Water conserving plant and turf speciesshall be used. 2. Plant species or specifications shall comply with any official list of species, guidelines orregulations adopted by the City to the extent that such lists, guidelines or regulations do not conflictwith this Chapter 3. `Plants listed in the current Invasive Plant Inventory for the southwest region by the CaliforniaInvasive Plant Council or similar source acceptable the Community Development Director areprohibited, except for known non-fruiting, non-invasive, sterile varieties or cultivars. Plants known to besusceptible to disease or pests in this Climate Zone six (6) shall not be used. 4. The landscape area of projects proposing exclusively commercial or industrial uses shall bedesigned using exclusively water conserving plants. Single family residential, multi-family residential,mixed use and institutional use projects shall be designed with not more than twenty (20) percent ofthe total landscaped area in turf or high water use plants in the Water Use Classification for LandscapeSpecies (WUCOLS). Turf may be used as a bio-swale or bio-filter or for functional purposes such asactive recreational areas as determined by the Community Development Director. Public agenciesshall be exempt from this requirement. 5. Turf shall not be allowed on slopes greater than twenty (20) percent. Where the toe of the slopeis adjacent to an impermeable surface, alternatives to turf should be considered on slopes exceedingtwenty (20) percent, meaning one (1) foot of vertical elevation change for every five (5) feet ofhorizontal length. Approved turf areas may be watered at 1.0 of the reference evapotranspiration(ETo). 6 .Planted areas shall be covered with a minimum of two (2) inches of organic mulch, except inareas covered by groundcovers or within twenty-four (24) inches of the base of a tree, or where areduced application is indicated. Additional mulch material shall be added from time to time asnecessary to maintain the required depth of mulch. 7. Species and landscape design shall complement and to the extent feasible in compliance withthis Chapter be proportional to the surroundings and streetscape and incorporate deciduous trees toshade west and south exposures. Landscaping shall not interfere with safe sight distances for vehiculartraffic, the vision clearance in Section 17.46.060, height restrictions for hedges in 17.46.130, pedestrianor bicycle ways, or overhead utility lines or lighting. B. Water features, pools and spas. 1. Recirculating water systems shall be used for water features. Where available, recycled watershall be used as a source for decorative water features. 2. Pools and spas shall be equipped with a cover and covered overnight and daily when use isconcluded. C. Grading and runoff. Landscape design shall minimize soil erosion and runoff. 1. Grading plans shall avoid disruption of natural drainage patterns to the extent feasible. 2. Grading plans shall demonstrate that normal rainfall and irrigation will remain within theproperty lines and not drain onto impermeable surfaces, walkways, sidewalks, streets, alleys, gutters, orstorm drains. 3. Plans and construction shall protect against soil compaction within landscape areas. 4. Stormwater best management practices to minimize runoff, to increase on-site retention andinfiltration, and control pollutants shall be incorporated into project plans. Rain gardens, cisterns,swales, structural soil, permeable pavement, connected landscape areas, and other landscapefeatures and practices that increase onsite rainwater capture, storage and infiltration, emphasizingnatural approaches over technology-based approaches that require ongoing maintenance, shall beconsidered during project design. Plans and practices shall comply with Chapter 8.44. D. Irrigation systems. 1. An automatic irrigation system using either evapotranspiration or soil moisture sensor data, witha rain shut-off sensor, shall be installed. Drip irrigation emitters shall emit no more than two (2) gallonsper hour. 2. An average landscape irrigation efficiency of 0.71 shall be used for the purpose of determiningMaximum Applied Water Allowance. Irrigation systems shall be designed, maintained, and managedto meet or exceed this efficiency. Landscapes using recycled water are considered Special LandscapeAreas, where the ET Adjustment Factor shall not exceed 1.0. 3. The irrigation system shall be designed to prevent water waste resulting in runoff, overspray, orsimilar conditions where irrigation water ponds or flows onto non-irrigated areas, walkways, sidewalks,streets, alleys, gutters, storm drains, adjacent property, or similar untargeted areas. Runoff to otherpermeable or impermeable surfaces shall not be allowed. 4. Narrow or irregularly shaped areas, including turf less than eight (8) feet in width in any direction,shall be irrigated with subsurface irrigation or low volume above-ground irrigation system. 5. Overhead irrigation shall not be permitted within two (2) feet of any impermeable surface. Drip,drip line, or other low flow non-spray technology shall be used. 6. All sprinklers shall have matched precipitation rates within each valve and circuit. All irrigationsystems shall be designed to include optimum distribution uniformity, head to head spacing, andsetbacks from sidewalks, pavement and impermeable surfaces. 7. All irrigation systems shall provide backflow prevention devices in accordance with the currentedition of the California Building/Plumbing Code and check valves at the low end of irrigation lines toprevent unwanted draining of irrigation lines. Pressure regulators may be required if the pressure at theVSULQNOHUKHDGH[FHHGVWKHPDQXIDFWXUHU·VUHFRPPHQGHGRSWLPDORSHUDWLQJSUHVVXUH 8. Reclaimed water and graywater irrigation systems shall be used when reasonably feasible andshall conform to the current edition of the California Building/Plumbing Code, and all other applicablelocal, state and federal laws. E. Irrigation system hydrozones. 1. The irrigation system shall conform to the hydrozones of the landscape design plan. 2. Each hydrozone shall have plant materials with similar water use, with the exception ofhydrozones with plants of mixed water use where the plant factor of the higher water using plant isused for calculations. No hydrozone shall mix high and low water use plants. 3. Sprinkler heads and other emission devices shall be appropriate for the plant type within thathydrozone. Where feasible, trees shall be placed on separate valves from turf, shrubs andgroundcovers. 4. No landscape plan or restriction of any type, including those applicable to common interestdevelopments such as condominiums, shall prohibit or include conditions that have the effect ofprohibiting native or water conserving plants. F. Landscape and irrigation maintenance. 1. All landscape and related elements shall be designed and properly maintained to insurelong-term health and shall maintain conformance with the requirements of this Chapter. 2. Irrigation scheduling shall be regulated by automatic irrigation controllers. 3. Watering hours and duration shall be scheduled compliant with the requirements of Chapter8.56. 4. A regular maintenance schedule shall include, but not be limited to, routine inspection,adjustment and repair of the irrigation system, aerating and dethatching turf areas, replenishing mulch,fertilizing, pruning, weeding and removing any obstruction to emission devices. 5. Repair of all irrigation equipment shall be promptly undertaken, using the originally installedcomponents, or equivalent or enhanced components compatible with the irrigation system. 6. Landscape areas shall be permanently maintained and kept free of weeds, debris and litter;plant materials shall be maintained in a healthy growing condition and diseased or dead plantmaterials shall be replaced, in kind, pursuant to the approved plans within thirty (30) days. Alternatively,diseased or dead plant materials may be replaced with plant materials that have low water needs, asrated in the current edition of the Water Use Classification of Landscape Species. 7. The use, storage and disposal of all landscape and lawn care products shall comply with allPDQXIDFWXUHU·VVSHFLILFDWLRQVDQGDSSOLFDEOHODZVDQGPLQLPL]HWKHGLVFKDUJHRISROOXWDQWVWRWKHenvironment. G. Notwithstanding the requirements of this Section, landscape design and maintenance shalladditionally comply with the requirements of Chapters 8.44 and 8.56, Title 17 (Zoning), any otherapplicable provisions of this code, and the requirements of a development permit, whichever is morerestrictive.Water Permeable Surfaces:A4.106.4 Water permeable surfaces.¬¬¬¬8WLOL]HZDWHUSHUPHDEOHVXUIDFHVHJSHUPHDEOHSDYLQJRUODQGVFDSLQJRQQRWOHVVWKDQof the exterior surface areas (excluding building footprints) that are disturbed by the project.Subsurface infiltration alternatively may be used, designed to infiltrate the volume of runoffproduced by a 0.75 inch storm event. A maintenance agreement for infiltration or an annual fee forpostconstruction treatment control measures in lieu of infiltration may be required in an amountestablished by resolution of the City Council.¬¬¬¬'LUHFWUXQRIIIURPWKHUHPDLQGHURIDOOLPSHUPHDEOHVXUIDFHVRQWKHSURMHFWVLWHLQFOXGLQJURRIrunoff and downspouts from roofs, onto permeable areas or into a subsurface infiltration systemdesigned to infiltrate the volume of runoff produced by a 0.75 inch storm event. A maintenanceagreement for infiltration or an annual fee for postconstruction treatment control measures in lieu ofinfiltration may be required in an amount established by resolution of the City Council.Exception: Required accessible routes for persons with disabilities as required by California Code of5HJXODWLRQV7LWOH3DUW&KDSWHU$DQGRU&KDSWHU%DVDSSOLFDEOHµ973 sf1,071 sf813 sf23 sf27 sfPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-20175'-1"3'-0"18'-0"20'-6"28'-0"20'-6"10'-8"7'-3"17'-0"22 sf102 sf44 sf59 sf174 sf10 sf814 sf63 sf10 sf129 sf15'-6"6'-0"6'-0"62'-6"40'-0"4'-0"21'-0"13'-4"5'-0"9'-8"15'-6"3'-0"26'-11"3'-0"7'-1"7'-8"2'-4"3'-6"3'-6"3'-0"10'-1"3'-0"3'-6"8'-6"6" 13"5'-0" 5'-7" 6'-1" 25'-5"4'-0"5'-6"1'-6"4'-0"14"3'-0"1'-4" 1'-2"3'-0"1'-4" 8"3'-0"1'-4" 1'-6"3'-0"1'-4" 1'-4"3'-2"2'-0"8'-6"11'-6"2'-4"6'-1" 2'-6"2'-0"4'-0"103 sf88 sf85 sf20 sf24 sf9 sf8 sf18 sf5 sf83 sf188 sf14 sf20 sf8 sf15 sf18 sf53 sf127 sf6 sf40 sf6 sf6 sf16 sf14 sf25 sf7 sf9 sf76 1TEMPERED SHOWER ENCLOSURE, GLASS TO BE PERMANENTLY LABELED AS SUCH.272" HIGH TILE SURROUND345UPPER CABINETRY WITH ADJUSTABLE SHELVES.678AUTO GARAGE DOOR OPENERSHELF & POLE AS REQUIRED16'-6" X 7'-0" WOOD SECTIONAL ROLL-UP GARAGE DOORS910111213TANKLESS WATER HEATERHANDRAIL, HEIGHT OF HANDRAIL TO BE BETWEEN 34"-38" ABOVENOSING LINE OF STAIRS. ALSO SEE FOOTNOTE #9 (SEE DETAIL?/A-?)BUILT-IN CABINETRY1. FACTORY-BUILT FIREPLACE HEARTHS, MANTLE AND CLEARANCES SHALLCONFORM WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS ANDCONDITIONS OF LISTING. (LABC 2008, 3102.1, 3102.5.1 & 2)2. WINDOWS IN ALL BEDROOMS MUST PROVIDE: MINIMUM 5.7 SQUARE FEET OFOPENABLE AREA, MINIMUM CLEAR WIDTHOF 20" MINIMUM CLEAR HEIGHT OF 24"AND HAVE A FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR.3. GAS-FIRED WATER HEATERS REQUIRE TWO 100 SQUARE INCHES NET AIROPENINGS EACH WITHIN 12" OF FLOOR AND CEILING AND MINIMUM 2' WIDEDOOR.4. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AS REQUIRED TO REDUCEADDITIONAL RUN OFF ONTO NEIGHBORING PROPERTIES AND REDUCE UNDERFLOOR INFILTRATION. (CBC 1506)5. RETURN AND SUPPLY DUCTS IN GARAGES THAT PENETRATE WALLS OR CEILINGBETWEEN GARAGE AND DWELLING SHALL BE 26 GA. STEEL MINIMUM OR SHALLHAVE LISTED FIRE AND SMOKE DAMPERSAND SHALL BE EITHER INTERNALLY OREXTERNALLY INSULATED WITH A MINIMUM OF R-4.2 INSULATION WITH NOOPENING INTO THE GARAGE PER SECTION R302.5.2 (LABC 2008, EXCEPTION 3)6. A FURNACE OR HOT WATER HEATER "B" VENT FLUE PASSING THROUGH WALLS ORCEILINGS SHALL NOT BE CLOSER THAN 1" TO COMBUSTIBLES INCLUDINGSHEETROCK AND SHALL BE INSTALLED WITH A METAL COLLAR AROUND THE FLUEAT THE POINT OF PASSAGE THROUGH WALL OR CLG. (CBC 710,2)7. SEAL ALL PENETRATIONS IN WALLS BETWEEN GARAGES AND DWELLING WITHNON-COMBUSTIBLE FIRE RATED MATERIAL. (CBC 709.6)8. ALL GLAZING WITHIN DOORS AND PANELS IN SHOWER AND TUB ENCLOSURESAND WINDOWS LESS THAN 60" ABOVE A STANDING SURFACE OR DRAIN INLETSHALL DISPLAY A SAFETY OR TEMPERED LABEL. (CBC 2406.2 & 4.5)9. STAIRWAY HANDRAIL HEIGHT SHALL BE 34" TO 38" MEASURED FROM THE STAIRNOSING: RAIL ENDS SHALL TERMINATE AT POSTS OF SAFETY TERMINALS. (CBC1003.3.3.6)10. GUARDRAILS 42" HIGH MIN. SHALL BE INSTALLED AT ANY DECK, PORCH, OROTHER ELEVATED AREA HIGHER THAN 30". PER CBC11. CERTIFICATES OF INSTALLATION (CF2R-ENV, CF2R-LTG AND CF2R-MECH) SHALLBE COMPLETED BY THE APPLICABLE CONTRACTORS INSTALLINGENERGY FEATURES. WHEN COMPLIANCE REQUIRES HERS FIELDVERIFICATION AND/OR TESTING, ALL CF2R FORMS SHALL BE SUBMITTEDELECTRONICALLY TO AN APPROVED HERS PROVIDER DATA REGISTRY. THE CF2R FORMS SHALL BE POSTED AT THE JOB SITE IN A CONSPICUOUS LOCATION.12. CERTIFICATE OF VERIFICATION (CF3R) SHALL BE COMPLETED, REGISTERED, ANDSIGNED/CERTIFIED BY THE HERS RATER. THE REGISTERED CF3R FORM SHALL BEMADE AVAILABLE TO THE BUILDING DEPARTMENT AND BUILDER.13. CONTRACTOR SHALL PROVIDE COPIES OF THE CA GUIDE TO HOME COMFORT &ENERGY SAVINGS, CF-1R, MF-1R & CF-6R & IC-1 FORMS TO THE BUILDINGOWNER.14. COMPARTMENT DIMENSIONS 12" WIDER THAN UNIT, 3" MIN. CLR. ON SIDES ANDBACK, 6" MIN. CLR. FROM FRONT TO COMBUSTION AIR INTAKE. [315.1 CMC].15. W/H: AREA OF COMBUSTION AIR OPENINGS 1 SQ. INCH PER 5,000 BTU. 1 SQ.INCH PER 1,000 BTU (100 MIN.) IN CONFINED SPACES. HALF OF OPENING AREAWITHIN 12" OF CEILING AND HALF 12" FROM FLOOR.16. COMBUSTION AIR FROM ATTIC THROUGH 26-GA. GALVANIZED STEEL SLEEVE TO6" ABOVE CEILING JOISTS WITHOUT A SCREEN. PROVIDE ADEQUATE OPENINGSTO ATTIC [704 CMC].17. COMBUSTION AIR DIRECTLY FROM OUTSIDE WITH 14" SCREEN [707 CMC]. ONESQUARE INCH PER 4,000 BTU AND ONE SQUARE INCH PER 2,000 FORHORIZONTAL DUCTS, NOT ALLOWED IN ANY BEDROOM, BATHROOM, ORCLOSET THAT OPENS INTO ONE OF THESE.18. COOKING EQUIPMENT MUST BE LISTED FOR RESIDENTIAL USE.19. A FACTORY BUILT FIREPLACE SHALL HAVE THE FOLLOWING:A) CLOSEABLE METAL OR GLASS DOORS COVERING THE ENTIRE OPENINGOF THE FIREBOX;B) A COMBUSTION AIR INTAKE TO DRAW AIR FROM THE OUTSIDE OF THEBUILDING DIRECTLY INTO THE FIREBOX, WHICH IS AT LEAST SIX SQUAREINCHES IN AREA AND IS EQUIPPED WITH A READILY ACCESSIBLE, OPERABLE,AND TIGHT-FITTING DAMPER OR COMBUSTION-AIR CONTROL DEVICE(EXCEPTION: AN OUTSIDE COMBUSTION-AIR INTAKE IS NOT REQUIRED IF THEFIREPLACE WILL BE INSTALLED OVER CONCRETE SLAB FLOORING AND THEFIREPLACE WILL NOT BE LOCATED ON AN EXTERIOR WALL.); AND C) A FLUE DAMPER WITH A READILY ACCESSIBLE CONTROL. (TITLE 24, PART 6,CHAPTER 7, SECTION 150 (E))20. INSTALL ENERGY STAR RATED APPLIANCES21. PENETRATIONS IN FIRE-RESISTANCE-RATED WALLS SHALL COMPLY WITH CRCR302.4. PENETRATIONS SHALL BE FIRE-STOPPED BY A SYSTEM INSTALLED ASTESTED IN ACCORDANCE WITH ASTM E 814 OR UL 1479, AND SHALL HAVE AN FRATING OF NOT LESS THAN THE REQUIRED FIRE-RESISTANCE-RATING OF THE WALLPENETRATED. (CRC R302.4.1.2)22. JOINTS INSTALLED IN OR BETWEEN FIRE-RESISTANCE-RATED WALLS, FLOOR ORFLOOR CEILING ASSEMBLIES AND ROOFS OR ROOF/CEILING ASSEMBLIES SHALLBE PROTECTED AN APPROVED FIRE-RESISTANT JOINT SYSTEM WITH AFIRE-RESISTASNCE RATING NOT LESS THAN THAT OF THE ASSEMBLY IN WHICH IT ISINSTALLED. (CBC 714.1)23. FIREBLOCKING SHALL BE INSTALLED IN COMBUSTIBLE CONCEALED LOCATIONSIN ACCORDANCE WITH CRC R302.11 IN THE FOLLOWING LOCATIONS:A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDINGFURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, ASFOLLOWS: i. VERTICALLY AT THE CEILING AND FLOOR LEVELS. ii. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL STUD WALL ORPARTITION SPACES AND CONCEALED HORIZONTAL SPACES CREATED BY ANASSEMBLY OF FLOOR JOISTS, AND BETWEEN CONCEALED VERTICAL ANDHORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, COVECEILINGS AND SIMILAR LOCATIONS.C. WHERE ANNULAR SPACE PROTECTION IS PROVIDED IN ACCORDANCE WITHCRC R302.4 FIRE BLOCKING SHALL BE INSTALLED AT OPENINGS AROUND VENTS,PIPES, DUCTS, CHIMNEYS AND FIREPLACES WITH AN APPROVED MATERIAL TORESIST THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION.(CBC 717.2.5, R1003.19)24. WALL, AND CEILING SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS INCRC R302.9.FLOOR PLAN NOTES FLOOR PLAN KEYNOTESDECK DRAIN (SEE DETAIL ?/A-?)PROVIDE DRIP PAN/FLOOR DRAIN PER CPC SECTION 804.1A-2ELEVATOR (DOOR TO BE SELF CLOSING W/SMOKE SEALS, 1-HRRATED) SHAFT WALLS TO BE 1-HR FIRE RATED. PROVIDE TYPE "X"GYPSUM BOARD ON ALL WALLS. (SEE DETAIL ?/A-?)OUTLINE OF FLOOR/ DECK ABOVEElev.101Bath1062 Car Garage100Bedroom105Foyer104Laundry107WDElev.103WDLaundry1052 Car Garage104Bath106Bedroom107100FoyerHallway199.39' FFE200.21' FFEScale: 1/4"=1'-0"First Floor Plan198.80' FFE@ DOOR199.43' FFE@ DOORStor.101Stor.103UPUP5TH STREETAA-636598965141872Drop Off342315'-6"5'-0"5'-2"7'-3"38'-2"28'-0"21'-0"2'-11"2'-3"4'-6"7'-0"6'-6"6'-0"12'-6"5'-6"3'-0"8'-6"20'-6"41'-6"28'-0"20'-6"45'-5"10'-8"14'-3"4'-10"5'-10"4'-1"7'-1"14'-9"3'-4"7'-10" 3'-5"16'-6"12" 20'-11" 1'-6" 6"ONE HOUR FIRE RESISTIVE MATERIALSARE TO BE USED ON ALL WALLS, CEILINGS,POSTS, AND BEAMS ADJACENT TO ORSUPPORTING THE DWELLING, 58" TYPE "X"GYPSUM BOARD @ GARAGE/STORAGE RM.(TYP.)STORAGE18'-6"4'-10"15'-2"20'-0"GARAGE FLOOR SHALL BE APPROVEDNON-COMBUSTIBLE MATERIAL AND SHALLSLOPE TO FACILITATE THE MOVEMENT OFLIQUIDS TO A DRAIN OR TOWARDS THEMAIN VEHICLE ENTRY DOORWAY PER CBCSECTION 406.1.3ENCLOSED USABLE SPACEUNDER STAIRS TO BE 1-HRFIRE RATED. PROVIDE 58"TYPE "X" GYPSUM BOARDON ALL WALLS AND CLGS.10'-3"L X 2'-0"W X 9'-3"H = 190 C.F.STORAGE30" MIN.CLEAR30" MIN.CLEAR10'-1"5'-0"5'-1"(MIN. 5'-0"SETBACK)5'-6"3'-6"(SETBACK)18'-1"2'-0"20'-0"11234556677888111121212131399ALL EXTERIOR WALLS TO BE 2X6TO ACCOMMODATE R-19 INSULATION131% MIN.SLOPE1% MIN.SLOPE1% MIN.SLOPE34'-4"7'-4"16 RISERS @ 7 1/8"14 TREADS @ 12"16 RISERS @ 7 1/8"14 TREADS @ 12".5"1.5"ENCLOSED USABLE SPACEUNDER STAIRS TO BE 1-HRFIRE RATED. PROVIDE 58"TYPE "X" GYPSUM BOARDON ALL WALLS AND CLGS.O/Hood Storage2'-0"Wx 9'-0"L x 3'-6"H= 63 C.F.543'-7"725'-11"20'-6"213'-10"4'-0"2'-1"41'-6"102199.21' FFE@ PIT5'-6" 3'-6"5'-0" (MIN. 3'-6" SETBACK)12'-10"2'-4"7'-0"2'-9"22'-8"10'-0"26'-5" 16'-6"5'-4" 23'-4"6'-1"5'-6"198.39' FFE@ PIT4'-0"4'-0"9'-2"7'-2" 16'-4"8'-0" 24'-4"4'-6" (MIN. 3'-6" SETBACK) 6'-1" 5'-7" 1'-0"Elev.202Bedroom203MasterBedroom200Bedroom206Closet205MasterBath201Bathroom204MasterScale: 1/4"=1'-0"Second Floor PlanUPDNAA-6HallwayElev.200Bedroom202MasterBedroom207Bedroom206Closet204MasterBathroom203MasterBath2051615141312121110978910517186413111715141612201922111320191813122 22118 2111162310614172'-10"7'-0"2'-1"5'-2"16'-0"4'-0"7'-2"3'-5"10'-0"3'-5"16'-10"24'-0"4'-6"48'-6"13'-0"56'-6"46'-2"10'-4"2'-6"8'-0"4'-6"12'-6"5'-4"5'-0"7'-6"96'-0"4'-0"4'-0"6'-2"5'-8"11'-10"2'-6"10'-8"5'-6"5'-2"3'-9"4'-1"7'-10"2'-10"2'-6"5'-4"2'-1"6'-3"8'-4"46'-6".5"2'-0"15'-6"51'-0"5'-0"14 TREADS @ 12"13'-0"2'-6"8'-6"12'-4"14'-8"6'-6"6'-6"8'-10"3'-6"2'-6"9'-6"2'-8"6'-7"6'-1"2'-10"2'-6"3'-10"4'-0"12'-9"5'-4"7'-10" 8'-7" 12'-1"14'-10" 7'-4"7'-6" 6'-11"7'-7"6'-9" 13'-1"14'-3" 19'-5" 19'-5" 9'-8"9'-8" 7'-6" 12"Bath2085TH STREET30" MIN.CLEAR30" MIN.CLEARDeckDeck203Hallway15UPDN5'-6"3'-6"(SETBACK)5'-0"5'-1"(MIN. 3'-0"SETBACK)7'-0"7'-0"4'-6"3'-6" (SETBACK)111122221245'-4"510"55510105558895'-4"9SOAKER TUBTILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360SOAKER TUB TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360.5"16 RISERS @ 7 1/8"16 RISERS @ 7 1/8"14 TREADS @ 12"6"25'-11"13'-6"3'-6" 4'-0" (MIN. 3'-6" SETBACK) 4'-6" (MIN. 3'-6" SETBACK) 3'-6" 3'-6" 26'-11"72'-9"2'-5"7'-0"5'-6"5'-2"1'-6"3'-0"2'-4"1'-9"3'-10"4 1/8"7"6"3'-0"UNIT AUNIT B22'-9"5'-6"6'-3" 30" MIN CLEAR 30" MIN CLEAR 30" MIN CLEAR 5'-0"7'-0"4'-10"3'-6"4'-0"14'-9"2'-6"6'-4"1'-4"20'-0"4'-0"3'-10"3'-4"6'-3"8'-6"1'-9"3'-10"5'-2"4'-4"5'-5"2'-2"4'-0"2'-2"9'-3"14'-8"8'-6"7'-0"204.98' FFE1'-8"13'-0"5'-2"4'-6"2'-6"3'-4"5'-0"4'-0"8'-10"7'-6"2'-6"5'-0"4'-4"3'-6"3'-8"9'-5" 5'-0"4'-4"2'-1"4'-0"3'-8"7'-9" 3'-10"4'-0"7'-7"11'-5" 6"8'-8"1'-10"3'-8"6'-8"2'-6"13'-6"9'-4"5'-0"1/4:12SLOPESLOPE1/4:121010Hallway14102SCUPPERS W/OVERFLOWS (SEE DETAILS ?/A-? & ?/A-?)14143'-10"144'-0"BAY WINDOW, NO FLOOR AREA ALLOWED15DRYER VENT TO OUTSIDE151617TEMPTILE FINISH OVER DEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMPTEMP204.16' FFE@ ENTRY@ ENTRY66 SF9'-0"96 SF10'-0"SETBACK10Hall200.56 PC202.12 PC 2 0 1 . 5 8 P C202.90 PC5HisPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-20172033201209Closet10'-3"2'-0"9'-0"17OVER-THE-HOOD STORAGE SHALL HAVE A MIN. CLEAROF 48" FROM FFETRASH2'-6"2'-6"2'-6"2'-6"TRASH2'-6"2'-6"2'-6"7'-4" X 3'-10" X9'-0" =252 C.F.Shared Guest Parking(For Both Units A & BOn 961 5TH Street)17'-7"1842" MAX WALL/GUARDRAIL HEIGHT, PER HBMC "OPEN STAIRWAY"18185'-3"2'-0"10'-0"SETBACK3'-0"7'-0"200.56 PC202.12 PC 2 0 1 . 5 8 P C202.90 PC77 25.GARAGE DOOR SPRINGS:xSPRING SHALL BE FABRICATED FROM EITHER HARD-DRAWN SPRING WIRE (PER ASTM A227-21) OROIL-TEMPERED WIRE (PER ASTM A229-71).xMINIMUM DESIGN STANDARD SHALL BE 9,000 CYCLES.xPHYSICAL CYCLING TESTS SHALL BE PERFORMED AND CERTIFIED BY AN APPROVED TESTING AGENCY.xEACH SPRING SHALL BE EQUIPPED WITH AN APPROVED DEVICE CAPABLE OF RESTRAINING THESPRING OR ANY PART THEREOF IN THE EVENT IT BREAKS. CONTAINMENT DEVICE SHALL BE TESTEDAND CERTIFIED BY AN APPROVED TESTING AGENCY.26.STAIR TREADS AND RISERS SHALL BE DETAILED AS FOLLOWS:xTHE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR TREAD DEPTH SHALL NOTEXCEED 0.375" IN ANY FLIGHT OF STAIR. (CRC R3.117.4.3)xTHE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD OR BEVELING OF NOSING SHALLNOT EXCEED 0.5" (CRC R311.7.4.3)xRISERS SHALL BE VERTICAL OR SLOPED A MAX. 30 DEGREES FROM THE VERTICAL. (CRC R311.7.4.3)xLEADING EDGE OF TREAD SHALL NOT PROJECT MORE THAN 1.25" BEYOND TREAD BELOW. (CRCR311.7.4.3)xOPENING BETWEEN TREADS SHALL NOT PERMIT THE PASSAGE OF A 4" DIAMETER SPHERE. (CRCR311.7.4.3)27. THE WALKING SURFACE OF TREADS AND LANDINGS SHALL NOT BE SLOPED STEEPER THAN 2% (1:48)IN ANY DIRECTION. (CRC R311.7.6)28. CEMENT, FIBER-CEMENT OR GLASS MAT GYPSUM BACKERS IN COMPLIANCE WITH ASTM C1178,C1288 OR C1325 SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL ANDCEILING PANELS IN SHOWER AREAS. WATER-RESISTANCE GYPSUM BACKING BOARD SHALL BE USED AS ABASE FOR TILE IN WATER CLOSET COMPARTMENT WALLS WHEN INSTALLED IN ACCORDANCE WITHGA-216 OR ASTM C840. REGULAR GYPSUM WALLBOARD IS PERMITTED UNDER TILE OR WALL PANELS INOTHER WALL AND CEILING AREAS WHEN INSTALLED IN ACCORDANCE WITH GA-216 OR ASTM C840.WATER-RESISTANT GYPSUM BOARD SHALL NOT BE USED IN THE FOLLOWING LOCATIONS: (CRC R702.3.8)A- VAPOR RETARDERB- ON CEILINGS WHERE FRAME SPACING EXCEEDS 12" O.C. FOR 12" THICK AND MORE THAN 16" O.C.FOR 58" THICK.29. BATHING ROOM FLOORS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE SUCH ASPORTLAND CEMENT, CERAMIC TILE OR OTHER APPROVED MATERIALS. (CRC R307.2)30. SHOWER COMPARTMENTS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS SHALL BEFINISHED WITH A SMOOTH AND NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6' ABOVE THEFLOOR. USE OF WATER-RESISTANT GYPSUM BACKING BOARD SHALL BE PER CBC 2509.231. BUILT-IN TUBS WITH SHOWERS SHALL HAVE WATERPROOF JOINTS BETWEEN THE TUB AND ADJACENTWALL. (CBC 1210.4)32.ATTIC ACCESS, SERVICE SPACE (C.M.C 304, CRC R807) & VENTILATION:x30X22X30 INCH HIGH MINIMUM UNOBSTRUCTED ACCESS, BUT NOT LESS THAN THE LARGESTEQUIPMENT SIZE.x30X30 INCH MINIMUM UNOBSTRUCTED PASSAGE TO REMOVE EQUIPMENT, BUT NOT LESS THAN THELARGEST EQUIPMENT & MAXIMUM 20' DISTANCE FROM ACCESS TO UNIT.x30X30 INCH DEEP LEVEL SERVICE SPACE LOCATED AT THE EQUIPMENT SERVICE SIDE.xPROVIDE ADDITIONAL COMBUSTION AIR IN ATTIC SPACE WHERE FAU IS LOCATED AS REQUIRED PERC.M.C. CHAPTER 7 OR NOTE SPECIAL COMBUSTION AIR VENTING PER MANUFACTURES DESIGN(VERIFY AVAILABILITY FROM MANUFACTURE).xFAU ACCESS FLOORING SHALL PROVIDE A MINIMUM 24 WIDE SOLID SURFACE TO & A LEVEL 30"X30"SURFACE IN FRONT OF SERVICExSIDE.xMECHANICAL EQUIPMENT AREA SHALL HAVE REQUIRED SWITCHING & LIGHTING.A-3Scale: 1/4"=1'-0"Roof PlanRoof DeckRoof DeckOPEN TOBELOWOPEN TOBELOWPC#6: 231.95' MAXACTUAL: 231.95'PC#3: 231.56' MAXACTUAL: 231.13'130.00' P/LFLOOR PLAN NOTES FLOOR PLAN KEYNOTESUPPER CABINETRY WITH ADJUSTABLE SHELVES.REF/FREEZER: PROVIDE PURIFIED COLD WATER SUPPLY LINE TOICEMAKER W/RECESSED SHUTOFF VALVEBUILT-IN PANTRY SHELVES & SPICE RACKSRANGE HOOD (100 CU. FT. PER MIN. MINIMUM)123456789101112131415HANDRAIL, HEIGHT OF HANDRAIL TO BE BETWEEN 34"-38" ABOVENOSING LINE OF STAIRS. ALSO SEE FOOTNOTE #9 (SEE DETAIL ?/A-??)BUILT-IN CABINETRYGUARDRAIL TO BE 42" HIGH, INTERMEDIATE RAILS SHALL BE63$&('68&+7+$7$63+(5(0$<1273$667+528*+(SEE DETAIL ?/??)DECK DRAIN (SEE DETAIL ?/A-??)SCUPPER W/OVERLOW (SEE DETAILS ?/A-??)ANTI-SIPHON HOSE BIBELEVATOR (DOOR TO BE SELF CLOSING W/SMOKE SEALS, 1-HRRATED) SHAFT WALLS TO BE 1-HR FIRE RATED. PROVIDE TYPE "X"GYPSUM BOARD ON ALL WALLS. (SEE DETAIL ?/A-??)42" PONY WALLOUTLINE OF ROOF OPENINGElev.302Pdwr301Dining300Kitchen304Family Room303Pantry305Elev.301Pwdr.303307Kitchen306DiningFamily Room305BarScale: 1/4"=1'-0"Third Floor PlanDNUPDNUP5TH STREETAA-324211419132726232526272924231524232225262022211'-11"3'-5"5'-4"4'-11"5'-1"10'-0"9'-0"19'-0"3'-8"5'-0"15'-6"20'-6"39'-6"13'-6"7'-5"6'-11"3'-10"3'-4"5'-0"2'-9"3'-0"5'-4"45'-8"10'-3"8'-8"14'-4"17'-8"4'-1"3'-7"7'-7"6'-0"3'-7"4'-0"7'-7"21'-2"11'-3"23'-6"55'-11"3'-2"9'-8"4'-10"5'-10"17'-8"13'-6"8'-0"48'-6"40'-6"6'-0"6'-0"28'-6"3'-3"2'-9"2'-9"7'-9"16'-3"1'-9"1'-9"16'-8"7'-6"18'-5"7'-0"11'-6"9'-4" 5'-6" 12'-6"1'-7" 15'-6" 5'-1"5'-3" 9'-8" 7'-6"19'-5"5'-0"(MIN. 3'-0"SETBACK)5'-6"3'-6"(SETBACK)5'-0"7'-1"7'-0"4'-6" (MIN. 3'-6" SETBACK) 3'-6" (SETBACK) 30" MIN.CLEAR 30" MIN. CLEAR BarDeckDWTCDWTCREF REF 167 SF OF OPEN SPACE,50% COVERED(SHOWN HATCHED)210 SF OF OPEN SPACE,50 % COVERED(SHOWN HATCHED)152444411215888881212913131010515 RISERS @ 7 1/4"13 TREADS @ 10"ENCLOSED USABLE SPACE UNDERSTAIRS TO BE 1-HR FIRE RATED.PROVIDE 58" TYPE "X" GYPSUMBOARD ON ALL WALLS AND CLGS..5".5".5".5"15 RISERS @ 7 1/4"13 TREADS @ 10"6" 12"16191'-7"2'-1"1'-8"1'-6"1'-11"1'-5"ALL EXTERIOR WALLS TO BE 2X6TO ACCOMMODATE R-19 INSULATIONUNIT AUNIT B25'-11" 20'-11" 26'-5" 9'-8"130.00' P/L34.90' P/L DNFuture SpaFuture SpaLocationLocationDN1/4:12SLOPE71/4:12SLOPE71/4:12SLOPE71/4:12SLOPE7TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360TILE FINISH OVERDEX-O-TEX WEATHERWEARWATERPROOF DECKINGICC, CLASS A, REPORT #ESR-1757LOS ANGELES RR# 2360ROOF DRAINS (SEE DETAIL ?/??)141414141414141/4:12SLOPE14 1414141/4:12SLOPE148'-0"8'-0"8'-0"8'-0"18172'-5"3'-7"3'-6"7'-0"5'-2"26'-11" 10'-5" 25'-11"1'-0"4'-6" 6"4'-6" 5'-0"3'-6" 3'-6"TEMPTEMPTEMP18'-5"4'-1"3'-5"18'-5"7'-6"25'-11"5'-2"6'-0"4'-10"3'-4"12'-6"10'-7"3'-8"1'-8"18'-2"5'-2"7'-0"3'-4"5'-0"3'-8"5'-4"10'-0"12"3'-5"1'-7"2'-6"18'-5"2'-6"1/4:12SLOPE7 5'-8"9'-10"10'-5"12" 18'-5"3'-6"4'-0"12" 4'-0"12"15'-11"3'-6"2'-6"6"3'-8"10'-8"5'-4"3'-6"4'-10"4'-10"11'-10"12"5'-2"1'-8"6"314 SF210 SF308 SF202.12 PC 200.56 PC201.58 PC202.90 PC1/4:12SLOPE 1 / 4 : 1 2SLOPE1/ 4 : 1 2 SL O P E 1/ 4 : 1 2 SL O P E 1/4:12S LO P E 1 / 4 : 1 2SLOPE 1/4:12SLOPE1/4:12SLOPE1/4:12S LO P E 1/4:12S LO P EPC#5: 231.53' MAXACTUAL: 230.39'PC#4: 231.34' MAXACTUAL: 231.13'PC#2: 231.13' MAXACTUAL: 231.13'PC#1: 230.72' MAXACTUAL: 229.57'PC#7: 232.48' MAXACTUAL: 231.95'7'-1"17'-4"2'-6" 3'-6" 19'-4" 26'-0" 1'-5"20TEMPHall30229Passage300304PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-20174'-6" (MIN. 3'-6" SETBACK) 1'-0" O/HANG2'-6"3'-6"(SETBACK) 34.90' P/L 5'-6"(MIN 3'-6"SETBACK) 4'-6" (MIN. 3'-6" SETBACK)5'-0"(MIN. 3'-0"SETBACK)1'-6" O/HANG 4'-0" 5'-0"50 SF OF OPEN SPACE,0% COVERED(SHOWN HATCHED)2'-6"3'-6" (SETBACK)DECKBELOWFLAT ROOFAREA IFLAT ROOFAREA IAREA IIFLAT ROOFAREA IIFLAT ROOFPC#8: 232.58' MAXACTUAL: 228.39'PC#9: 232.31' MAXACTUAL: 228.39'PC#10: 231.86' MAXACTUAL: 229.57'PC#11: 231.63' MAXACTUAL: 227.57'29'-11" 30'-5"38'-0"30'-11"39'-6"57'-8"75'-6"84'-6"90'-6"16'-11"2'-6"2'-6" 12"1'-6"6"2'-0"18'-11"2'-0"2'-0"5'-0"2'-0"PC#12: 231.72' MAXACTUAL: 231.72'PC#13: 230.95' MAXACTUAL: 230.95'3'-0"109'-0"25'-8"4'-0"3'-6"ECHELON SERIES F.P.,MODEL#ECHEL48INMANUF: MAJESTIC F.P.ANSI Z21.88-2014 /CSA 2.33-2014 STANDARDSUL307BECHELON SERIES F.P.,MODEL#ECHEL48INMANUF: MAJESTIC F.P.ANSI Z21.88-2014 /CSA 2.33-2014 STANDARDSUL307B2'-6"5'-6"DIRECT VENT (SEE DETAIL 2/A-8)DIRECT VENT (SEE DETAIL 2/A-8)2'-6"2'-6"2'-6"109'-6"Deck217 SF(OPEN TO SKY)(OPEN TO SKY)(100 SF OPEN SPACE)(100 SF OPEN SPACE)1'-6"10'-0"SETBACK7'-0"1'-6"5'-9"1'-6"10'-0"SETBACK7'-0"1'-6"5'-9"200.56 PC202.12 PC 2 0 1 . 5 8 P C202.90 PC78 A-4UNIT AUNIT B9'-1" 10'-1" 9'-3"Scale: 1/4"=1'-0"East ElevationPLPL8'-1" 8'-1"8'-6"9'-1"8'-1"1North ElevationScale: 1/4"=1'-0"2ELEVATION KEYNOTES:45UNIT APARAPETS, SATELLITE ANTENNAE, RAILS,SKYLIGHTS, ROOF EQUIPMENT MUST BEWITHIN THE HEIGHT LIMIT.L1P3GUARDRAILS TO BE 42" HIGH MIN.HANDRAILS TO BE 34"-38" HIGH. NEITHERSHALL HAVE OPENING LARGER THAN3 1516".ELEVATION NOTES:GLASS ON ALL SWINGING DOORS:GLAZING WITHIN 18" OF THE ADJACENTFLOOR WALKING SURFACE SHALL BEFULLY TEMPERED.PL218.49' F.F.E.208.94' F.F.E.198.80' @Garage Lip23199.43' @ Garage Lip198.80' @ Garage Lip11114221114114133227.63' F.F.E.3'-6"231.13' @ TOP@ DECKOF PARAPET10'-1" 4'-0" MAX 10'-1"8'-6"8'-6"Scale: 1/4"=1'-0"South ElevationUNIT A3'-6"8'-1"8'-6"200.21' F.F.E.228.44' F.F.E.8'-6"231.94' @ TOPOF PARAPET5'-7"11'-2"(SHARED DRIVEWAY)5'-7"(EASEMENT)28'-0"3" 1'-4" TYP. 2 0 2 . 9 0 PC202.59202.0220 1 . 7 7 20 1 . 7 1 20 1 . 4 0201.34201.58 PC 2 0 1 . 5 6 2 01 . 6 3 201.74 218.49' F.F.E.208.94' F.F.E.199.39' F.F.E.219.31' F.F.E.209.76' F.F.E.@ DECKExisting grade @ neighborProposed grade Existing grade @ property lineACTUAL: 229.57'PC#10: 231.86' MAXACTUAL: 231.13'PC#4: 231.34' MAX5'-0"(SETBACK, MIN.3'-0" @ 2ND FLR)7'-0"10'-1"4'-0"(MIN. 3'-6"SETBACK)4'-6"3'-0"3'-6"(SETBACK)203.018'-1"8'-6"8'-6"PLExisting grade @ public right of wayExisting/Proposed grade @ property linePL211344'-0"3'-6"(SETBACK)5'-7"11'-2"(SHARED DRIVEWAY)5'-7"(EASEMENT)96110'-1"199.39' F.F.E.218.49' F.F.E.208.94' F.F.E.2 00 . 56 PC 20 0 .9 0 20 1 .5 8 PC201.29 TC2 0 0 . 3 7 T X ACTUAL: 228.39'PC#1: 230.72' MAX4'-6"(MIN. 3'-6"SETBACK)1'-6"2'-0"3'-6"PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-20174'-6" 5'-0" 5'-0" 4'-10" 5'-0" 5'-0"ACTUAL: 229.57'PC#1: 230.72' MAXACTUAL: 227.57'PC#11: 231.63' MAXACTUAL: 230.39'PC#5: 231.53' MAXACTUAL: 228.39'PC#9: 232.31' MAXACTUAL: 231.95'PC#7: 232.48' MAXACTUAL: 228.39'PC#8: 232.58' MAXACTUAL: 229.57'PC#10: 231.86' MAXACTUAL: 231.13'PC#3: 231.56' MAXACTUAL: 231.13'PC#3: 231.56' MAXACTUAL: 229.57'PC#10: 231.86' MAXACTUAL: 227.57'PC#11: 231.63' MAX5'-7"NEW 5' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)HEIGHT OF RETAINING WALL1BA-71AA-71BA-71BA-71AA-71BA-71AA-71AA-75GREY VERTICAL WOOD SIDINGWHITE/GREY SMOOTH STUCCOFINISH (SEE DETAIL 1A/B CALLOUT)42" HIGH METAL GUARDRAILSTONE VENEERMETAL CLAD OVERHANGW/BRONZE FINISH4A-71AA-72A-72A-74A-74A-72A-755551AA-7CP#13: 230.95' MAXACTUAL: 230.95'7'-0"179 A-512ELEVATION KEYNOTES:13GUARDRAILS TO BE 42" HIGH MIN.HANDRAILS TO BE 34"-38" HIGH. NEITHERSHALL HAVE OPENING LARGER THAN3 1516".245PARAPETS, SATELLITE ANTENNAE, RAILS,SKYLIGHTS, ROOF EQUIPMENT MUST BEWITHIN THE HEIGHT LIMIT.ELEVATION NOTES:GLASS ON ALL SWINGING DOORS:GLAZING WITHIN 18" OF THE ADJACENTFLOOR WALKING SURFACE SHALL BEFULLY TEMPERED.3UNIT AUNIT BScale: 1/4"=1'-0"West ElevationPLPL10'-1" 10'-1"Scale: 1/4"=1'-0"North ElevationUNIT BPLPL8'-1"8'-6"9'-3"LPPLSouth ElevationScale: 1/4"=1'-0"UNIT B199.43' @Garage Lip10'-1"333222111111111111444412'-0" 7'-11"198.80' @ Garage Lip199.43' @ Garage Lip8'-6"8'-6"8'-1"227.63' F.F.E.3'-6"231.13' @ TOP@ DECKOF PARAPET227.63' F.F.E. @ DECK10'-0"7'-0"28'-0"13'-0"3'-6"8'-1"8'-6"8'-6"231.94' @ TOPOF PARAPET2'-6"3'-6"12"4'-6"(MIN. 3'-0"SETBACK)3'-6"228.44' F.F.E.231.94' @ TOPOF PARAPET219.31' F.F.E.209.76' F.F.E.@ DECK200.21' F.F.E.219.31' F.F.E.209.76' F.F.E.228.44' F.F.E.202.12 PC202.90 PC202.782 0 5 . 4 0 2 0 2 . 3 0 3'-6"8'-1"8'-6"8'-6"231.94' @ TOPOF PARAPET200.21' F.F.E.219.31' F.F.E.209.76' F.F.E.228.44' F.F.E.ACTUAL: 230.39'PC#5: 231.53' MAXACTUAL: 231.95'PC#6: 231.95' MAX6'-6"ACTUAL: 231.13'PC#4: 231.34' MAXACTUAL: 231.13'PC#2: 231.13' MAXACTUAL: 229.57'PC#1: 230.72' MAX199.39' F.F.E.218.49' F.F.E.208.94' F.F.E.9'-3"PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017202.12 PC201.88 20 1 . 4 0 20 1 . 0 9 20 0 . 8 4 20 0 . 5 6 P C 4'-6" 5'-0"ACTUAL: 231.95'PC#6: 231.95' MAXACTUAL: 231.95'PC#7: 232.48' MAXACTUAL: 230.39'PC#5: 231.53' MAXACTUAL: 231.95'PC#7: 232.48' MAXACTUAL: 228.39'PC#9: 232.31' MAXNEW 5' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)NEW 5' HIGH WOOD FENCE AS MEASURED FROMLOWEST ADJACENT GRADE. (8' PERMISSIBLE WITHWRITTEN CONSENT FROM NEIGHBOR)5'-0"5'-0"5'-0"HEIGHT OF RETAINING WALL5'-0"(SETBACK, MIN.3'-0" SETBACK@ 2ND FLR)3'-6"(SETBACK)5'-6"(MIN. 3'-6"SETBACK)3'-6"(SETBACK)PC#13: 230.95' MAXACTUAL: 230.95'PC#12: 231.72' MAXACTUAL: 231.72'PC#12: 231.72' MAXACTUAL: 231.72'1AA-71AA-71AA-71AA-71BA-71AA-71AA-71AA-7GREY VERTICAL WOOD SIDINGWHITE/GREY SMOOTH STUCCOFINISH (SEE DETAIL 1A/B CALLOUT)42" HIGH METAL GUARDRAILSTONE VENEERMETAL CLAD OVERHANGW/BRONZE FINISH4A-74A-74A-74A-77'-0"80 A-6PL2 Car Garage104Laundry103Bedroom101Bedroom202Bedroom206MasterHall207Kitchen304Family Room305PLBedroom101Laundry1032 Car Garage104Bath201Bedroom206Master301KitchenFamily Room303302DiningRoof Deck400Roof Deck28'-0"7'-0"14'-0"7'-0"5'-0"10'-1"10'-0"3'-6"8'-1"Scale: 1/4"=1'-0"Section AUnit BUnit A10'-1"8'-6"8'-6"218.49' F.F.E.208.94' F.F.E.199.39' F.F.E.3'-6"8'-1"8'-6"200.21' F.F.E.228.44' F.F.E.8'-6"231.94' @ TOPOF PARAPET219.31' F.F.E.209.76' F.F.E.@ DECK199.43' @ Garage Lip198.80' @ Garage LipPAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-20177'-0"7'-0"81 123NTS NTS NTS45NTS7NTS Exterior Stucco 6NTS Wood Siding DetailPLYWOOD SHEARWALL (WHERE OCCURS)R-13 BATT INSULATIONMORTAR BED OVER METAL LATHTYVEK STUCCOWRAP*PORTLAND CEMENT PLASTER (STUCCO)5/8" TYPE "X" GYPSUM BOARDPLYWOOD SHEARWALL (WHERE OCCURS)R-13 BATT INSULATIONWEATHER BARRIERJAMES HARDIE ARTISAN FIBER CEMENT BOARDMIN. 11 4" OVERLAP NTS8NTS9NTS Scupper w/Overflow Detail 3"X4"X6" 24 GA. GALVANIZEDG.I. OVERFLOW SCUPPER, (2) @EACH LOCATION2" MIN.CAULKING2X JOISTS PER PLAN4"X2"X6" 24 GA.GALVANIZED G.I. SCUPPERCAULKING2X JOISTS PER PLANDECK SHEATHINGScupper DetailDECK SHEATHINGDECK JOIST PER PLAN2-2X NAILING PIN*$/9$1,=('&$67,5213,3(SLOPESLOPEWATERPROOFSURFACE (SEE PLAN)NOTE:1-CONTRACTOR SHALL TEST & INSPECT ALL DECK DRAINS TO VERIFY THATNO CLOGGING OF THE DRAINGE SYSTEM IS PRESENT.2-OVERFLOW SHALL BE DISPENSED USING OVERFLOW DRAIN (SEE PLANSFOR OVERFLOW LOCATIONS)CAULKINGDeck Drain PLYWOOD SHEARWALL (WHERE OCCURS)R-19 BATT INSULATIONMORTAR BED OVER METAL LATHPROVIDE CORROSION RESISTANT ANCHORTIE WHERE REQUIREDSTONE VENEER ADHERED PER CBCSECTION 1403TYVEK HOMEWRAPStone Veneer Detail EACH DRAIN MUST DRAIN TO OUTSIDE ROOF SHEATHINGRAFTERS PER PLAN2-2X ADJACENT OVERFLOW2" MIN.SLOPE522)'5$,1:NAILING PINSLOPE*$/9$1,=('SEPARATELYCAST IRON PIPERoof Drain 5/8" TYPE "X" GYPSUM BOARD2X STUD WALL1-HR Elevator Shaft Walls **HEIGHT OF HANDRAIL TO BE BETWEEN34"-38" ABOVE NOSING LINE OF STAIR**34"-38"1 12" min.FACE OF WALL1 12"min.1 14"-2"4 12" maxFOR NON-ROUND HANDRAILS,DISTANCE MAYBE REDUCED 1 /8"PER EACH 12" ABOVE 4 IN.PERIMETER DIMENSION.Handrail PAGE:ENGINEER:REVISIONS:JOB NO:JOB SITE:CLIENT:12BUILDING DESIGNS, INC.TROTTER3 1 0 5 4 5 2 7 2 7 3961 5TH ST.HERMOSA BEACH,CA1011 MANHATTAN BEACH BLVD, "A"M A N H A T T A N B E A C H16-011SBL DEVELOPMENT, LLC45NAMVAR ASSOCIATES231 VISTA DEL MAR, SUITE DREDONDO BEACH, CA 90277P: (310) 540-7788F: (310) 540-7733CC: 11-02-2016CC: 01-30-2017CC: 03-21-2017CC: 03-24-2017PORTLAND CEMENT PLASTER (STUCCO)FINE SAND MIX, SMOOTH STEEL TROWELLFINISH OVER BROWN COAT.FINISH/COLOR: WHITELA HABRA STUCCO / (SEE OWNER)APORTLAND CEMENT PLASTER (STUCCO)WOOD FLOAT MEDIUM TEXTURE FINISHOVER BROWN COAT.FINISH/COLOR: GRAYLA HABRA STUCCO / (SEE OWNER)B82 83 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0238 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 PDP 16-6, CUP 16-2 and PARK 16-7 -- Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market; and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway; and adoption of the Mitigated Negative Declaration. Applicant:Bristol Farms Sam Masterson 951 E. 230th Street Carson, CA 90745 Recommended Action: To adopt the attached Resolutions approving the Precise Development Plan, Conditional Use Permit, and Parking Plan subject to conditions, and adopting the Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. Background: ZONING:C-3 General Commercial GENERAL PLAN:General Commercial SQUARE FEET:29,653 square feet (no change) PARKING REQUIRED/PROVIDED:119 spaces/119 spaces (66 designated solely for Lazy Acres and 53 spaces shared with Hope Chapel) ENVIRONMENTAL DETERMINATION:Mitigated Negative Declaration required pursuant to section 15063 of the California Environmental Quality Act (CEQA) Bristol Farms submitted an application for a Precise Development Plan to allow a food and beverage market within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for approximately 1,800 square feet of outdoor dining accessory to the proposed food and beverage market, and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently City of Hermosa Beach Printed on 2/20/2024Page 1 of 16 powered by Legistar™84 Staff Report REPORT 17-0238 Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway. The existing building is located within a small shopping center at the southwest corner of Artesia Boulevard and Pacific Coast Highway. Hope Chapel is located immediately south of the proposed Lazy Acres Market building (2420 Pacific Coast Highway), and its facilities include a worship sanctuary, meeting rooms and administrative offices. East of Hope Chapel, but not immediately adjacent to the proposed market, is a single-family residential neighborhood fronting on 24th Street. Immediately east of the proposed market is a 10-unit multi-family residential complex (The Victorian condominiums). The shopping center is shared by other commercial uses, including restaurants which occupy a separate building on a separate parcel at the extreme northwest corner of the shopping center. A larger building at the northeast corner of the site is occupied by commercial office uses (Shorewood Building at 950 Artesia Boulevard). The site is currently accessed from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. An Initial Study was conducted, and the City determined that with changes to the project or conditions on the project, the project would not result in any significant environmental impacts. On October 26, 2016, the City released the Mitigated Negative Declaration for a 20-day public review. At the Planning Commission’s November 15, 2016 public hearing, comments were made regarding the proposed project and the Mitigated Negative Declaration. The Planning Commission voted to continue the public hearing so that the comments could be addressed. Links to the agenda materials and meeting video are: <http://hermosabeach.granicus.com/GeneratedAgendaViewer.php?view_id=6&clip_id=4306> <http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4306> The applicant subsequently revised the project, and the Initial Study was updated to analyze the revised proposed project. On March 23, 2017, the City released the Mitigated Negative Declaration for a 20-day public comment period ending April 12, 2017. The Mitigated Negative Declaration determined that, because revisions in the project have been made by or agreed to by the project proponent, there will not be significant environmental impacts. It should be noted that Hope Chapel has filed a separate PDP application for an expansion of their existing premises, but that application has not yet been deemed complete, and therefore is anticipated to be presented to the Planning Commission at a future meeting. However, the Parking Plan application applies to both Hope Chapel and Lazy Acres, and the parking analysis addresses Hope Chapel’s existing conditions as well as their proposed expansion. Project Description Building Modifications The project is a renovation of an existing 29,653 square foot building to accommodate a commercial supermarket (Lazy Acres Market). The proposal retains the original square footage and footing of the existing building, originally constructed in 1963 or earlier as a supermarket, and previously occupied by Lucky’s and Albertson’s markets. It is currently used by Hope Chapel Church as a youth center. (Hope Chapel’s main facilities are adjacent to the proposed supermarket, in the existing 2420 Pacific Coast Highway building located immediately south of the subject building.) The project consists City of Hermosa Beach Printed on 2/20/2024Page 2 of 16 powered by Legistar™85 Staff Report REPORT 17-0238 primarily of interior renovations, with demolition and removal of existing non-structural elements in the building and construction of new non-structural elements, including roof-mounted solar panels. Exterior modifications to the building include new façade treatments on the building’s north and west sides (wood siding, stucco, window treatments, entry and exists, architectural canopies and lighting) and modifications to the receiving area on the building’s east side. Proposed architectural features include a 38-foot high tower on the north elevation and a 32’-4” hip roof at the northeast corner of the building. Exterior improvements also include an outdoor seating area with 56 seats with tables available as a dining area for market patrons. The proposed modifications to the receiving area on the east side of the building include construction of a loading dock, recessed down four feet from finished floor at the bottom of the truck ramp into the building. When deliveries are not being made, the loading dock will be closed with a vertical section door. Deliveries will also enter the building by hand truck through a closable entry in the screen wall. A trash compactor will be sited within the same enclosed area. A floor drain will direct drainage from the trash compactor enclosure to the municipal wastewater collection system. The entire receiving area will be covered by an engineered, frame construction patio cover. The proposed project includes construction of two walls in the area of the building’s east side. An 8- foot high masonry wall is proposed to replace sections of the existing wrought iron fence adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the residential parcel and 60 feet along the neighboring residential parcel’s north property line. The wall will provide a gated opening to preserve the existing pedestrian access to the residential parcel at the same location. A second screen wall is proposed within the subject building’s east area to separate the east façade of building and the loading dock area from the rest of the access area (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building). The wall is also intended to provide additional buffering of receiving area activities to adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 to 17 feet high and extend 114 feet down the length of the access area parallel to the east side of the building. Site Improvements Additional site improvements include reconfiguration of the parking lot layout, asphalt grand and overlay as required for ADA path to/from ADA parking stalls, with new re-striping of the parking lot, and installation of landscaping and underground water filtration equipment. The conceptual LID plan identifies bmps, drainage areas, permeable paving and specifics on filtration devices for catch basins. Parking lot landscaping is proposed fronting Pacific Coast Highway (PCH), Artesia Boulevard, and multiple places within the interior of the parking lot. Operations The project proposes to share parking with Hope Chapel Church located on the neighboring lot so the south. The Hermosa Beach Municipal Code (HBMC) requires a total of 119 spaces for the market. The proposed project includes 119 spaces, and the shared parking plan proposes 66 spaces for the sole use of Lazy Acres and a balance of 53 spaces shared with Hope Chapel during peak weekday and weekend periods. Hope Chapel is allotted 147 spaces for its sole use. The market’s hours of operation are proposed from 6 AM to 10 PM daily and the store will be open to City of Hermosa Beach Printed on 2/20/2024Page 3 of 16 powered by Legistar™86 Staff Report REPORT 17-0238 the public from 9 AM to 10 PM. The outdoor seating area will be in operation from 9 AM to 10 PM daily. There will be no table service, alcohol consumption will not be allowed, and lighting will be timed to turn off automatically at 10 PM. The outdoor seating area will be equipped with audio speakers for music, which will be timed to turn off at 10 PM to coincide with store hours. Outdoor music at the dining area is unlikely to be audible to residences on the east side of the building. However, to ensure that this is so, the applicant has incorporated into its project description the recommendation of the City’s acoustic analysis to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from 65-foot semi-truck trailers approximately 4 times per day, 7 days a week, occurring between 9 AM and 6 PM at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery, and at least two of these deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries, and the refrigeration trailer will be connected to a separate power source within the building. All delivery trucks will be prohibited from idling more than five minutes. Deliveries will also be made by smaller, side-loading vendor trucks an average of 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the “alleyway” entrance (the drive aisle located along the east side of the loading dock), and north of the residences. Products will be wheeled by hand truck into the store receiving area through a doorway in the screen wall. Deliveries of this type will occur between the hours of 9 AM and 6 PM. While the exhaust system of most side-loading trucks is three feet above ground level, some of the side-loading trucks (approximately two of the 20 trucks per day) have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. To avoid noise impacts associated with these higher exhaust systems, the applicant has incorporated into its project description the recommendation of the City’s acoustic analysis that side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or they will park their trucks a minimum of 60 feet from the nearest residential building during normal receiving hours. Pick-up and drop-off service of the trash compactor hauler will be limited to the hours of 9 AM to 6 PM, and is expected to occur two to three times per week. The proposed project includes a Captiveaire Pollution Control Unit (PCU) on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The project also proposes transportation management features to facilitate use of alternative transportation modes by market employees, including: 1.A display case/kiosk displaying transportation information regarding: a.Transit maps, routes and schedules for routes serving the site; City of Hermosa Beach Printed on 2/20/2024Page 4 of 16 powered by Legistar™87 Staff Report REPORT 17-0238 b.Contact information for ridesharing agencies, transit agencies and other transit-related information; c.Bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; 2.Bicycle racks to accommodate employees and customers who bicycle to the site; and 3.Employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. Analysis Following the November 15, 2016 Planning Commission public hearing, the applicant revised the project to address comments received, and the City’s Initial Study was updated to analyze the revised proposed project. The Initial Study determined that impacts to Noise were potentially significant. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project. The Traffic Impact Analysis of the proposed revised project was amended to address comments received, and the Parking Study of the project was also updated based on revisions to the proposed project. It was determined that because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant environmental impact, and a Mitigated Negative Declaration was prepared. Several of the proposed project components were key factors in the determination that the project would not result in significant environmental impacts, and as such, those components are included as conditions of project approval. Planning Commission approval would be required in the future for any proposed removal or substantial modification of project components that are required as conditions of project approval. 1.Noise attenuation measures to buffer sound from delivery areas include: a.an 8-foot high masonry wall replacing sections of existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the condos and 60 feet along the condos’ north property line; b.a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; c.loading dock deliveries limited to hours of 9AM to 6 PM; d.refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e.all delivery trucks prohibited from idling more than five minutes f.use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g.trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h.pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. 2.Noise attenuation measures to buffer sound from outdoor dining area include: a.use of outdoor audio speakers limited to 9AM to 10 PM; and b.sound level from outdoor audio speakers not to exceed 55 dBA at any location 10 feet City of Hermosa Beach Printed on 2/20/2024Page 5 of 16 powered by Legistar™88 Staff Report REPORT 17-0238 from the dining area. Precise Development Plan and Conditional Use Permit Pursuant to Hermosa Beach Municipal Code (HBMC) Sections 17.58 and 17.40, the proposed application requires a Precise Development Plan (PDP) and Conditional Use Permit (CUP) for accessory outdoor dining. The purpose and intent of Precise Development Pan and Conditional Use Permit review is to achieve a reasonable level of quality, compatibility, in harmony with the community's social, economic and environmental objectives, and to protect existing and potential developments, and uses on adjacent and surrounding property. The following PDP and CUP criteria are analyzed to ensure compatibility with the surrounding environment: 1.Distance from existing residential uses in relation to negative effects: The proposed project is located on a commercially zoned lot with the nearest residential uses located adjacent to the building and parking lot, occupying the southeastern border of the property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that was built in the early 1970’s. The subject building was granted permits in 2010 to be used as a youth service center and auditorium for Hope Chapel. City records indicate prior use of the building was a supermarket as early as 1963 until the conversion to the youth center in 2010. The proposed supermarket is designed with the customer entrance/exits on the north side of the building and ancillary outdoor seating along the north side as well. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The acoustic analysis included a recommendation to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Conditions of approval limit the use of the outdoor seating area from the hours of 9 AM to 10 PM and restrict the sound levels from outdoor audio speakers not to exceed 55 dBA at any location 10 feet from the dining area. The market’s delivery areas are located on the east side of the building. Conditions of approval that incorporate noise attenuation measures to buffer sound from delivery areas include: a.an 8-foot high masonry replacing sections existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the condos ad 60 feet along the residence’ north property line; b.a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; c.loading dock deliveries limited to hours of 9AM to 6 PM; d.refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e.all delivery trucks prohibited from idling more than five minutes; f.use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store City of Hermosa Beach Printed on 2/20/2024Page 6 of 16 powered by Legistar™89 Staff Report REPORT 17-0238 receiving area through a doorway in the screen wall; g.trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h.pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. The project site is urban in character, with generally high levels of existing lighting along Pacific Coast Highway, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are adjacent residential buildings east of the project site. A condition of approval is included which requires all exterior lighting to be downcast and fully shielded, and illumination contained within the property boundaries, thereby minimizing the impact to nearby properties while maintaining appropriate lighting for safety concerns. 2.The amount of existing or proposed off-street parking in relation to actual need: Parking is analyzed under the Parking Plan section of this report. With approval of the Parking Plan, the City finds that the site is adequately parked to serve all uses on the site (supermarket, church and commercial office building) during peak periods. 3.The location of and distance to churches, schools, hospitals and public playgrounds: The subject site is located adjacent to Hope Chapel and proposes to share parking with the church during peak hours for the church. The application was submitted with input from Hope Chapel regarding the church’s anticipated expansion and operations and how they will coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts are anticipated. 4.The combination of uses proposed, as they relate to compatibility: Lazy Acres supermarket will be the only tenant of the existing 2510 Pacific Coast Highway building. The proposed supermarket includes a primary element of retail with an ancillary outdoor dining area for on- site consumption. It is typical of supermarkets to offer an ancillary dining component for on-site consumption or take-out, and the proposed combination of uses is similar to other established supermarkets such as Vons and Ralphs. No impacts are anticipated. 5.Precautions taken by the owner or operator of the proposed establishment to assure the compatibility of the use with surrounding uses: The applicant has integrated into the revised project proposal several specific conditions to address compatibility with the surrounding uses, including: a.A shared parking arrangement with Hope Chapel Church to ensure adequate parking during peak periods for all uses on the site (church, supermarket and commercial office building); b.Measures to buffer the adjacent residences from noise from delivery areas, such as new masonry walls, restricted delivery times/areas; c.Measures to buffer the adjacent residences from noise from the outdoor dining area, such as restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers; and d.Pollution control unit to on the roof to treat the air stream from the kitchen exhaust for City of Hermosa Beach Printed on 2/20/2024Page 7 of 16 powered by Legistar™90 Staff Report REPORT 17-0238 removal of smoke and grease particles and to reduce odor; 6.The relationship of the estimated business-generated traffic volume and the capacity and safety of streets serving the area: A Traffic Impact Analysis was prepared by the applicant and peer reviewed and accepted by the City. It addressed conversion of the church youth center to the proposed Lazy Acres supermarket, as well as a potential future renovation/expansion at the adjacent Hope Chapel Church (2420 Pacific Coast Highway), and conversion of an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by general office uses, to church annex/offices. The traffic study included Level of Service (LOS) analysis of existing conditions, existing plus project conditions, project opening year without project conditions, and project opening year with project conditions of 12 intersections in the vicinity of the project: ·8th Street at Sepulveda Boulevard (SR-1); ·2nd Street at Sepulveda Boulevard; ·Longfellow Avenue at Sepulveda Boulevard; ·Artesia Boulevard-Gould Avenue at Pacific Coast Highway (SR-1); ·21st Street at Pacific Coast Highway (SR-1); ·16th Street at Pacific Coast Highway (SR-1); ·Pier Avenue-14th Street at Pacific Coast Highway; ·Gould Avenue at Ardmore Avenue; ·Artesia Boulevard at Prospect Boulevard; ·Artesia Boulevard at Meadows Avenue; ·Artesia Boulevard at Peck Avenue-Ford Avenue; and ·Artesia Boulevard at Aviation Boulevard. All of the intersections are signalized, except Gould/Ardmore Avenue, which is controlled by a boulevard stop. All intersections operate at an acceptable LOS (LOS D or better) during weekday AM and PM peak hours, with the exception of three: ·Artesia Boulevard-Gould Avenue at Pacific Coast Highway (LOS F at AM peak hour); ·Gould Avenue at Ardmore Avenue (LOS E at AM and PM peak hours); and ·Artesia Boulevard at Aviation Boulevard (LOS F at AM and LOS E at PM peak hours). All intersections currently operate at an accepted LOS (D or better) during the Sunday mid-day peak hour. If additional traffic generated by the project is added to current conditions, the LOS for all intersections remains the same, with the exception that the PM peak hour LOS at the Ardmore/Gould Avenue intersection degrades from E to F. For a non-signalized intersection such as this one, the project would have to increase the volume of traffic by 10% or more to be considered a significant impact, according to City of Hermosa Beach traffic thresholds. The project would increase traffic at this intersection by 1.2% at the PM peak hour and 0% at the AM peak hour. The traffic analysis also examined projected conditions for 2018, when the market is City of Hermosa Beach Printed on 2/20/2024Page 8 of 16 powered by Legistar™91 Staff Report REPORT 17-0238 anticipated to open to the public, with future conditions assuming a 1% ambient growth rate in addition to additional traffic from 28 other proposed projects in the vicinity that are currently in different stages of the planning/approval process. Without traffic generated by the Lazy Acres market, the LOS at the studied intersections will remain the same with the following exceptions: ·Gould Avenue at Ardmore Avenue (LOS at the AM peak hour degrades from E to F); ·2nd Street at Sepulveda (LOS at the AM peak hour shifts from D to E); ·Ford Avenue-Peck Avenue/Artesia Boulevard (LOS at the AM peak hour shifts from D to E); and ·Artesia Boulevard at Aviation Boulevard (LOS at the PM peak hour shifts from E to F). When traffic generated by the Lazy Acres market is added to the future 2018 conditions, there is no change in LOS. While there is an increase in traffic volumes at nearly all of the 12 intersections, none of the signalized intersections undergoes an increase of 0.05 in the intersection-to-capacity ratio (ICU), the City of Hermosa Beach threshold for signalized intersections. The volume increase at the Gould/Ardmore intersection (the only non-signalized intersection of the analysis) is less than 10%, which is the City’s threshold for non-signalized intersections. The site is currently accessed by vehicles from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. These multiple vehicular ingress/egress points limit impacts to street traffic on Pacific Coast Highway and Artesia Boulevard. The delivery vehicle route, entering on Artesia Boulevard, is designed to limit significant stopping or reversing of vehicles on Artesia Boulevard and Pacific Coast Highway, and is not identified as contributing to a significant impact. The project also proposes transportation management features (consistent with HBMC Section 17.48 -Trip Reduction and Travel Management), to facilitate use of alternative transportation modes by market employees, including: ·a display case/kiosk displaying transportation information regarding: o transit maps, routes and schedules for routes serving the site; o contact information for ridesharing agencies, transit agencies and other transit- related information; o bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; ·bicycle racks to accommodate employees and customers who bicycle to the site; and ·employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. 7.The proposed exterior signs and décor, and the compatibility thereof with existing establishments in the area: The applicant proposes to alter the existing façade along the north and west sides of the building and minimal renovation the east and south sides of the building. The proposed façade alterations along the north and west sides of the building include installation of wood siding, windows, a metal roof, small decorative canopies, and stucco. The proposed color schemes and decorative style are consistent with other Lazy Acres operated City of Hermosa Beach Printed on 2/20/2024Page 9 of 16 powered by Legistar™92 Staff Report REPORT 17-0238 throughout the state which provide a rural barnyard look with a modern urban architectural touch. The site is on top of a hill at a higher elevation than all surrounding properties. The proposed improvements will be constructed within the existing envelope of the building, but includes height increases involving architectural tower elements to be constructed approximately 32’-4” and 38’ from the finished grade. The permissible height limit of the property is 35 feet. However, HBMC Section 17.46.010 allows towers to be constructed above the height limit provided that the towers do not exceed the height limit by more than eight feet and cover no more than five percent of the roof area, and the proposed towers are required to comply with the HBMC. Residential buildings to the rear of the site are constructed at approximately 25-30 feet in height (2 to 3 stories), while neighboring commercial buildings along Pacific Coast Highway (like Hotel Hermosa across the street at 2515 Pacific Coast Highway) are constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject building is constructed at 35-40 feet in height. The proposed tower elements are consistent with scale and size of commercial development along Pacific Coast Highway. Lighting will be installed around the building and will be required to be downcast so to not disturb neighboring uses. Additionally, signage is shown to be installed predominantly along the north side of the building as well as the west side. The project includes a mitigation measure to require lighting for signage to be downcast and non-disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal Code. No impacts are anticipated. 8.The number of similar establishments or uses within close proximity to the proposed establishment:The proposed supermarket would be similar to two other established supermarkets in the City: Vons (located in the Hermosa Pavilion shopping center at the corner of Pier Avenue and Pacific Coast Highway) and Trader Joe’s (located at 110 Pacific Coast Highway). No impacts are anticipated. 9.Building and driveway orientation in relation to sensitive uses, e.g., residences and schools: As discussed above regarding traffic impacts, the existing site has three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic patterns will be oriented towards the north and west side of the lot where it is least impactful to nearby residences. Additionally, the customer entrance/exit for the proposed building is located on the north side of the building with an emergency exit located along the south side of the building pursuant to Fire and Building Code standards. Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S. Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of Redondo Beach. The proposed project does not include alterations to existing traffic patterns on and around the site and a Traffic Impact Analysis prepared for the project indicated that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected to operate at LOS E with or without the proposed project. No impacts are anticipated. 10.Noise, odor, dust and/or vibration that may be generated by the proposed use: The proposed City of Hermosa Beach Printed on 2/20/2024Page 10 of 16 powered by Legistar™93 Staff Report REPORT 17-0238 project has incorporated noise attenuation measures to buffer the adjacent residences from noise emanating from delivery areas, such as new masonry walls, restricted delivery times/areas. Attenuation measures to buffer the adjacent residences from noise emanating from the outdoor dining area include restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers. With the proposed sound-attenuation measures, noise impacts of the supermarket operation are less than significant. A pollution control unit on the roof will treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The supermarket operation is not anticipated to generate dust or vibration impacts. The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic increase at the site is not anticipated to create significant impacts relative to noise, as the number of increased vehicular trips generated by the project is not great enough to result in a measurable increase in roadway noise. An increase in traffic volumes of at least 26% is necessary to cause a 1 dBA increase in traffic noise. (An increase of 1dBA is well below the level of increase in noise detectable by the human ear; a 3 dBA increase is usually applied as a threshold level at which noise might be considered to have an impact.) The project’s approximately 4.5% increase does not approach a 26% increase over current traffic volumes. No impacts are anticipated. 11.Impact of the proposed use to the City's infrastructure, and/or services: The site previously operated as a supermarket prior to the existing youth center and auditorium use. Despite the proposed supermarket demanding additional utilities and services to the site as compared to the existing use, the anticipated increase in demand is not expected to impact current infrastructure and/or services. 12.Will the establishment contribute to a concentration of similar outlets in the area:The proposed supermarket will be one of three supermarkets in the city. No impacts are anticipated. 13.Adequacy of mitigation measures to minimize environmental impacts in quantitative terms: Following the November 15, 2016 Planning Commission public hearing, the applicant modified the project, and the City’s Initial Study was updated to analyze the modified project. The Initial Study/Mitigated Negative Declaration determined that, with mitigation, the project would not result in any significant environmental impacts. Several of the proposed project components were key factors in the determination that the project would not result in any significant environmental impacts, and as such, those components are included as conditions of project approval. 14.Other considerations that, in the judgement of the Planning Commission, are necessary to assure compatibility with the surrounding uses, and the City as a whole: No other impacts are identified. Parking Plan Pursuant to Section 17.44.210 Parking Plans, the Planning Commission may approve a Parking Plan City of Hermosa Beach Printed on 2/20/2024Page 11 of 16 powered by Legistar™94 Staff Report REPORT 17-0238 to allow for reduction in the number of spaces required and shared parking with nearby uses. The applicant is seeking approval of a limited shared parking arrangement with the adjacent Hope Chapel. A total of 358 on-site parking spaces are available. Lazy Acres proposes to have a total of 119 parking spaces, with 66 designated solely for their use while 53 of those 119 spaces are proposed to be shared between Hope Chapel and Lazy Acres during peak periods. A parking analysis was prepared by registered traffic engineers for the applicant and peer reviewed and accepted by the City for the proposed shared parking of Lazy Acres and Hope Chapel. Hope Chapel campus currently consists of a 34,750 square foot main/church building at 2420 Pacific Coast Highway, a 10,000 square foot office building that houses administrative offices at 2306 Pacific Coast Highway, and a 15,000 square foot office building now occupied by general office uses. The parking analysis includes a potential approximately 24,400 square foot expansion of the main church/building at 2420 Pacific Coast Highway and conversion of the 15,000 square foot office building to church annex/offices. The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres based upon the application of City Code parking ratios, by considering Hope Chapel’s anticipated operations and church attendance after the proposed expansion and associated renovations have been completed, and the use of the shared parking methodology that takes into account a mixed-use development site’s physical setting. Compared to City Code parking calculations, a program/operations-based assessment and shared parking demand analysis result in a more realistic representation of a mixed-use development’s parking needs. The conclusions from the report are outlined below. City Parking Code Requirements Lazy Acres (2510 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 119 spaces required (29,563 square foot building) Hope Chapel Building (2420 Pacific Coast Highway) Pursuant to Section 17.44, and applying an aggregate of parking ratio standards based on Hope Chapel’s submitted plans the parking requirement is equal to 814 spaces. Hope Chapel Offices (2306 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 40 spaces (10,000 square foot building) Shorewood Plaza (950 Artesia Boulevard Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 60 spaces Total Code Parking Requirement = 1,033 parking spaces Compared with the Hope Chapel parking supply of 239 spaces, the 914-space requirement for the church corresponds to a code-based deficiency of 675 spaces. For Lazy Acres, the code required 119 spaces is equal to its supply of 119 spaces. A breakdown of square feet of each proposed use and the applied parking standard ratio can be found in Table 2 of the parking analysis. City of Hermosa Beach Printed on 2/20/2024Page 12 of 16 powered by Legistar™95 Staff Report REPORT 17-0238 Shared Parking Analysis The concept of shared parking is widely recognized in the transportation planning industry and accounts for fluctuations in parking demand over time for different types of uses within a development. Due to the unique parking characteristics of the project’s mixed-use development (i.e., retail, office and church development), opportunities for shared parking can be expected. The hourly parking demand profiles utilized in the study and applied to the proposed Hope Chapel Mixed-Use project are based on profiles developed by the Urban Land Institute (ULI). The ULI publication presents hourly parking demand profiles for retail and office uses. For retail uses, peak demand occurs between 12:00 PM and 3:00 PM on weekdays and between 2:00 PM and 5:00 PM on weekends. For office uses, peak demand occurs between 10:00 AM and 12:00 PM on weekdays and weekends. The office parking demand profile was applied to the church administration offices, church annex/offices and church maintenance/storage. Table 2 of the parking analysis provides a breakdown of the proposed uses inside the Hope Chapel Building (2420 Pacific Coast Highway) and each of their applicable Municipal Code parking requirement. Additionally, table 2 of the parking analysis provides applicable Municipal Code parking requirements for the buildings at 2306 Pacific Coast Highway, 950 Artesia Blvd, and the proposed Lazy Acres building at 2510 Pacific Coast Highway. Below is a summary of Table 2 of the Parking Analysis: Hope Chapel Building (2420 Pacific Coast Highway) ·Main Sanctuary = 1 space per 50 square feet ·Fellowship Hall = 1 space per 50 square feet ·Children’s Church/Classrooms/Nursery = 1 space per 50 square feet ·Youth programs = 1 space per 50 square feet ·Church Classrooms = 1 space per 50 square feet ·Small Chapel = 1 space per 50 square feet ·Rehearsal Room = 1 space per 50 square feet ·Storage/Maintenance = 1 space per 1,000 square feet ·Café = 1 space per 250 square feet ·Steward Areas = 1 space per 100 square feet ·Entry Lobby = ancillary use ·Terrace = ancillary use ·Technical Rooms (A/V, sound booth) = ancillary use ·Kitchen = ancillary use ·Common Areas (restrooms, hallways) = ancillary use Hope Chapel Offices (2306 Pacific Coast Highway) ·Administration Offices = 1 space per 250 square feet Shorewood Plaza (950 Artesia Boulevard) ·Church Annex/Offices = 1 space per 250 square feet Lazy Acres Market (2510 Pacific Coast Highway) City of Hermosa Beach Printed on 2/20/2024Page 13 of 16 powered by Legistar™96 Staff Report REPORT 17-0238 ·Food and beverage market = 1 space per 250 square feet Tables 6 and 7 of the parking analysis present the combined weekday and weekend parking demand for the overall Hope Chapel Mixed-Use project based on the shared parking methodology. Table 6 shows that the weekday (Friday) peak parking demand in the aggregate of 318 spaces (215 spaces for Hope Chapel and 103 spaces for Lazy Acres) is forecast to occur at 7:00 p.m. Based on the on-site parking supply of 358 spaces, a surplus of 40 spaces is forecast. Table 7 indicates that the weekend (Sunday) peak parking demand for Lazy Acres and Hope Chapel is forecast to occur at 1:00 p.m. and is equal to 338 spaces (228 spaces for the church and 110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of 20 spaces is forecast. Operations Based Parking Analysis A parking analysis was prepared by registered traffic engineers for the applicant and peer reviewed and accepted by the City for the proposed shared parking of Lazy Acres and Hope Chapel. Because hourly parking demand profiles for the church uses are not provided by ULI, the parking demand for the church use was determined based on specific, detailed, operational information provided by Hope Chapel. A detailed breakdown of the anticipated operations at Hope Chapel after their proposed expansion/remodel is provided in the parking analysis, and the Parking Plan is conditioned to require Hope Chapel operations to be consistent with the proposed operating times and uses. Table 5 of the parking analysis converts the number of persons (based on expected attendance by Hope Chapel) into the number of spaces for each 30-minute interval (by also using the anticipated schedule of activities per day of the week, as reported by Hope Chapel) based on the following conservative assumptions: ·one adult per vehicle for Ministry Classes, Women’s Bible Study, and all church employees.; and ·two adults per vehicle for all church worship services in the main sanctuary. Table 5 of the Parking Analysis shows peak weekday demand of 215 spaces and a peak weekend demand of 228 spaces for Hope Chapel. Given the shared parking analysis results, it is concluded that the Church’s on-site supply of 239 spaces will be adequate to support weekday and weekend peak parking demand of 215 and 228 spaces respectively. Further, the on-site supply of 119 spaces at the Lazy Acres site will be sufficient as well. Although exclusive use of only 66 spaces is identified as dedicated parking for Lazy Acres, the balance of 53 spaces will be served by the shared parking supply of 145 spaces available to both Hope Chapel and Lazy Acres. The following provides a parking allocation breakdown: ·Lazy Acres dedicated parking 66 spaces ·Lazy Acres shared parking 53 spaces City of Hermosa Beach Printed on 2/20/2024Page 14 of 16 powered by Legistar™97 Staff Report REPORT 17-0238 ·Lazy Acres Total Parking:119 spaces ·Hope Chapel dedicated parking 147 spaces ·Hope Chapel shared parking 92 spaces ·Hope Chapel Total Parking:239 spaces Lazy Acres+ Hope Chapel Total Parking: 358 spaces Based on the findings of the parking study, the future on-site supply of 358 spaces will be adequate in meeting the parking needs of Hope Chapel (presuming the proposed renovations and expansion to their main building), in combination with the re-occupancy of the 2510 Pacific Coast Highway building by Lazy Acres. Summary A PDP, a CUP and a Parking Plan are required for the conversion of Hope Chapel’s youth services center and auditorium at 2510 Pacific Coast Highway to a supermarket with ancillary outdoor seating, including shared parking between the supermarket and the church. The proposed project has incorporated building design and operational features to result in no significant environmental impacts on the surrounding area, and those features are further included as conditions of project approval. Staff recommends the Planning Commission: 1.adopt the attached resolution approving a Parking Plan for a proposed food and beverage supermarket at 2510 Pacific Coast Highway to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church), and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway, and adopting the Mitigated Negative Declaration; and 2.adopt the attached resolution approving a Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market, and adopting the Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. Attachments 1.Proposed Resolutions 2.Initial Study/Mitigated Negative Declaration 3.Mitigation Monitoring and Reporting Program 4.Shared Parking Study 5.Existing Resolution for the youth services center and auditorium 6.Radius Map 7.Legal Verification 8.Applicant’s Submittal Respectfully Submitted by: Kim Chafin, Senior Planner City of Hermosa Beach Printed on 2/20/2024Page 15 of 16 powered by Legistar™98 Staff Report REPORT 17-0238 Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 16 of 16 powered by Legistar™99 1 P.C. RESOLUTION 17-XX A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA, APPROVING A PRECISE DEVELOPMENT PLAN TO ALLOW A FOOD AND BEVERAGE MARKET (LAZY ACRES MARKET) WITHIN AN EXISTING 29,653 SQUARE FOOT BUILDING AT 2510 PACIFIC COAST HIGHWAY (CURRENTLY HOPE CHAPEL YOUTH CENTER), CONDITIONAL USE PERMIT FOR OUTDOOR DINING ACCESSORY TO THE PROPOSED FOOD AND BEVERAGE MARKET; AND ADOPTION OF THE MITIGATED NEGATIVE DECLARATION AND MITIGATION MONITORING AND REPORTING PROGRAM. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed by Bristol Farms, requesting approval of Precise Development Plan 16-6 to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel youth center), and Conditional Use Permit 16-2 for outdoor dining accessory to the proposed food and beverage market. Section 2. The Planning Commission conducted duly noticed public hearings to consider the application on November 15, 2016 and April 18, 2017, at which time testimony and evidence, both oral and written, was presented to and considered by the Planning Commission. Section 3. Based on the testimony and evidence received, the Planning Commission makes the following factual findings: 1. The site is zoned C-3 which allows food and beverage markets by right. Surrounding uses consist of restaurants, a church, general office, and residential to the rear. 2. The project is a renovation of an existing 29,653 square foot building to accommodate a commercial supermarket (Lazy Acres Market). The proposal retains the original square footage and footing of the existing building, originally constructed in 1963 or earlier as a supermarket, and previously occupied by Lucky’s and Albertson’s markets. It is currently used by Hope Chapel Church as a youth center. (Hope Chapel’s main facilities are adjacent to the proposed supermarket, in the existing 2420 Pacific Coast Highway building located immediately south of the subject building.) The project consists primarily of interior renovations, with demolition and removal of existing non-structural elements in the building and construction of new non-structural elements. Exterior modifications to the building include new façade treatments on the building’s north and west sides (wood siding, stucco, window treatments, entry and exists, architectural canopies and lighting) and modifications to the receiving area on the building’s east side. Proposed architectural features include a 38-foot high tower on the north elevation and a 32’-4” hip roof at the northeast corner of the building. Exterior improvements also include an outdoor seating area with 56 seats with tables available as a dining area for market patrons. 3. The proposed modifications to the receiving area on the east side of the building include construction of a loading dock, recessed down four feet from finished floor at the bottom of the truck ramp into the building. When deliveries are not being made, the loading dock will be closed with a vertical section door. Deliveries will also enter the building by hand truck through a closable entry in the screen wall. A trash compactor will be sited within the same enclosed area. A floor drain will direct drainage from the trash compactor enclosure to the municipal wastewater collection system. The entire receiving area will be covered by an engineered, frame construction patio cover. The proposed project includes construction 100 2 of two walls in the area of the building’s east side. An 8-foot high masonry wall is proposed to replace sections of the existing wrought iron fence adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the multi-family residential parcel and 60 feet along the neighboring residential parcel’s north property line. The wall will provide a gated opening to preserve the existing pedestrian access to the residential parcel at the same location. A second screen wall is proposed within the subject building’s east area to separate the east façade of building and the loading dock area from the rest of the access area (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building). The wall is also intended to provide additional buffering of receiving area activities to adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 to 17 feet high and extend 114 feet down the length of the access area parallel to the east side of the building. 4. Additional site improvements include reconfiguration of the parking lot layout, asphalt grand and overlay as required for ADA path to/from ADA parking stalls, with new re-striping of the parking lot, and installation of landscaping and underground water filtration equipment. Parking lot landscaping is proposed fronting Pacific Coast Highway (PCH), Artesia Boulevard, and multiple places within the interior of the parking lot. 5. The project proposes to share parking with Hope Chapel Church located on the neighboring lot so the south. The Hermosa Beach Municipal Code (HBMC) requires a total of 119 spaces for the market. The shared parking plan proposes 66 spaces for the sole use of Lazy Acres and a balance of 53 spaces shared with Hope Chapel during peak weekday and weekend periods. Hope Chapel is allotted 147 spaces for its sole use. 6. The market’s hours of operation are proposed from 6 AM to 10 PM daily, and the store will be open to the public from 9 AM to 10 PM. The outdoor seating area will be in operation from 9 AM to 10 PM daily. There will be no table service, alcohol consumption will not be allowed, and lighting will be timed to turn off automatically at 10 PM. The City prepared a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The outdoor seating area will be equipped with audio speakers for music timed to turn off at 10 PM to coincide with store hours. Outdoor audio speakers at the dining area is unlikely to be audible to residences on the east side of the building. However, to ensure that this is so, the acoustic analysis recommends the dining area limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area, and the applicant has integrated this limitation into the proposed project. 7. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from 65-foot semi-truck trailers approximately 4 times per day, 7 days a week, occurring between 9 AM and 6 PM at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery, and at least two of these deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries, and the refrigeration trailer will be connected to a separate power source within the building. All delivery trucks will be prohibited from idling more than five 101 3 minutes. Deliveries will also be made by smaller, side-loading vendor trucks an average of 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the “alleyway” entrance (the drive aisle located along the east side of the loading dock), and north of the residences. Products will be wheeled by hand truck into the store receiving area through a doorway in the screen wall. Deliveries of this type will occur between the hours of 9 AM and 6 PM. While the exhaust system of most side-loading trucks is three feet above ground level, some of the side-loading trucks (approximately two of the 20 trucks per day) have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. To avoid noise impacts associated with these higher exhaust systems, side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or they will park their trucks a minimum of 60 feet from the nearest residential building during normal receiving hours. Pick-up and drop-off service of the trash compactor hauler will be limited to the hours of 9 AM to 6 PM, and is expected to occur two to three times per week. 8. The project includes a Captiveaire Pollution Control Unit (PCU) on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. 9. The project also proposes transportation management features to facilitate use of alternative transportation modes by market employees, including: a. a display case/kiosk displaying transportation information regarding: i. transit maps, routes and schedules for routes serving the site; ii. contact information for ridesharing agencies, transit agencies and other transit-related information iii. bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; b. bicycle racks to accommodate employees and customers who bicycle to the site; and c. employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. Section 4. Pursuant to the California Environmental Quality Act, the City prepared a Mitigated Negative Declaration (MND) for the proposed project. The MND identified that impacts to Aesthetics and Transportation/Traffic were potentially significant, but with project revisions or conditions could be reduced to a less than significant level. Measures regarding aesthetics were recommended by City staff, and a professional traffic consulting firm prepared a traffic impact analysis which included measures to reduce these project-related impacts, and these have been included as conditions of approval for this project. In the Initial Study, other potential environmental impacts were identified, however, all were considered less than significant. The comment period for the Mitigated Negative Declaration was from October 26, 2016 to November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration was noticed by publication in the Easy Reader on October 27, 2016 and on the City’s website on October 26, 2016, and a public hearing was held at the time of the Planning Commission’s consideration of the request on November 15, 2016. Comments were received during the public review period. The proposed project was subsequently revised, and pursuant to the California Environmental Quality Act, the City prepared a Mitigated Negative Declaration for the revised proposed project. The Mitigated Negative Declaration identified that impacts to Noise were potentially significant, but because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant effect on the environment. Measures were recommended by City staff, and the City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the 102 4 project. The Traffic Impact Analysis of the proposed revised project was amended to address comments received, and the Parking Study of the project was also updated based on revisions to the proposed project. Measures recommended by the professional consultants have been included as conditions of approval for this project. In the Initial Study, other potential environmental impacts were analyzed, however, all were considered less than significant. The comment period for the Mitigated Negative Declaration for the revised proposed project was from March 23, 2017 to April 12, 2017. A notice of intent to adopt a Mitigated Negative Declaration was noticed by publication in the Easy Reader on March 23, 2017 and on the City’s website on March 23, 2017, and a public hearing was held at the time of the Planning Commission’s consideration of the request on April 18, 2017. No comments were received during the public comment period. The Mitigated Negative Declaration prepared for this project reflects the City’s independent judgment and analysis. The Planning Commission finds that there is no substantial evidence that the project would have a significant impact on the environment and finds the Initial Study and Mitigated Negative Declaration adequate and complete. The Planning Commission hereby adopts the Mitigated Negative Declaration. As lead agency, the City is required to adopt a Mitigation Monitoring and Reporting Program (MMRP) when approving or carrying out a project for which a Mitigated Negative Declaration identifies changes the lead agency has required, and/or made a condition of approval, to mitigate or avoid significant environmental effects. In order to monitor performance of the mitigating measures and conditions to ensure that implementation does, in fact, take place, the City has prepared a MMRP in accordance with Public Resources Code (PRC) Section 21081.6 and Section 15074(d) of the California Environmental Quality Act (CEQA) Guidelines. The Planning Commission hereby adopts the Mitigation Monitoring and Reporting Program (MMRP). Section 5. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for the Precise Development Plan and Conditional Use Permit pursuant to H.B.M.C. Sections 17.58.030 and 17.40: 1. Distance from existing residential uses in relation to negative effects: The proposed project is located on a commercially zoned lot with the nearest residential uses located adjacent to the building and parking lot, occupying the southeastern border of the property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that was built in the early 1970’s. The subject building was granted permits in 2010 to be used as a youth service center and auditorium for Hope Chapel. City records indicate prior use of the building was a supermarket as early as 1963 until the conversion to the youth center in 2010. The proposed supermarket is designed with the customer entrance/exits on the north side of the building and ancillary outdoor seating along the north side as well. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The acoustic analysis included a recommendation to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Conditions of approval limit the use of the outdoor seating area from the hours of 9 AM to 10 PM and restrict the sound levels from outdoor audio speakers not to exceed 55 dBA at any location 10 feet from the dining area. 103 5 The delivery areas are located on the east side of the building. Conditions of approval that incorporate noise attenuation measures to buffer sound from delivery areas include: a. an 8-foot high masonry replacing sections existing wrought iron fence adjacent to The Victorian condominiums, extending 11 feet along the west side of the condos ad 60 feet along the condos’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; c. loading dock deliveries limited to hours of 9AM to 6 PM; d. refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e. all delivery trucks prohibited from idling more than five minutes; f. use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. The project site is urban in character, with generally high levels of existing lighting along Pacific Coast Highway, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are adjacent residential buildings east of the project site. A condition of approval is included which requires all exterior lighting to be downcast and fully shielded, and illumination contained within the property boundaries, thereby minimizing the impact to nearby properties while maintaining appropriate lighting for safety concerns. 2. The amount of existing or proposed off-street parking in relation to actual need: Parking is analyzed under the Parking Plan section of this report. With approval of the Parking Plan, the City finds that the site is adequately parked to serve all uses on the site (supermarket, church and commercial office building) during peak periods. 3. The location of and distance to churches, schools, hospitals and public playgrounds: The subject site is located adjacent to Hope Chapel and proposes to share parking with the church during peak hours for the church. The application was submitted with input from Hope Chapel regarding their anticipated expansion and operations and how they will coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts are anticipated. 4. The combination of uses proposed, as they relate to compatibility: Lazy Acres supermarket will be the only tenant of the existing 2510 Pacific Coast Highway building. The proposed supermarket includes a primary element of retail with an ancillary outdoor dining area for on-site consumption. It is typical of supermarkets to offer an ancillary dining component for on-site consumption or take-out, and the proposed combination of uses is similar to other established supermarkets such as Vons and Ralphs. No impacts are anticipated. 5. Precautions taken by the owner or operator of the proposed establishment to assure the compatibility of the use with surrounding uses: The applicant has integrated into the revised project proposal several specific conditions to address compatibility with the surrounding uses, including: 104 6 a. a shared parking arrangement with Hope Chapel Church to ensure adequate parking during peak periods for all uses on the site (church, supermarket and commercial office building); b. measures to buffer the adjacent residences from noise from delivery areas, such as new masonry walls, restricted delivery times/areas; c. measures to buffer the adjacent residences from noise from the outdoor dining area, such as restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers; and d. pollution control unit to on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor; 6. The relationship of the estimated business-generated traffic volume and the capacity and safety of streets serving the area: A Traffic Impact Analysis was prepared by the applicant and peer reviewed and accepted by the City. It addressed conversion of the church youth center to the proposed Lazy Acres supermarket, as well as a potential future renovation/expansion at the adjacent Hope Chapel Church (2420 Pacific Coast Highway), and conversion of an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by general office uses, to church annex/offices. The traffic study included Level of Service (LOS) analysis of existing conditions, existing plus project conditions, project opening year without project conditions, and project opening year with project conditions of 12 intersections in the vicinity of the project:  8th Street at Sepulveda Boulevard (SR-1);  2nd Street at Sepulveda Boulevard;  Longfellow Avenue at Sepulveda Boulevard;  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (SR-1);  21st Street at Pacific Coast Highway (SR-1);  16th Street at Pacific Coast Highway (SR-1);  Pier Avenue-14th Street at Pacific Coast Highway;  Gould Avenue at Ardmore Avenue;  Artesia Boulevard at Prospect Boulevard;  Artesia Boulevard at Meadows Avenue;  Artesia Boulevard at Peck Avenue-Ford Avenue; and  Artesia Boulevard at Aviation Boulevard. All of the intersections are signalized, except Gould/Ardmore Avenue, which is controlled by a boulevard stop. All intersections operate at an acceptable LOS (LOS D or better) during weekday AM and PM peak hours, with the exception of three:  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (LOS F at AM peak hour);  Gould Avenue at Ardmore Avenue (LOS E at AM and PM peak hours; an  Artesia Boulevard at Aviation Boulevard (LOS F at AM and LOS E at PM peak hours). All intersections currently operate at an accepted LOS (D or better) during the Sunday mid-day peak hour. If additional traffic generated by the project is added to current conditions, the LOS for all intersections remains the same, with the exception that the PM peak hour LOS at the Ardmore/Gould Avenue intersection degrades from E to F. For a non-signalized intersection such as this one, the project would have to increase the volume of traffic by 10% or more to be considered a significant impact, according 105 7 to City of Hermosa Beach traffic thresholds. The project would increase traffic at this intersection by 1.2% at the PM peak hour and 0% at the AM peak hour. The traffic analysis also examined projected conditions for 2018, when the market is anticipated to open to the public, with future conditions assuming a 1% ambient growth rate in addition to additional traffic from 28 other proposed projects in the vicinity that are currently in different stages of the planning/approval process. Without traffic generated by the Lazy Acres market, the LOS at the studied intersections will remain the same with the following exceptions:  Gould Avenue at Ardmore Avenue (LOS at the AM peak hour degrades from E to F);  2nd Street at Sepulveda (LOS at the AM peak hour shifts from D to E);  Ford Avenue-Peck Avenue/Artesia Boulevard (LOS at the AM peak hour shifts from D to E); and  Artesia Boulevard at Aviation Boulevard (LOS at the PM peak hour shifts from E to F). When traffic generated by the Lazy Acres market is added to the future 2018 conditions, there is no change in LOS. While there is an increase in traffic volumes at nearly all of the 12 intersections, none of the signalized intersections undergoes an increase of 0.05 in the intersection-to-capacity ratio (ICU), the City of Hermosa Beach threshold for signalized intersections. The volume increase at the Gould/Ardmore intersection (the only non-signalized intersection of the analysis) is less than 10%, which is the City’s threshold for non-signalized intersections. The site is currently accessed by vehicles from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. These multiple vehicular ingress/egress points limit impacts to street traffic on Pacific Coast Highway and Artesia Boulevard. The delivery vehicle route, entering on Artesia Boulevard, is designed to limit significant stopping or reversing of vehicles on Artesia Boulevard and Pacific Coast Highway, and is not identified as contributing to a significant impact. The project also proposes transportation management features (consistent with HBMC Section 17.48 - Trip Reduction and Travel Management), to facilitate use of alternative transportation modes by market employees, including:  a display case/kiosk displaying transportation information regarding: o transit maps, routes and schedules for routes serving the site; o contact information for ridesharing agencies, transit agencies and other transit-related information. o bicycle route and facility information, including regional/local bicycle maps and bicycle safety information.  bicycle racks to accommodate employees and customers who bicycle to the site; and o employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. 7. The proposed exterior signs and décor, and the compatibility thereof with existing establishments in the area: The applicant proposes to alter the existing façade along the north and west sides of the building and minimal renovation the east and south sides of the building. The proposed façade alterations along the north and west sides of the building include installation of wood siding, windows, a metal roof, small decorative canopies, and stucco. The proposed color schemes and decorative style are consistent with other Lazy Acres operated throughout the state which provide a rural barnyard look with a modern urban architectural touch. 106 8 The site is on top of a hill at a higher elevation than all surrounding properties. The proposed improvements will be constructed within the existing envelope of the building, but includes height increases involving architectural tower elements to be constructed approximately 32’-4” and 38’ from the finished grade. The permissible height limit of the property is 35 feet. However, HBMC Section 17.46.010 allows towers to be constructed above the height limit provided that the towers do not exceed the height limit by more than eight feet and cover no more than five percent of the roof area, and the proposed towers are required to comply with the HBMC. Residential buildings to the rear of the site are constructed at approximately 25-30 feet in height (2 to 3 stories), while neighboring commercial buildings along Pacific Coast Highway like Hotel Hermosa (2515 Pacific Coast Highway) across the street, are constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject building is constructed at 35-40 feet in height. The proposed tower elements are consistent with scale and size of commercial development along Pacific Coast Highway. Lighting will be installed around the building and will be required to be downcast so to not disturb neighboring uses. Additionally, signage is shown to be installed predominantly along the north side of the building as well as the west side. The project includes a condition to require lighting for signage to be downcast and non-disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal Code. No impacts are anticipated. 8. The number of similar establishments or uses within close proximity to the proposed establishment: The proposed supermarket would be similar to two other established supermarkets in the City: Vons (located in the Hermosa Pavilion shopping center at the corner of Pier Avenue and Pacific Coast Highway) and Trader Joe’s (located at 110 Pacific Coast Highway). No impacts are anticipated. 9. Building and driveway orientation in relation to sensitive uses, e.g., residences and schools: As discussed above regarding traffic impacts, the existing site has three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic patterns will be oriented towards the north and west side of the lot where it is least impactful to nearby residences. Additionally, the customer entrance/exit for the proposed building is located on the north side of the building with an emergency exit located along the south side of the building pursuant to Fire and Building Code standards. Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S. Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of Redondo Beach. The proposed project does not include alterations to existing traffic patterns on and around the site and a Traffic Impact Analysis prepared for the project indicated that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected to operate at LOS E with or without the proposed project. No impacts are anticipated. 10. Noise, odor, dust and/or vibration that may be generated by the proposed use: The proposed project has incorporated noise attenuation measures to buffer the adjacent residences from noise emanating from delivery areas, such as new masonry walls, restricted delivery times/areas. Attenuation measures to buffer the adjacent residences from noise emanating from the outdoor dining area include restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers. With the proposed sound-attenuation measures, noise impacts of the supermarket operation are less than significant. 107 9 A pollution control unit on the roof will treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The supermarket operation is not anticipated to generate dust or vibration impacts. The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic increase at the site is not anticipated to create significant impacts relative to noise, as the number of increased vehicular trips generated by the project is not great enough to result in a measurable increase in roadway noise. An increase in traffic volumes of at least 26% is necessary to cause a 1 dBA increase in traffic noise. (An increase of 1dBA is well below the level of increase in noise detectable by the human ear; a 3 dBA increase is usually applied as a threshold level at which noise might be considered to have an impact.) The project’s approximately 4.5% increase does not approach a 26% increase over current traffic volumes. No impacts are anticipated. 11. Impact of the proposed use to the City's infrastructure, and/or services: The site previously operated as a supermarket prior to the existing youth center and auditorium use. Despite the proposed supermarket demanding additional utilities and services to the site as compared to the existing use, the anticipated increase in demand is not expected to impact current infrastructure and/or services. 12. Will the establishment contribute to a concentration of similar outlets in the area: The proposed supermarket will be one of three supermarkets in the city. No impacts are anticipated. 13. Adequacy of mitigation measures to minimize environmental impacts in quantitative terms: Following the November 15, 2016 Planning Commission public hearing, the applicant modified the project, and the City’s Initial Study was updated to analyze the modified project. The Initial Study/Mitigated Negative Declaration determined that, because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant effect on the environment,. Several of the proposed project components were key factors in the determination that the project would not result in any significant environmental impacts, and as such, those components are included as conditions of project approval. 14. Other considerations that, in the judgement of the Planning Commission, are necessary to assure compatibility with the surrounding uses, and the City as a whole: No other impacts are identified. Section 6. Based on the foregoing, the Planning Commission hereby approves the proposed Precise Development Plan 16-6 and Conditional Use Permit 16-2 subject to the following Conditions of Approval: 1. Planning Commission Resolution 10-6 shall hereby be rescinded, and the Precise Development Plan and Conditional Use Permit for the property at 2510 Pacific Coast Highway shall be governed exclusively by the provisions herein. 2. The proposed modifications to the building shall be substantially consistent with plans submitted and approved by the Planning Commission on April 18, 2017. The Community Development Director may approve minor modifications that do not otherwise conflict with the Municipal Code or requirements of this approval. Any substantial deviation must be reviewed and approved by the Planning Commission. 108 10 a. Architectural treatments and accessory facilities shall be as shown on building elevations, site and floor plans. Precise building height compliance shall be reviewed at the time of plan check, to the satisfaction of the Community Development Director. b. All exterior lighting shall be downcast and fully shielded, and illumination shall be contained within the property boundaries. Lighting shall be energy-conserving and motion detector lighting shall be used for all lighting except low-level (three feet or less in height) security lighting and porch lights. Lamp bulbs and images shall not be visible from within any onsite or offsite residential unit. Exterior lighting shall not be deemed finally approved until 30 days after installation, during which period the Building Official may order the dimming or modification of any illumination found to be excessively brilliant or impacting to nearby properties. c. Lighting for signage must be downcast and non-disruptive to nearby uses and compliant with HBMC Section 17.50 (Signs). d. The exterior of the premises shall be maintained in a neat and clean manner, and maintained free of graffiti at all times. e. The establishment shall not adversely affect the welfare of the residents, and/or commercial and residential establishments nearby. f. The architectural towers at the front entrance of the building (north side) shall be subject to the development standards of Hermosa Beach Municipal Code Section 17.46.010. The proposed tower shall not exceed 38 feet in height and shall occupy no more than 5% of the total roof area. 3. Two copies of a final landscape plan, consistent with landscape plans approved by the Planning Commission, indicating size, type, quantity and characteristics of landscape materials shall be submitted to the Community Development Department and Planning Division for review and approval prior to the issuance of Building Permits. The final plan shall also include the following: a. The applicant shall provide a landscape plan to comply with Hermosa Beach Municipal Code Sections 17.22.060(H) and 8.60.070 to the satisfaction of the Community Development Director and Director of Public Works. b. An automatic landscape sprinkler system consistent with Hermosa Beach Municipal Code Section 17.22.060(H) shall be provided, and shall be shown on plans (Building Permits are required). 4. The plans shall comply with Hermosa Beach Municipal Code Section 8.44.095 and install permeable surfaces in the parking lot and other non-landscaped areas to the maximum extent feasible. If providing water-permeable surfaces on at least 50% of exterior surface area is not feasible and incorporating measures in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced by a 0.80 inch twenty-four (24) hour rain event, then the applicant shall infiltrate runoff on-site. In the event that subsurface infiltration is required, plans shall designate the exact location of the subsurface infiltration system, the applicant shall enter into 109 11 a maintenance agreement with the City (prior to final map approval) for the ongoing infiltration, and provide a surety bond to the City to guarantee that on-site, subsurface infiltration is achieved. The amount of the bond shall be determined by the Building Division. All other drainage shall be routed to an off-site facility or on-site permeable area approved by the City. To the extent possible, a portion of roof drainage shall be routed to on-site permeable areas. No drainage shall flow over any driveway or sidewalk. If the drainage of surface waters onto the property requires a sump pump to discharge said waters onto the street, the property owner(s) shall record an agreement to assume the risk associated with use and operation of said sump pump, release the City from any liability, and indemnify the City regarding receipt of surface waters from the property. The recorded agreement must be filed with the City prior to issuance of the Certificate of Occupancy. 5. Permitted hours of operation shall be 6:00 AM to 10:00 PM daily. 6. Outdoor seating along the front of the building shall be allowed only during the hours of 9:00 AM to 10:00 PM. Lighting of this area will be timed to automatically be turned off during the hours of 10:00 PM to 6AM. Outdoor audio speakers will be time to automatically be turned off during the hours of 10:00 PM to 9AM. Sound levels from outdoor audio speakers shall not exceed 55 dBA at any location 10 feet from the outdoor seating area. 7. Unloading and loading of delivery vehicles shall be conducted only during the hours of 9:00 AM and 6:00 PM, except as referenced in Condition 8.g. 8. Noise attenuation measures shall be implemented by the applicant, to the satisfaction of the Community Development Director, between the east side of the building and the adjacent residences, including: a. an 8-foot high masonry wall shall be constructed, replacing sections of existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the residences and 60 feet along the residences’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall shall be constructed along the east side of loading dock area; c. unloading and loading of delivery vehicles shall be conducted only during the hours of 9:00 AM and 6:00 PM; d. refrigerated trucks owned by the market shall shut off tractor engine during deliveries, and refrigeration trailer shall be connected to a separate power source within the building; e. all delivery trucks shall be prohibited from idling more than five minutes; f. use of the delivery parking area near the “alleyway” entrance and north of the residences shall be limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration shall make deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler shall be limited to the hours of 9 AM to 6 PM. 110 12 9. The project shall include a Captiveaire Pollution Control Unit, or equivalent system as determined by the Community Development Director, on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. 10. The project shall comply with all requirements of the Building Division, Public Works Department and Fire Department, and the City of Hermosa Beach Municipal Code. 11. Encroachments into the public right-of-way are subject to an encroachment permit approved by the Public Works Department. 12. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation hereafter adopted that is applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. 13. Prior to the submittal of structural plans to the Building Division for plan check an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the Planning Division of the Community Development Department stating that the applicant/property owner is aware of, and agrees to accept, all of the conditions of this grant of approval. 14. The applicant shall submit all required plans and reports to comply with the City’s construction debris recycling program including manifests from both the recycler and County landfill; at least 65% of demolition debris associated with demolition of the existing improvements and new construction shall be recycled. 15. Prior to issuance of a Building Permit, approved civil engineering plans prepared by a licensed civil engineer, and approved by Public Works, addressing grading, undergrounding of all utilities, pavement, sidewalk, curb and gutter improvements, on-site and off-site drainage (no sheet flow permitted), installation of utility laterals, and all other improvements necessary to comply with the Municipal Code and Public Works specifications, shall be filed with the Community Development Department. 16. Civil engineering plans shall include adjacent properties/structures, sewer laterals, and storm drain main lines on street. 17. Project construction shall protect private and public property in compliance with Sections 15.04.070 and 15.04.140. No work in the public right of way shall commence unless and until all necessary permits are attained from the Public Works Department including if required, an approved Residential or Commercial Encroachment Permit. 18. Sewer flow rate for upstream and downstream manhole along with manhole rim/lid elevations must be submitted prior to grading and plan check. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 111 13 19. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 20. Sewer main work may be required after review of sewer lateral video. 21. The project must comply with Storm Water and Urban Runoff Pollution Control Regulations (HBMC Ch. 8.44). Implement required Low Impact Development Standards, provide calculations and documents i.e. Appendix D and E of the Storm Water LID Guidelines, submit at time of grading and plan check along with an erosion control plan. 22. The Planning Commission may review this Precise Development Plan and Conditional Use Permit and may amend the subject conditions or impose any new conditions if deemed necessary to mitigate detrimental effects on the neighborhood resulting from the subject use pursuant to the procedures for modification/revocation in the HBMC. 23. Approval of this permit shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested, in writing to the Community Development Director including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. 24. Prior to issuance of a Building Permit, abutting property owners and residents within 100 feet of the project site shall be notified of the anticipated date for commencement of construction. 25. The form of the notification shall be provided by the Planning Division of the Community Development Department. 26. Building permits will not be issued until the applicant provides an affidavit certifying mailing of the notice. 27. Project construction shall conform to the Noise Control Ordinance requirements in Section 8.24.050. Allowed hours of construction shall be printed on the building plans and posted at construction site. 28. During construction traffic control measures, including flagmen, shall be utilized to preserve public health, safety, and welfare. 29. The following traffic mitigation measures must be provided on the market site, to the satisfaction of the City’s Community Development Director: a. provide a display case/kiosk displaying transportation information including: i. transit maps, routes and schedules, for routes serving the site; ii. contact information for ridesharing agencies, transit agencies, and other transit related information; iii. bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; 112 14 b. bicycle racks shall be installed to accommodate employees and customers who bicycle to the site; and c. employee walking/bicycling incentive. Lazy Acres shall provide a program that provides incentives (i.e. local business gift card) each time an employee walks or bicycles to work. Section 7. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Precise Development Plan and Conditional Use Permit shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. Each of the above conditions is separately enforced, and if one of the conditions of approval is found to be invalid by a court of law, all the other conditions shall remain valid and enforceable. To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”) from and against any claim, action, or proceeding brought by a third party against the indemnified parties and the applicant to attack, set aside, or void any permit or approval for this project authorized by the City, including (without limitation) reimbursing the City its actual attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to defend any such action with attorneys of its choice. The permittee shall reimburse the City for any court and attorney's fees which the City may be required to pay as a result of any claim or action brought against the City because of this grant. Although the permittee is the real party in interest in an action, the City may, at its sole discretion, participate at its own expense in the defense of the action, but such participation shall not relieve the permittee of any obligation under this condition. Section 8. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to the decision of the Planning Commission, after a formal appeal to the City Council, must be made within 90 days after the final decision by the City Council. VOTE: AYES: NOES: ABSTAIN: ABSENT: CERTIFICATION I hereby certify the foregoing Resolution P.C. No. 17-X is a true and complete record of the action taken by the Planning Commission of the City of Hermosa Beach, California at its regular meeting of April 18, 2017. ______________________________ ______________________________ Michael Flaherty, Chairman Ken Robertson, Secretary April 18, 2017 Date 113 1 P.C. RESOLUTION 17-XX A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA, APPROVING A PARKING PLAN FOR A PROPOSED SUPEMARKET AT 2510 PACIFIC COAST HIGHWAY TO ALLOW PARKING REQUIREMENTS TO BE MET WITH A SHARED PARKING ARRANGEMENT WITH THE TWO ADJACENT BUILDING AT 950 ARTESIA BOULEVARD (CURRENTLY A MULTI-TENANT OFFICE BUILDING) AND 2420 PACIFIC COAST HIGHWAY (CURRENT HOPE CHAPEL CHURCH) AND THE PARKING LOT CURRENTY USED BY HOPE CHAPEL AT 2306 PACIFIC COAST HIGHWAY; AND ADOPTION OF THE MITIGATED NEGATIVE DECLARATION. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed by Bristol Farms, requesting approval of Parking Plan 16-7 to allow parking requirements to be met for a proposed food and beverage supermarket at 2510 Pacific Coast Highway (Lazy Acres Market) with a shared parking arrangement with the buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway. A total of 358 on-site parking spaces are available. Lazy Acres proposes to have a total of 119 spaces, with 66 designated solely for their use while 53 spaces are proposed to be shared between Hope Chapel and Lazy Acres. Section 2. The Planning Commission conducted duly noticed public hearings to consider the application on November 15, 2016 and April 18, 2017, at which time testimony and evidence, both oral and written, was presented to and considered by the Planning Commission. Section 3. Pursuant to the California Environmental Quality Act, the City prepared a Mitigated Negative Declaration (MND) for the proposed project. The Planning Commission made findings and adopted the MND pursuant to Planning Commission Resolution No. 2017- XX. Section 4. Based on the testimony and evidence received, the Planning Commission makes the following factual findings: 1. The subject sites are zoned C-3 General Commercial (2510 Pacific Coast Highway, 2420 Pacific Coast Highway, and 950 Artesia Boulevard) and Specific Plan Area No. 8 (2306 Pacific Coast Highway). 2. The use of the buildings are as follows: a. 2510 Pacific Coast Highway = 29, 563 square foot food and beverage supermarket (Lazy Acres Market) with approximately 1,800 square feet of ancillary outdoor dining; b. 2420 Pacific Coast Highway = existing 34,750 square foot main/church building with a proposed 24,400 square foot expansion; 114 2 c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for Hope Chapel; and d. 950 Artesia Boulevard = 15,000 square feet of existing multi-tenant commercial offices, proposed to be converted to church annex/offices. Section 5. Based on the testimony and evidence received, the Planning Commission makes the following factual findings pertaining to the application for a Parking Plan pursuant to Hermosa Beach Municipal Code Section 17.44.210: A parking analysis was prepared by professional parking consultants for the applicant and peer reviewed and accepted by the City for the proposed shared parking of Lazy Acres and Hope Chapel. Hope Chapel campus consists of an existing 34,750 square foot main/church building at 2420 Pacific Coast Highway, a 10,000 square foot office building that houses administrative offices at 2306 Pacific Coast Highway, and a 15,000 square foot office building now occupied by general office uses. The parking analysis includes a potential approximately 24,400 square foot expansion of the main church/building at 2420 Pacific Coast Highway and conversion of the 15,000 square foot office building to church annex/offices. The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres based upon the application of City Code parking ratios, by considering Hope Chapel’s anticipated operations and church attendance after the proposed expansion and associated renovations have been completed (as a maximum or highest intensity scenario), and the use of the shared parking methodology that takes into account a mixed-use development site’s physical setting. Compared to City Code parking calculations, a program/operations-based assessment and shared parking demand analysis result in a more realistic representation of a mixed-use development’s parking needs. Since the analysis is based on a proposed expansion of the Hope Chapel facility, it also covers the existing condition without any expansion, as the parking demand is lower for the existing condition than it is for the proposed expansion. The conclusions from the report is outlined below. City Parking Code Requirements Lazy Acres (2510 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 119 spaces required (29,563 square foot building) Hope Chapel Building (2420 Pacific Coast Highway) Pursuant to Section 17.44, and applying an aggregate of parking ratio standards based on Hope Chapel’s submitted plans the parking requirement is equal to 814 spaces. Hope Chapel Offices (2306 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 40 spaces (10,000 square foot building) Shorewood Plaza (950 Artesia Boulevard Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 60 spaces Total Code Parking Requirement = 1,033 parking spaces 115 3 Compared with the Hope Chapel parking supply of 239 spaces, the 914-space requirement for the church corresponds to a code-based deficiency of 675 spaces. For Lazy Acres, the code required 119 spaces is equal to its supply of 119 spaces. A breakdown of square feet of each proposed use and the applied parking standard ratio can be found in Table 2 of the parking analysis. Shared Parking Analysis The concept of shared parking is widely recognized in the transportation planning industry and accounts for fluctuations in parking demand over time for different types of uses within a development. Due to the unique parking characteristics of the project’s mixed-use development (i.e., retail, office and church development), opportunities for shared parking can be expected. The hourly parking demand profiles utilized in the study and applied to the proposed Hope Chapel Mixed-Use project are based on profiles developed by the Urban Land Institute (ULI). The ULI publication presents hourly parking demand profiles for retail and office uses. For retail uses, peak demand occurs between 12:00 PM and 3:00 PM on weekdays and between 2:00 PM and 5:00 PM on weekends. For office uses, peak demand occurs between 10:00 AM and 12:00 PM on weekdays and weekends. The office parking demand profile was applied to the church administration offices, church annex/offices and church maintenance/storage. Table 2 of the parking analysis provides a breakdown of the proposed uses inside the Hope Chapel Building (2420 Pacific Coast Highway) and each of their applicable Municipal Code parking requirement. Additionally, table 2 of the parking analysis provides applicable Municipal Code parking requirements for the buildings at 2306 Pacific Coast Highway, 950 Artesia Blvd, and the proposed Lazy Acres building at 2510 Pacific Coast Highway. Below is a summary of Table 2 of the Parking Analysis: Hope Chapel Building (2420 Pacific Coast Highway)  Main Sanctuary = 1 space per 50 square feet  Fellowship Hall = 1 space per 50 square feet  Children’s Church/Classrooms/Nursery = 1 space per 50 square feet  Youth programs = 1 space per 50 square feet  Church Classrooms = 1 space per 50 square feet  Small Chapel = 1 space per 50 square feet  Rehearsal Room = 1 space per 50 square feet  Storage/Maintenance = 1 space per 1,000 square feet  Café = 1 space per 250 square feet  Steward Areas = 1 space per 100 square feet  Entry Lobby = ancillary use  Terrace = ancillary use  Technical Rooms (A/V, sound booth) = ancillary use  Kitchen = ancillary use  Common Areas (restrooms, hallways) = ancillary use  Hope Chapel Offices (2306 Pacific Coast Highway)  Administration Offices = 1 space per 250 square feet 116 4 Shorewood Plaza (950 Artesia Boulevard)  Church Annex/Offices = 1 space per 250 square feet Lazy Acres Market (2510 Pacific Coast Highway)  Food and beverage market = 1 space per 250 square feet Tables 6 and 7 of the parking analysis present the combined weekday and weekend parking demand for the overall Hope Chapel Mixed-Use project based on the shared parking methodology. Table 6 shows that the weekday (Friday) peak parking demand in the aggregate of 318 spaces (215 spaces for Hope Chapel and 103 spaces for Lazy Acres) is forecast to occur at 7:00 p.m. Based on the on-site parking supply of 358 spaces, a surplus of 40 spaces is forecast. Table 7 indicates that the weekend (Sunday) peak parking demand for Lazy Acres and Hope Chapel is forecast to occur at 1:00 p.m. and is equal to 338 spaces (228 spaces for the church and 110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of 20 spaces is forecast. Operations Based Parking Analysis Because hourly parking demand profiles for the church uses are not provided by ULI, the parking demand for the church use was determined based on specific, detailed, operational information provided by Hope Chapel. A detailed breakdown of the anticipated operations at Hope Chapel after their proposed expansion/remodel is provided in the parking analysis, and the Parking Plan is conditioned to require Hope Chapel operations to be consistent with the proposed operating times and uses. Table 5 of the parking analysis converts the number of persons (based on expected attendance by Hope Chapel) into the number of spaces for each 30-minute interval (by also using the anticipated schedule of activities per day of the week, as reported by Hope Chapel) based on the following conservative assumptions:  one adult per vehicle for Ministry Classes, Women’s Bible Study, and all church employees; and  two adults per vehicle for all church worship services in the main sanctuary. Table 5 of the Parking Analysis shows peak weekday demand of 215 spaces and a peak weekend demand of 228 spaces for Hope Chapel. Given the shared parking analysis results, it is concluded that the Church’s on-site supply of 239 spaces will be adequate to support weekday and weekend peak parking demand of 215 and 228 spaces respectively. Further, the on-site supply of 119 spaces at the Lazy Acres site will be sufficient as well. Although exclusive use of only 66 spaces is identified as dedicated parking for Lazy Acres, the balance of 53 spaces will be served by the shared parking supply of 145 spaces available to both Hope Chapel and Lazy Acres. The following provides a parking allocation breakdown: 117 5  Lazy Acres dedicated parking 66 spaces  Lazy Acres shared parking 53 spaces  Lazy Acres Total Parking: 119 spaces  Hope Chapel dedicated parking 147 spaces  Hope Chapel shared parking 92 spaces  Hope Chapel Total Parking: 239 spaces Lazy Acres+ Hope Chapel Total Parking: 358 spaces Based on the findings of the parking study, the future on-site supply of 358 spaces will be adequate in meeting the parking needs of Hope Chapel (presuming the proposed renovations and expansion to their main building), in combination with the re-occupancy of the 2510 Pacific Coast Highway building by Lazy Acres. Section 6. Based on the foregoing, the Planning Commission hereby approves the proposed Parking Plan 16-7 subject to the following Conditions of Approval: 1. The use and square footage of the subject buildings shall be consistent with the uses and square footage identified in the Parking Analysis for the subject project. Minor modifications to the use or square footage of the buildings is required to comply with project conditions and may be approved by the Community Development Director. a. 2510 Pacific Coast Highway = 29,563 square foot food and beverage supermarket (Lazy Acres Market) with approximately 1,800 square feet of ancillary outdoor dining. b. 2420 Pacific Coast Highway = existing 34,750 square foot main church building, or existing 34,750 square foot main church building with a proposed 24,400 square foot expansion; c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for Hope Chapel; and d. 950 Artesia Boulevard = 15,000 square feet of existing multi-tenant commercial offices, proposed to be converted to church annex/offices. 2. Planning Commission Resolution 10-6 is hereby be rescinded and the shared parking arrangement for the properties at 2510 Pacific Coast Highway, 2420 Pacific Coast Highway, 2306 Pacific Coast Highway and 950 Artesia Boulevard shall be governed exclusively by the provisions herein. 3. Should complaints or problems occur with the management of parking at the subject sites as verified by the Community Development Director, a parking management plan shall be filed and approved by the Community Development Director. Should verified complaints and problems continue to occur, the parking management plans shall be modified to address those concerns to the satisfaction of the Community Development Director. Should the complaints be substantial or irresolvable, or should problems continue, the Community Development Director shall refer the matter to the Planning Commission for review of the Parking Plan and/or any applicable Conditional Use Permits associated with the subject sites. 118 6 4. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation hereafter adopted that is applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. 5. Approval of this permit shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested in writing to the Community Development Director, including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. Section 7. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Precise Development Plan and Conditional Use Permit shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. Each of the above conditions is separately enforced, and if one of the conditions of approval is found to be invalid by a court of law, all the other conditions shall remain valid and enforceable. To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”) from and against any claim, action, or proceeding brought by a third party against the indemnified parties and the applicant to attack, set aside, or void any permit or approval for this project authorized by the City, including (without limitation) reimbursing the City its actual attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to defend any such action with attorneys of its choice. The permittee shall reimburse the City for any court and attorney's fees which the City may be required to pay as a result of any claim or action brought against the City because of this grant. Although the permittee is the real party in interest in an action, the City may, at its sole discretion, participate at its own expense in the defense of the action, but such participation shall not relieve the permittee of any obligation under this condition. 119 7 Section 8. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to the final decision on this Parking Plan (either by the Planning Commission, or the City Council should they take jurisdiction of the project), must be made within 90 days after the final decision. VOTE: AYES: NOES: ABSTAIN: ABSENT: CERTIFICATION I hereby certify the foregoing Resolution P.C. No. 17-X is a true and complete record of the action taken by the Planning Commission of the City of Hermosa Beach, California at its regular meeting of April 18, 2017. ______________________________ ______________________________ Michael Flaherty, Chairman Ken Robertson, Secretary April 18, 2017 Date 120 Lazy Acres Grocery Market Public Review Draft Initial Study and Mitigated Negative Declaration City of Hermosa Beach 1315 Valley Drive Hermosa Beach, CA 90254 March 2017 121 Initial Study/Environmental Checklist -2- City of Hermosa Beach, California 122 Initial Study/Environmental Checklist -3- City of Hermosa Beach, California INITIAL STUDY 1. Project Title: Lazy Acres Grocery Market 2. Lead Agency Name and Address: City of Hermosa Beach Community Development Department 1315 Valley Drive Hermosa Beach, CA 90254 3. Contact Person and Phone Number: Ken Robertson, Community Development Director (310) 318-0242 krobertson@hermosabch.org 4. Project Location: 2510 Pacific Coast Highway Hermosa Beach, CA 90254 See Exhibits 1 through 3. 5. Project Sponsor’s Name and Address: Good Food Holdings 910 East 250th Street Carson, CA 90745 6. General Plan Designation: General Commercial (GC) 7. Zoning: C-3 (General Commercial) 8. Description of Project: The project is renovation of a 29,653 square foot building for use as a commercial supermarket (Lazy Acres Market). The building, constructed in 1963 or earlier as a supermarket, was occupied previously by Lucky’s and Albertson’s markets. It is currently used by Hope Chapel Church as a youth center. (Main facilities of Hope Chapel Church are adjacent to the proposed supermarket, immediately to the south (see Exhibit 2)) 1. The project consists primarily of interior renovations, with demolition and removal of existing non-structural elements in the building and construction of new non-structural elements. Exterior modifications to the building include new façade treatments on the building’s north and west sides (wood siding, stucco, window treatments, entry and exits, architectural canopies and lighting) and modifications to the receiving area on the building’s east side. Proposed architectural features include a tower (38’ in height from finished grade) at the north elevation and a hip roof (32’-4”) at the northeast corner of the building. (See Exhibit 5, Architectural Elevations). Exterior improvements also include an outdoor seating area with 56 seats with tables available as a dining area for market patrons. (See Proposed Operations, below.) Receiving Area & Loading Dock The project proposes modifications to the receiving area on the east side of the building. Proposed modifications include construction of a loading dock, recessed four feet down from finish floor at bottom of the truck ramp into the building. When deliveries are not being made, the loading dock 1 This document analyzes impacts of development of the Lazy Acres Grocery Market which includes conversion of the current use of the proposed market building by Hope Chapel. It does not include an impact assessment of expansion of the Hope Chapel Church facilities, as that project is still in its preparatory stage. 123 Initial Study/Environmental Checklist -4- City of Hermosa Beach, California will be closed with a vertical sectional door. Deliveries will also enter the building by hand truck through a closable entry in the screen wall (see Exhibit 4 and Proposed Operations, below). A trash compactor will be sited within the same enclosed area. A floor drain will direct drainage from the trash compactor enclosure to the municipal wastewater collection system. The entire receiving area will be covered by an engineered, frame construction patio cover. The project proposes to construct two walls in the area of the building’s east side. An eight-foot high masonry wall is proposed to replace sections of the existing wrought iron fence adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the multi-family residential parcel and 60 feet along the neighboring parcel’s north property line. The wall will provide a gated opening to preserve the existing access to the residential parcel at the same location. A second screen wall is proposed within this area to separate the east façade of the building and loading dock area from the rest of the access area (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building). The wall is also intended to provide additional buffering of receiving area activities from adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 to 17 feet high and extend 114 feet down the length of the access area parallel to the east side of the building. (See Exhibit 4.) Parking Lot & Landscaping The project proposes to share parking with Hope Chapel Church located on the neighboring lot to the south (LL&G, 2016). A total of 119 spaces (4 per 1,000 square feet) is required per the City of Hermosa Beach Municipal Code. The shared parking plan proposes 66 spaces for the sole use of Lazy Acres and a balance of 53 spaces shared with Hope Chapel during peak weekday and weekend periods. (Hope Chapel will be allotted 101 spaces for its sole use.) Additional site improvements include reconfiguration of parking layout, asphalt grind and overlay as required for ADA path to/from ADA parking stalls, with new re-striping of parking lot, and installation of landscaping and underground water filtration equipment. Parking lot landscaping is proposed fronting Pacific Coast Highway (PCH), Artesia Boulevard, and multiple places on the interior of the lot. Proposed Operations The market’s hours of operation will be from 6 AM to 10 PM daily (store hours will be (9 AM to 10 PM). The outdoor seating area will be in operation from 9 AM to 10 PM daily. This area will be equipped with audio speakers for music timed to turn off at 10 PM to coincide with store hours. Lighting for the outdoor seating area will also be timed to turn off automatically at 10 PM. There will be no table service and alcohol consumption will not be allowed. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from 65-foot semi-truck trailers approximately four times per day, seven days a week. These deliveries will occur between 9 AM and 6 PM and will be made at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery. At least two of these daily deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries and the refrigeration trailer will be connected to a separate power source within the building. All trucks will be prohibited from idling more than five minutes. 124 Initial Study/Environmental Checklist -5- City of Hermosa Beach, California Deliveries will also be made by smaller, side-loading vendor trucks an average of 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the alleyway entrance (see Exhibit 4). Products will be wheeled by hand truck into the store receiving area through a doorway in the screen wall. Deliveries of this type will occur between the hours of 9 AM and 6 PM. Some of the side-loading trucks (estimated to be around two of the 20 trucks per day) have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. (The exhaust system of most side-loading trucks is three feet above ground level.) To avoid noise impacts associated with these higher exhaust systems, side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning before the market opens, between 6 AM and 9 AM, or they will park their trucks a minimum of 60 feet from the nearest residential building during normal receiving hours. Pick-up and drop-off service of the trash compactor hauler will be limited to the hours of 9 AM to 6 PM (expected to occur two to three times per week). The project proposes to include a Captiveaire Pollution Control Unit (PCU) on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and reduce odor. The project also proposes transportation management features to facilitate use of alternative transportation modes by market employees. These features include: 1. A display case/kiosk displaying transportation information regarding ▪ Transit maps, routes and schedules for routes serving the site; ▪ Contact information for ridesharing agencies, transit agencies and other transit related information; ▪ Bicycle route and facility information, including regional/local bicycle maps and bicycle safety information. 2. Bicycle racks to accommodate employees and customers who bicycle to the site. 3. Employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. Project Schedule Construction activities are proposed to begin approximately October 2017 and end approximately May 2018. This estimated 30-week schedule includes all activities leading up to the market operations: demolition, interior renovations, exterior improvements to the building, modifications to the loading dock area, reconfiguration of the parking lot, landscaping and stocking of the market with merchandise. 9. Requested Approvals Implementation of the project requires the following discretionary actions by the City of Hermosa Beach:  Approval of a Precise Development Plan (PDP) to allow renovations to the building and modifications to the site;  Approval of a Conditional Use Permit (CUP) for outdoor dining accessory to the proposed market;  Approval of a Parking Plan to allow shared parking with Hope Chapel Church. 125 Initial Study/Environmental Checklist -6- City of Hermosa Beach, California 10. Surrounding Land Uses and Setting: The project location and surrounding land uses are depicted in Exhibit 2. The proposed Lazy Acres market building is in a small shopping center at the southwest corner of the intersection of Artesia Boulevard and Pacific Coast Highway in Hermosa Beach. Artesia Boulevard is immediately to the north and Pacific Coast Highway is immediately to the west of the site. Hope Chapel is located immediately to the south of the proposed Lazy Acres Market building. Facilities at Hope Chapel include a worship sanctuary, meeting rooms and administrative offices. East of Hope Chapel, but not immediately adjacent to the proposed market, is a single-family residential neighborhood fronting on 24th Street. Immediately east of the proposed market is a 10-unit, multi-family residential complex. The shopping center site is shared by other commercial uses, including restaurants, which occupy a separate building at the extreme northwest corner of the shopping center. A larger building at the northeast corner of the site is occupied by commercial office uses (Sherwood Building). 11. Other Public Agencies Whose Approval is Required: No additional approvals are required. 12. Documents & References: ▪California Department of Conservation, 1999. State Hazards Map, Redondo Beach Quadrangle. ▪City of Hermosa Beach, 2014. PLAN Hermosa, Existing Conditions Report. ▪City of Hermosa Beach, Municipal Code ▪City of Hermosa Beach, General Plan ▪Greve & Associates, March 2017 Air Quality, Greenhouse Gas, and Noise Issues for Lazy Acres, City of Hermosa Beach. ▪Harco, December 15, 2016. Construction Schedule for Lazy Acres. ▪Los Angeles County Metropolitan Transportation Authority, July 2010. Congestion Management Plan. ▪Nationwide Environmental Specialists, 2006. Phase 1 Environmental Site Assessment for Hope Chapel ▪PCR, 2014. Cultural Resources Assessment prepared for PLAN Hermosa Existing Conditions Report. ▪Salem Engineering Group, Inc., 2016. Geotechnical Engineering Investigation, Proposed Lazy Acres Market. Prepared for Darin Eng, Little. ▪TJW Engineering (March 2017. Revised Traffic Impact Analysis: Lazy Acres Market/Hope Chapel Expansion, Hermosa Beach 13. SUMMARY OF ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED: The environmental factors checked below would be potentially affected by this project, involving at least one impact that is a "Potentially Significant Impact" as indicated by the checklist on the following pages: Aesthetics Agricultural Resources Air Quality Biological Resources Cultural Resources Geology & Soils Hazards & Hazardous Mats. Hydrology & Water Quality Land Use & Planning Mineral Resources Noise Population & Housing Public Services Recreation Transportation & Traffic Utilities & Service Systems Mandatory Findings of Significance 126 127 Initial Study/Environmental Checklist -8- City of Hermosa Beach, California than significant. "Potentially Significant Impact" is appropriate if there is substantial evidence that an effect may be significant. If there are one or more "Potentially Significant Impact" entries when the determination is made, an EIR is required. 4) "Negative Declaration: Less Than Significant With Mitigation Incorporated" applies where the incorporation of mitigation measures has reduced an effect from "Potentially Significant Impact" to a "Less Than Significant Impact." The lead agency must describe the mitigation measures, and briefly explain how they reduce the effect to a less than significant level (mitigation measures from "Earlier Analyses," as described in (5) below, may be cross-referenced). 5) Earlier analyses may be used where, pursuant to the tiering, program EIR, or other CEQA process, an effect has been adequately analyzed in an earlier EIR or negative declaration. Section 15063(c)(3)(D). In this case, a brief discussion should identify the following: a) Earlier Analysis Used. Identify and state where they are available for review. b) Impacts Adequately Addressed. Identify which effects from the above checklist were within the scope of and adequately analyzed in an earlier document pursuant to applicable legal standards, and state whether such effects were addressed by mitigation measures based on the earlier analysis. c) Mitigation Measures. For effects that are "Less than Significant with Mitigation Measures Incorporated," describe the mitigation measures which were incorporated or refined from the earlier document and the extent to which they address site-specific conditions for the project. 6) Incorporate into the checklist references to information sources for potential impacts (e.g., general plans, zoning ordinances). Reference to a previously prepared or outside document should, where appropriate, include a reference to the page or pages where the statement is substantiated. 7) Include a source list and list of individuals contacted or consulted. 8) This form is consistent with the California Environmental Quality Act (CEQA) Guidelines and all Initial Studies performed on projects within the city must use this format. 9) The explanation of each issue should identify, a) the significance criteria or threshold, if any, used to evaluate each question; and b) the mitigation measure identified, if any, to reduce the impact to less than significance. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.1 AESTHETICS. Would the project: a. Have a substantial adverse effect on a scenic vista? b. Substantially damage scenic resources, including, but not limited to trees, rock outcroppings, and historic building along a State-designated scenic highway? c. Substantially degrade the existing visual character or quality of the site and its surroundings? d. Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? 128 Initial Study/Environmental Checklist -9- City of Hermosa Beach, California (a) Would the project have a substantial adverse effect on a scenic vista? No Impact. Scenic vistas in Hermosa Beach consist of expansive public views of the Pacific Ocean, Palos Verdes Peninsula, Santa Monica Mountains or inland views of the San Gabriel Mountains. The most prominent scenic vistas in the city are from the beach and Strand (the boardwalk) and other areas immediately adjacent to the coast. A few scenic vistas exist in the upper elevations of the city. In the vicinity of the project site there is a prominent scenic vista of the Pacific Ocean and Palos Verdes Peninsula visible from the public right-of-way on Pacific Coast Highway. This vista becomes visible to southbound travelers as they traverse the Pacific Coast Highway and Artesia Boulevard intersection which is situated on an elevational rise, relative to the approach to the intersection from either direction on PCH. Because the intersection is also situated at the municipal border of Hermosa Beach with Manhattan Beach, the vista of the ocean view with the Peninsula looming in the background is considered by many as the visual gateway to Hermosa Beach when travelling from the north. This same vista is visible from the parking lot of the project site. The building proposed for the market does not obstruct the view because it is set back a considerable distance from PCH. The proposed renovations to the building and parking lot area would not alter this condition. A second, less expansive vista is available when travelling north and west through the intersection. This intermittent view is of the ocean with a glimpse of the Santa Monica Mountains at the north end of Santa Monica Bay in the background. The narrow view is between buildings on either side of Gould Avenue as it extends in a northwest direction from the PCH/Artesia Boulevard intersection (Artesia Avenue becomes Gould Avenue west of the intersection). This vista is also available from the northwest corner of the parking lot of the project site. Because of the location of the proposed market building on the site and its considerable setback from the intersection, it does not obstruct this view. Nor will the proposed modifications to the building and parking lot introduce any obstructions. A third, even narrower view of the ocean is available to travelers on PCH looking west along 24th Place. This view is directly west and so does not include the Santa Monica Mountains or Palos Verdes Peninsula, but provides an intermittent view of blue water. Because 24th Place is narrower than Gould Avenue, the view is less expansive. This view is available from the project site’s parking lot, but only from the small portion of the parking lot that aligns with 24th Place (on the opposite side of PCH). This narrow view will not be affected by proposed modifications to the market building or its parking lot. The project will not affect any of the scenic vistas in the vicinity. (b) Would the project substantially damage scenic resources, including, but not limited to, trees, rock outcroppings, and historic buildings within a state scenic highway? No Impact. There are no significant scenic resources on the site, such as historic landmarks or unique visual features. Neither Artesia Boulevard nor Pacific Coast Highway are designated scenic highways in the vicinity of the site. The project will not impact any scenic resources. (c) Would the project substantially degrade the existing visual character or quality of the site and its surroundings? No Impact. The visual character of the site is that of an urban shopping center, featuring a large parking lot, modest landscaping, two low-profile, single-story buildings, and the larger supermarket building with a variable roofline with a 35-foot maximum height. The visual quality of the site is consistent with the age of the buildings and infrastructure which dates back to the time of their original construction in the early 1960s. The proposed project will modify the visual character of the site only superficially (the location and configuration of uses onsite will remain largely unchanged). 129 Initial Study/Environmental Checklist -10- City of Hermosa Beach, California The visual quality of the site will be enhanced through the renovation of the proposed market’s exterior and renovation of the parking lot and associated landscaping. The project site is located at the municipal border that separates the cities of Hermosa Beach and Manhattan Beach, a location that could be considered part of a visual “gateway” either to Hermosa Beach from the north or to Manhattan Beach from the south. There are no structural or introduced landscape features to mark such a gateway relative to either city. The project’s proposed structural modifications are not of sufficient scale or visual prominence to substantially alter the visual character of the Artesia Boulevard/PCH intersection or of the approach to the municipal boundary. Inasmuch as the municipal boundary is not visually apparent in any way that constitutes a visual resource (except for the scenic vista presented to southbound travelers, described above), and given the small scale of proposed structural changes relative to the surrounding urban landscape, the project will not adversely affect the visual gateway to either Hermosa Beach or Manhattan Beach. The project will not degrade the visual character or quality of the site, or its surroundings. (d) Would the project create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? No Impact. The sources of light and glare at the site are typical of urban environments in Southern California. Artificial night lighting at the site and in the vicinity is produced from street lights, signage and security lighting on buildings and in parking lots. The renovation of the market building will modify exterior light sources on the building and in the parking lot area as well as behind the market building on its west and south sides adjacent to neighboring properties. Lighting will be converted to LED standards. Lighting for commercial uses in Hermosa Beach is regulated by the Municipal Code, which will be enforced through the City’s process of review and approval for the project’s PDP. The Municipal Code stipulates that: Any lighting provided for the use shall be extinguished no later than 11:00 p.m. in the C-3 zone and zones that allow C-3 uses, or 7:00 a.m. to 10:00 p.m. in the other zones where shielded (full cutoff) and down cast (emitting no light above the horizontal plane of the fixture), not create glare or spill beyond the property lines, and the lamp bulb shall not be directly visible from within any residential unit. (Municipal Code sec. 17.26.050) The requirements of this ordinance, particularly the requirement that all lighting be fully shielded, not create spill or glare beyond the property line, and that no lamp bulb be directly visible to residences, will effectively ensure that adverse light and glare impacts are avoided. The proposed market will have no significant impact on aesthetics and visual resources. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.2 AGRICULTURAL RESOURCES. Would the project: a. Convert Prime Farmland, Unique Farmland, Farmland of Statewide Importance as depicted on maps prepared pursuant to the Farmland Mapping and Monitoring Program of the CA. Resources Agency? b. Conflict with existing zoning for agricultural use, or a Williamson Act Contract? 130 Initial Study/Environmental Checklist -11- City of Hermosa Beach, California Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact c. Involve other changes in the existing environment which, due to their location or nature, could result in conversion of Farmland, to non-agricultural use? (a) Would the project convert Prime Farmland, Unique Farmland, or Farmland of Statewide Importance (Farmland), as shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the California Resources Agency, to non-agricultural use? No impact. No portion of the site is Prime Agricultural Land (as defined by Government Code Section 51201(c) and 56064) or Agricultural Land (as defined by Government Code Section 56016). (b) Would the project Conflict with existing zoning for agricultural use, or a Williamson Act contract? No impact. The site is not zoned for agricultural use. No Williamson Act contracts pertain to the site. (c) Would the project involve other changes in the existing environment which, due to their location or nature, could result in conversion of Farmland, to non-agricultural use? No Impact. The proposed facilities are not incompatible with current agricultural uses in the vicinity and will not generate conflicts that might indirectly result in conversion of Farmland to non- agricultural use. The project will have no impact on agricultural resources. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.3 AIR QUALITY. Would the project: a. Conflict with or obstruct implementation of the applicable air quality plan? b. Violate an air quality standard or contribute to an existing or projected air quality violation? c. Result in a cumulatively considerable net increase of any criteria pollutant for which the project region is non-attainment under the applicable federal or state ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? d. Expose sensitive receptors to substantial pollutant concentrations? e. Create objectionable odors affecting a substantial number of people? The assessment of impacts related to air emissions and odors is based on a technical report 131 Initial Study/Environmental Checklist -12- City of Hermosa Beach, California prepared to address the Lazy Acres Market project (Greve & Associates, LLC, 2017). The technical report is provided in its entirety in Appendix A of this Initial Study. Land use and development projects commonly have two major sources of air quality impacts: (1) pollutant emissions generated during construction of the new project and (2) long-term operational emissions generated after construction. The construction phase for this project will include several activities which have the potential to generate air pollutant emissions: demolition of much of the non-structural elements in the interior of the building; demolition of some exterior features; construction of new exterior and interior improvements; and reconfiguration of the parking lot and the installation of landscaping. Long-term operational emissions will be generated principally by vehicular trips to and from the market made by customers and employees. Other operational emissions are associated with natural gas emissions as part of the market’s long-term operations. (See Section VII for a separate assessment of the potential for impacts resulting from emission of greenhouse gases.) The SCAQMD and the Southern California Association of Governments (SCAG) are responsible for formulating and implementing the Air Quality Management Plan (AQMP) for the South Coast Region Air Basin. The SCAQMD has established significance thresholds for construction (and demolition) emissions for six categories of pollutants. These thresholds are based on their potential adverse short-term health effects. 75 pounds per day of Reactive Organic Compounds (ROC) 100 pounds per day of Nitrogen Oxides (NOX) 550 pounds per day of Carbon Monoxide (CO) 150 pounds per day of Sulfur Oxides (SOX) 150 pounds per day of Particulates of less than 10 mm (PM10) 55 pounds per day of Particulates of less than 2.5 mm (PM2.5) The estimated emissions from construction (and demolition) activities were calculated based on a detailed schedule of construction activities provided by the project applicant (Harco, December 15, 2016). Results of the analysis are presented in Table 1, below, and indicate that the project’s expected peak daily emissions are well below the thresholds established for each pollutant. TABLE 1 PEAK CONSTRUCTION EMISSIONS Pollutant Emissions (lbs./day) Activity ROG NOX CO SOx PM10 PM2.5 2017 Demolition 1.0 9.8 6.8 0.0 0.8 0.5 2017 Construction 6.9 63.4 45.7 0.1 4.4 3.9 2018 Construction 1.2 11.9 9.0 0.0 0.8 0.7 2018 Architectural Coating 18.8 3.4 3.7 0.0 0.2 0.2 Peak Daily Emissions 18.8 63.4 45.7 0.1 4.4 3.9 SCAQMD Thresholds 75 100 550 150 150 55 Exceed Threshold? No No No No No No Future emissions were also calculated for the market’s long-term operations, including emissions of 132 Initial Study/Environmental Checklist -13- City of Hermosa Beach, California vehicular trips to and from the market. The results presented in Table 2 below indicate that estimated daily emissions are below thresholds for each pollutant category. TABLE 2 OPERATIONAL EMISSIONS Pounds/day estimated at build-out (2018) ROG NOX CO SOx PM10 PM2.5 Total Emissions 3.6 12.3 25.4 0.1 5.1 1.4 SCAQMD Thresholds 55 55 550 150 150 55 Exceed Threshold? No No No No No No Would the project: (a) Conflict with or obstruct implementation of the applicable air quality plan? No Impact. The project site is within the South Coast Air Basin (SCAB), which is governed by the South Coast Air Quality Management District (SCAQMD). A project is considered to be consistent with the Air Quality Management Plan if it furthers one or more policies and does not obstruct other policies. The SCAQMD’s CEQA Handbook identifies two key indicators of consistency: ▪ Whether the project will result in an increase in the frequency or severity of existing air quality violations or cause or contribute to new violations, or delay timely attainment of national ambient air quality standards or the interim emission reductions specified in the AQMP (except as provided for CO in Section 9.4 for relocating CO hot spots). ▪ Whether or not the project will exceed the assumptions in the AQMP in the year of project build-out. As shown in Tables 1 and 2 above, the air emissions generated by the project are below significance thresholds established by the SCAQMD. The project will therefore not result in an increase in the frequency or severity of air quality violations; nor will it cause or contribute to new violations, or delay the timely attainment of national standards or the interim emission reductions specified in the AQMP. The assumptions of the AQMP are based on existing and future land use throughout the air basin as identified in the General Plans of the cities in the region. A project would therefore ‘exceed the assumptions in the AQMP’ if the growth of the project were not included in the projections utilized in the formulation of the AQMP. Because the proposed market is consistent with the General Commercial designation of the City’s General Plan, the proposed use does not exceed assumptions of the AQMP. (b) Violate any air quality standard or contribute substantially to an existing or projected air quality violation? 133 Initial Study/Environmental Checklist -14- City of Hermosa Beach, California No Impact. As noted in the discussion above (and shown in Tables 1 and 2), both construction phase emissions and operational emissions will be well below the thresholds for a significant impact. (c) Result in a cumulatively considerable net increase of any criteria pollutant for which the project regions is non-attainment under an applicable federal or state ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? No Impact. A significant cumulative impact would occur if a project would, in conjunction with other projects, result in a cumulatively considerable contribution to pollutants for which the region is in non-attainment with respect to federal or state pollutant standards. Because the region is in non-attainment with respect to ozone, nitrogen dioxide (NO2), PM10 and PM2.5, there could be a cumulatively significant impact if the project and related projects led to an exceedance of these standards or contributed to an existing exceedance. For determining the significance of a proposed project’s contribution to cumulative impact, SCAQMD recommends that a project’s potential contribution be assessed utilizing the same significance criteria as those for project specific impacts. Because the proposed market would not generate construction or operational emissions that exceed the SCAQMD recommended daily thresholds for project-specific impacts, the construction and operational emissions of the proposed project would not be cumulatively considerable and would result in a less than significant impact. Refer to discussion above. (d) Expose sensitive receptors to substantial pollutant concentrations? No Impact. Sensitive populations (i.e., children, senior citizens and acutely or chronically ill people) are more susceptible to the effects of air pollution than the general population. Land uses considered to be sensitive receptors typically include residences, such as the multi-family complex immediately east of the project. The technical air quality study considered potential effects to sensitive receptors from two potential sources: (1) construction emissions; and (2) operational emissions, specifically, diesel fumes from delivery trucks. As noted above (Table 1), construction emissions are projected to be well below regional thresholds. Most of the construction activities associated with this project will be inside the existing building. Emissions from activities on the exterior are limited to rehabilitation of the parking area, installation of landscaping, and modifications to the building’s north and west sides, and modifications to the receiving area on the east side. The project’s construction phases do not require the use of heavy-duty equipment such as bulldozers and earth movers, as would be necessary for a project where site grading or full demolition is proposed. Although some minor grading and construction activities are planned on the building’s east side (the area of the site nearest the neighboring residences), these short-term construction activities will not result in adverse long-term conditions. They will not substantially increase pollutant concentrations or cause a new exceedance (NOx and CO) of an air quality standard, or substantially increase current exceedances (PM10 and PM2.5) of an air pollutant standard. During market operations, delivery trucks arriving at the loading dock on the market’s east side will emit diesel fumes. The market estimates an average of four deliveries per day from large, diesel-fueled semi-truck trailers. Trucks are prohibited from idling more than five minutes, as required by the South Coast Air Quality Management District and the California Commercial Vehicle Idling Regulation. Refrigerated trucks owned and operated by Lazy Acres Market (two of the estimated four per day) will shut down their tractor engines during delivery and the refrigeration trailer will be connected to a separate power source within the building. Under these operational conditions, and the distance between the loading dock and residences, the exposure to neighboring residents of 134 Initial Study/Environmental Checklist -15- City of Hermosa Beach, California diesel fumes generated by the few diesel trucks expected to visit the site each day will be less than the exposure of residents who live adjacent to most arterial roadways (such as Artesia Boulevard). This level of operational emissions is not great enough to be considered a significant increase over baseline conditions and thus is not a significant adverse impact. (e) Create objectionable odors affecting a substantial number of people? Less than significant impact. No malodorous substances would be used during project construction or operation. The proposed market is consistent with the type of use anticipated under current zoning and is not of a type known to generate excessive or potentially noxious odors, such as an oil drilling operation or a similarly odiferous industrial use. The market proposes food preparation among its onsite activities, including a kitchen that would be active during regular store hours. The kitchen is likely to generate odors emitted through the rooftop exhaust system, and these odors may be noticeable to neighbors from time to time. Kitchen odors generated from the market are not likely to differ significantly from odors that emanate from similar commercial activities, including the restaurants currently occupying the northwest corner of the site. The project includes among its design features the installation of a Captiveaire Pollution Control Unit (PCU) on the market’s roof. The PCU system is designed to remove smoke and grease particles and reduce odors from the air stream of commercial kitchen exhaust systems. Odors that generate adverse impacts are regulated by the South Coast Air Quality Management District. Although adverse impacts from odors are not anticipated, the District would enforce its regulations to eliminate impacts if the market’s operations generate unexpected levels or types of odor that prove detrimental to the public. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.4 BIOLOGICAL RESOURCES. Would the project: a. Have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by the California Department of Fish and Wildlife (CDFW) or the U.S. Fish & Wildlife Service (USFWS)? b. Have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, regulations or by the California Department of Fish and Wildlife or U.S. Fish and Wildlife Service? c. Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means? d. Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? e. Conflict with any local policies or ordinances protecting biological resources, such as tree preservation policy/ordinance? f. Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan? 135 Initial Study/Environmental Checklist -16- City of Hermosa Beach, California Would the project: (a) Have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by the California Department of Fish and Wildlife or U.S. Fish and Wildlife Service? No Impact. The project site was converted to an urban use many years ago. There is no native habitat onsite that could support sensitive native plant or wildlife species. It is in an urbanized area and there are no locally designated species, natural habitats or wetlands or associated environments at or near the site. There are no trees onsite except for a few exotic species. (b) Have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, or regulations, or by the California Department of Fish and Wildlife or U.S. Fish and Wildlife Service? No Impact. There is no riparian habitat and no other sensitive natural communities on or near the site. (c) Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means? No Impact. No federally protected wetlands exist on or near the site. (d) Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? No Impact. No native resident or migratory fish or wildlife species exist at the project site. There are no migratory corridors on site or in the vicinity. There is no habitat onsite that might be used by native wildlife as a nursery site. (e) Conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? No Impact. There are no significant biological resources onsite or near the site that might be impacted by the project; therefore, local policies and ordinances to protect biological resources do not apply. The City of Hermosa Beach does not have a tree preservation ordinance for trees located on private property. (f) Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan? No impact. Neither the site nor its surroundings are governed by a Habitat Conservation Plan, Natural Community Conservation Plan or any other habitat conservation plan. 136 Initial Study/Environmental Checklist -17- City of Hermosa Beach, California Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.5 CULTURAL RESOURCES. Would the project: a. Cause a substantial adverse change in the significance of a historical resource as defined in Section 15064.5 of CEQA? b. Cause a substantial adverse change in the significance of an archaeological resource pursuant to Section 15064.5 of CEQA? c. Would the project cause a substantial adverse change in the significance of a tribal cultural resource, defined in Public Resources Code section 21074 as either a site, feature, place, cultural landscape that is geographically defined in terms of the size and scope of the landscape, sacred place, or object with cultural value to a California Native American tribe, and that is: (1) Listed or eligible for listing in the California Register of Historical Resources, or in a local register of historical resources as defined in Public Resources Code section 5020.1(k), or (2) A resource determined by the lead agency, in its discretion and supported by substantial evidence, to be significant pursuant to criteria set forth in subdivision (c) of Public Resources Code section 5024.1? In applying the criteria set forth in subdivision (c) of Public Resources Code section 5024.1, the lead agency shall consider the significance of the resource to a California Native American tribe? d. Directly or indirectly destroy a unique paleontological resource or site or unique geologic feature? e. Disturb any human remains, including those interred outside of formal cemeteries? Would the project: (a) Cause a substantial adverse change in the significance of a historical resource as defined in §15064.5? No impact. Neither the proposed market building nor the buildings or properties in its immediate surroundings are historical resources as defined in §15064.5. (b) Cause a substantial adverse change in the significance of an archaeological resource as defined in §15064.5? No impact. The site has already been graded. There are no recorded archaeological sites within the project area. (c) Would the project cause a substantial adverse change in the significance of a tribal cultural resource, defined in Public Resources Code section 21074 as either a site, feature, place, cultural landscape that is geographically defined in terms of the size and scope of the landscape, sacred place, or object with cultural value to a California Native American tribe, and that is: (1) Listed or eligible for listing in the California Register of Historical Resources, or in a local register of historical resources as defined in Public Resources Code section 5020.1(k), or 137 Initial Study/Environmental Checklist -18- City of Hermosa Beach, California (2) A resource determined by the lead agency, in its discretion and supported by substantial evidence, to be significant pursuant to criteria set forth in subdivision (c) of Public Resources Code section 5024.1? In applying the criteria set forth in subdivision (c) of Public Resources Code section 5024.1, the lead agency shall consider the significance of the resource to a California Native American tribe? No impact. Assembly Bill No. 52 (AB 52), adopted by the California State Legislature in September 2014, identifies procedures for the evaluation of environmental impacts to tribal cultural resources under the California Environmental Quality Act (CEQA). AB 52 requires lead agencies to consult with a California Native American tribe that is traditionally and culturally affiliated with the geographic area of a proposed project, if the tribe requested, in writing, to be informed by the lead agency of proposed project in that geographic area and the tribe requests consultation. In compliance with Assembly Bill 52, the City of Hermosa Beach sent letters to the designated representatives of the two tribes who requested notification of proposed projects in the city, the Soboba Band of Luiseno Indians and the Gabrieleno Band of Mission Indians, Kizh Nation, inviting them to consult with the City on this project. The City did not receive a response from either tribe regarding consultation on the Lazy Acres Market project. In evaluating the potential for the project to impact tribal resources, the City evaluated information from multiple sources, including a Cultural Resources Assessment prepared for PLAN Hermosa (PCR, 2014). No Sacred Lands have been recorded for the site with the Sacred Lands Inventory. There are no recorded archaeological sites at the site or in the vicinity of the site. The areas of potential disturbance have been previously disturbed by grading activities and are limited to very shallow depths within the parking area and on the east side of the building. The City has weighed all available evidence in the record and determined that the potential risk for destroying or damaging any cultural or tribal resources is extremely low, and therefore the project will not cause a substantial adverse change in the significance of a tribal cultural resource defined in Public Resource Code 21074. (d) Directly or indirectly destroy a unique paleontological resource or site or unique geologic feature? No impact. The project does not propose activities that would result in substantial disturbance of subsurface materials or affect any geologic features. The site has already been graded. There is no potential to encounter paleontological resources during construction activities. (e) Disturb any human remains, including those interred outside of formal cemeteries? No impact. The project will not disturb subsurface material except at very shallow depths. The entire site has already been disturbed and graded. There is no probability of disturbing human remains. The proposed market will not adversely affect cultural resources. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.6 GEOLOGY AND SOILS. Would the project: 138 Initial Study/Environmental Checklist -19- City of Hermosa Beach, California Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact a. Expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving (i) rupture of a known earthquake fault, as delineated on the most recent Alquist-Priolo Earthquake Fault Zoning Map issued by the State Geologist, or based on other substantial evidence of a known fault (Refer to DM&G Pub. 42)?; or, (ii) strong seismic ground shaking?; or, (iii) seismic-related ground failure, including liquefaction?; or, (iv) landslides? b. Result in substantial soil erosion or the loss of topsoil? c. Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on-site or off-site landslide, lateral spreading, subsidence, liquefaction or collapse? d. Be located on expansive soil, as defined in Table 18- 1-B of the 1994 UBC, creating substantial risks to life or property? e. Have soils incapable of adequately supporting the use of septic tanks or alternative waste water disposal systems where sewers are not available for the disposal of waste water? Responses to questions related to soils and geology are based on a geotechnical investigation prepared for the site (Salem Engineering, 2016). Would the project: (a) Expose people or structures to potential substantial adverse seismic effects? No impact. The proposed project is not within an Alquist-Priolo Earthquake Fault Zone or other known fault. As is the case throughout Southern California, the site is subject to potential ground shaking from seismic activity. Structural seismic hazards are mitigated through compliance with the California Building Code. The site is not is within a potential liquefaction zone as identified on the State Hazards map (California Department of Conservation, Redondo Beach Quadrangle, 1999). (b) Result in substantial soil erosion or the loss of topsoil? No impact. The project does not involve substantial grading and will not otherwise create exposure of erosive soils. (c) Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on-site or off-site landslide, lateral spreading, subsidence, liquefaction or collapse? No impact. The site is not geologically unstable or subject to instability as a result of landslide, lateral spreading, subsidence, liquefaction or collapse. (Salem Engineering, 2016). (d) Be located on expansive soil, as defined in Table 18- 1-B of the 1994 UBC, creating substantial risks to life or property? 139 Initial Study/Environmental Checklist -20- City of Hermosa Beach, California No impact. The site is not on expansive soils but is underlain by silty sands (Salem Engineering, 2016). (e) Have soils incapable of adequately supporting the use of septic tanks or alternative waste water disposal systems where sewers are not available for the disposal of waste water? No impact. The project does not include the use of septic tanks or alternative waste water disposal systems. The project does not have the potential to result in significant impacts related to geology and soils. Potentially Significant Impact Less Than significant w/ Mitigation Less than Significant Impact No Impact 16.7 GREENHOUSE GAS EMISSIONS. Would the project: a. Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact on the environment? b. Conflict with an applicable plan, policy or regulation adopted for the purpose of reducing the emissions of greenhouse gases? Global Greenhouse Gas (GHG) emissions are measured in million metric tons of carbon dioxide equivalent (“MMT CO2EQ”) units. A metric ton is approximately 2,205 lbs. Some GHGs emitted into the atmosphere are naturally occurring, while others are caused solely by human activities. The principal GHGs that enter the atmosphere because of human activities are:  Carbon dioxide (CO2) enters the atmosphere through the burning of fossil fuels (oil, natural gas, and coal), agriculture, irrigation, and deforestation, as well as the manufacturing of cement.  Methane (CH4) is emitted through the production and transportation of coal, natural gas, and oil, as well as from livestock. Other agricultural activities influence methane emissions as well as the decay of waste in landfills.  Nitrous oxide (N2O) is released most often during the burning of fuel at high temperatures. This greenhouse gas is caused mostly by motor vehicles, which also include non-road vehicles, such as those used for agriculture.  Fluorinated Gases are emitted primarily from industrial sources, which often include hydrofluorocarbons (HRC), perfluorocarbons (PFC), and sulfur hexafluoride (SF6). Though they are often released in smaller quantities, they are referred to as High Global Warming Potential Gases because of their ability to cause global warming. These gases have different potentials for trapping heat in the atmosphere, called global warming potential (“GWP”). For example, one pound of methane has 21 times more heat capturing potential than one pound of carbon dioxide. When dealing with an array of emissions, the gases are converted to carbon dioxide equivalents (CO2EQ) for comparison purposes. The greatest source of GHG emissions associated with development projects in California, by far, is vehicular emissions. The second greatest source is emissions from energy consumption (both 140 Initial Study/Environmental Checklist -21- City of Hermosa Beach, California natural gas and electrical). A technical analysis was conducted to identify the project’s potential greenhouse gas emissions (Greve & Associates, March 2017). Construction emissions were calculated based on the equipment anticipated to be in use during the construction phases. Long-term operational emissions were based on the traffic volumes that would be generated by the project and the estimated energy use of the market during full operation. The project’s emissions would be considered significant if they exceed the South Coast Air Quality Management District’s screening threshold of 1,400 Metric tons of CO2EQ per year for commercial uses, as reflected in the SCAQMD’s proposal issued in September 2010. Estimated emissions are presented in Table 3. TABLE 3 GREENHOUSE GAS EMISSIONS Metric Tons CO2 CH4 N20 C02eq Annual Operational Emissions 1,068.6 2.2 0.0 1,125.1 Annualized Construction Emissions 4.0 0.0 0.0 4.0 Total Annual Emissions 1,072.6 2.2 0.0 1,129.1 Source: Greve & Associates, LLC, 2017 Note: Construction emissions are amortized over 30 years in accordance with SCAQMD guidance. As shown in Table 3, the total annual emissions generated by Lazy Acres Market are estimated to be 1,129.1 metric tons, below the threshold of 1,400 metric tons. The level of emissions is considered to be less than significant. Would the project: (a) Generate greenhouse gas emissions, either directly or indirectly, that may have a significant impact on the environment? Less Than Significant Impact. As noted previously in Section III, Air Quality, total air emissions from the project (construction and operational) are expected to be well below emission thresholds, owing to the very small scale of proposed activities and land uses. While the project will generate emissions that contribute to greenhouse gases, the magnitude of emissions is also anticipated to be under the SCAQMD screening threshold for commercial projects of 1,400 MTCO2EQ/year. (b) Conflict with an applicable plan, policy or regulation adopted for the purpose of reducing the emissions of greenhouse gases? Less Than Significant Impact. The project’s GHG emissions are expected to be less than the screening threshold identified by the SCAQMD. In this respect, it is consistent with state, regional and local strategies to reduce GHG emissions to 1990 levels. 141 Initial Study/Environmental Checklist -22- City of Hermosa Beach, California Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.8 HAZARDS AND HAZARDOUS MATERIALS. Would the project: a. Create a significant hazard to the public or the environment through the routine transport, use, or disposal of hazardous materials? b. Create a significant hazard to the public or the environment through reasonably foreseeable conditions involving the release of hazardous materials into the environment? c. Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within one-quarter mile of an existing or proposed school? d. Be located on a site which is included on a list of hazardous materials sites compiled pursuant to Government Code Section 65962.5 and, as a result, would it create a significant hazard to the public or the environment? e. For a project located within an airport land use plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project result in safety hazard for people residing or working in the project area? f. For a project within the vicinity of a private airstrip, would the project result in a safety hazard for people residing or working in the project area? g. Impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? h. Expose people or structures to a significant risk of loss, injury or death involving wildland fires, including where wildlands are adjacent to urbanized areas or where residences are intermixed with wildlands? Responses to the following questions are derived in part from a Phase 1 Environmental Site Assessment prepared for the site (Nationwide Environmental Specialists, 2006). Would the project: (a) Create a significant hazard to the public or the environment through the routine transport, use, or disposal of hazardous materials? No impact. The proposed land uses and activities would not involve the routine transport, use, or disposal of substantial quantities of hazardous materials and by its nature would not introduce any unusual hazardous materials to the area. (b) Create a significant hazard to the public or the environment through reasonably foreseeable conditions involving the release of hazardous materials into the environment? No impact. The project involves partial removal and rehabilitation of exterior and interior features of the market building, which, due to its age, may contain asbestos and lead-based paints and materials. Adherence to the City’s regulations pertaining to hazardous materials and waste (Chapter 8.16 of the Municipal Code), will ensure avoidance of impacts. The removal of any asbestos-containing materials would be required to comply with all applicable existing rules and regulations, 142 Initial Study/Environmental Checklist -23- City of Hermosa Beach, California including SCAQMD Rule 1403 (Asbestos Demolition and Renovation Activities). In addition, the proposed project must comply with California Occupational Safety and Health Administration (CalOSHA) regulations regarding lead-based materials. The California Code of Regulations, §1532.1, requires testing, monitoring, containment, and disposal of lead-based materials to ensure that exposure levels do not exceed CalOSHA standards. (c) Emit hazardous emissions or handle hazardous or acutely hazardous materials, substances, or waste within ¼ mile of an existing or proposed school? No impact. The site is located within one-quarter mile of Mira Costa High School on Artesia Avenue in Manhattan Beach. However the operations associated with the market will not emit hazardous emissions, nor will they involve the handling of hazardous or acutely hazardous materials, substances or waste. See discussion above related to removal of potentially hazardous materials during proposed structural renovations. (d) Be located on a site which is included on a list of hazardous material sites compiled pursuant to Government Code Section 65962.5 and, as a result, would it create a significant hazard to the public or the environment? No impact. The site is not listed as a hazardous materials site. (e) For a project located within an airport land use plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project result in safety hazard for people residing or working in the project area? No impact. There are no public or private airports on or adjacent to the site. The nearest airport is Los Angeles International Airport, located approximately four miles north of the project site. ( f ) For a project within the vicinity of a private airstrip, would the project result in a safety hazard for people residing or working in the project area? No impact. There are no private airstrips on or adjacent to the site. (g) Impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan? No impact. The proposed project would not change alignment or access through streets serving the project site or surrounding area, and thus would not impair implementation of or physically interfere with an adopted emergency response plan or emergency evacuation plan. Proposed modifications to the alleyway on the east side of the building will not obstruct the fire lane which serves as an emergency access route. The City of Hermosa Beach Fire Department has reviewed the proposed site plan and confirmed that the minimum 16’ fire lane clearance is preserved in the proposed plan. (h) Expose people or structures to a significant risk of loss, injury or death involving wildland fires, including where wildlands are adjacent to urbanized areas or where residences are intermixed with wildlands? No impact. There are no wildlands in the vicinity of the project; therefore the project will not expose people or structures to injury or death involving wildland fires. 143 Initial Study/Environmental Checklist -24- City of Hermosa Beach, California The project will have no significant adverse effects relative to hazards or hazardous materials. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.9 HYDROLOGY AND WATER QUALITY. Would the project: a. Violate any water quality standards or waste discharge requirements? b. Substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level (e.g., the production rate of pre-existing nearby wells would drop to a level which would not support existing land uses or planned uses for which permits have been granted)? c. Substantially alter the existing drainage pattern of the site or area including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or off- site? d. Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on or off site? e. Create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff? f. Otherwise substantially degrade water quality? g. Place housing within a 100-year flood hazard area as mapped on a Federal Flood Hazard Boundary or Flood Insurance Rate map or other flood hazard delineation map? h. Place within a 100-year flood hazard area structures which would impede or redirect flood flows? i. Expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam? j. Inundation by seiche, tsunami, or mudflow? Would the project: (a) Violate any water quality standards or waste discharge requirements? No impact. The project will comply with water quality standards and waste discharge requirements through its compliance with the City’s Low Impact Development (LID) requirements which in turn implement the Municipal NPDES Permit. The LID Ordinance (Ordinance No. 15-1351) requires the project to “control pollutants and runoff volume from the project site by minimizing the impervious surface area” and by “controlling runoff through infiltration, bio retention, and/or rainfall harvest and use, in accordance with the standards set forth in the Municipal NPDES Permit. Project plans must include a storm water mitigation plan (SWMP) to identify Best Management Practices (BMPs) 144 Initial Study/Environmental Checklist -25- City of Hermosa Beach, California necessary to control storm water pollution from the completed project. All BMPs must meet performance standards set forth in the Municipal NPDES Permit. These requirements not only ensure that water quality standards and waste discharge requirements are met, they also are effective in mitigating the project’s water quality impacts to a level that is less than a significant impact. The project’s Conceptual LID Plan identifies permeable pavement areas and catch basins as LID BMPs. The final LID Plan will be reviewed by the City to ensure that it complies with the LID Ordinance and other applicable requirements. (b) Substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level? No impact. The project will have no impact on groundwater, either by inhibiting groundwater recharge, introducing pollutants to the groundwater, or by withdrawing groundwater from an underlying aquifer. The project does not propose grading or any intrusion to groundwater depths. It will reduce rather than increase impermeable surface area onsite. The project’s operations will not introduce any pollutants that have the potential to affect groundwater. (c) Substantially alter the existing drainage pattern of the site or area including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or off- site? No impact. The project will alter the manner in which storm water is directed and managed on-site through integration of catch basins and increased permeable surface area, in compliance with the City’s LID requirements (see response to (a) above). This small-scale alteration is expected to have a beneficial effect on the management of storm water volume and water quality discharged from the site because the site is entirely impervious under current conditions. The project will not alter the course of a stream or river, or otherwise modify local or regional drainage patterns, in a way that results in substantial erosion or siltation. (d) Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on or off site? No impact. See above response to (c). (e) Create or contribute runoff water which would exceed the capacity of existing or planned storm water drainage systems or provide substantial additional sources of polluted runoff? No impact. The project can be expected to result in a slight reduction in the amount of runoff from the site that would enter the storm drain system, due to the beneficial effects of design measures and BMPs in compliance with the City’s LID requirements. (See response to (a) above). (f) Otherwise substantially degrade water quality? No impact. As a result of design features and BMPs imposed through the City’s LID ordinance, the project is likely to result in a net reduction in water quality effects. The proposed modifications to the parking lot area and landscaping onsite will have a beneficial effect compared to the current condition in which the City’s LID provisions are not in place. (g) Place housing within a 100-year flood hazard area as mapped on a Federal Flood Hazard 145 Initial Study/Environmental Checklist -26- City of Hermosa Beach, California Boundary or Flood Insurance Rate map or other flood hazard delineation map? No impact. The project involves renovation of a commercial building for continued commercial use. Residential housing is not part of the scope. (h) Place within a 100-year flood hazard area structures which would impede or redirect flood flows? No impact. The site is not within a 100-year flood hazard area. (i) Expose people or structures to a significant risk of loss, injury or death involving flooding, including flooding as a result of the failure of a levee or dam? No impact. The site is not within an area with the potential for adverse flooding impacts, particularly impacts related to loss of property. (j) Inundation by seiche, tsunami, or mudflow? No impact. There is no potential for adverse effects related to seiche, tsunami or mudflow. The site is outside the tsunami hazard zone. There are no topographical features or water bodies in the vicinity capable of producing either a seiche or mudflow. The project will have no significant adverse effects relative to hydrology and water quality. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.10 LAND USE AND PLANNING. Would the project: a. Physically divide an established community? b. Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project (including, but not limited to the General Plan, specific plan, local coastal program, or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect? c. Conflict with any applicable habitat conservation plan or natural community conservation plan? Land uses on and around the site are illustrated in Exhibit 2 and described in pages 5 - 6. Existing uses and proposed facilities are consistent with current zoning and General Plan designations for the site. Would the project: (a) Physically divide an established community? No impact. The project is a proposed renovation of an existing building and parking lot and does not have the potential to divide a community. 146 Initial Study/Environmental Checklist -27- City of Hermosa Beach, California (b) Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect? No impact. The project will be required to comply with all applicable land use plans, policies and regulations including, but not limited to the General Plan and zoning ordinance which provides provisions for Precise Development Plans and Conditional Use Permits. The proposed use is allowed under the General Plan and current zoning regulations for the site. Compliance with applicable regulations, plans and policies related to land use will be enforced through conditions of the Conditional Use Permit. (c) Conflict with any applicable habitat conservation plan or natural community conservation plan? No impact. There are no habitat conservation plans or natural community conservation plans in effect in the vicinity of the project and the project has no potential to affect such plans. The project will have no significant impacts related to land use. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.11 MINERAL RESOURCES. Would the project: a. Result in the loss of availability of a known mineral resource that would be of value to the region and the residents of the state? b. Result in the loss of availability of a locally-important mineral resource recovery site delineated on a local general plan, specific plan or other land use plan? (a) Result in the loss of availability of a known mineral resource that would be of value to the region and the residents of the state? No impact. Most of Hermosa Beach, including the project site, is underlain by Holocene-age dune sands. Although “sand, gravel and crushed stone” are identified among construction aggregate resources important to the region, sand deposits underlying Hermosa Beach are not identified as an aggregate deposit of prime importance to meet the region’s future need for construction quality aggregates. The urbanized conditions that exist throughout the City reflect a long-standing land use commitment that effectively precludes mineral extraction at a significant scale either on the project site or within city limits. (b) Result in the loss of availability of a locally-important mineral resource recovery site delineated on a local general plan, specific plan or other land use plan? No impact. There are no mineral resource recovery sites within the city. As mapped by the State Mining and Geology Board (SMBG), most of Hermosa Beach lies within the San Fernando Valley Production-Consumption Region in Los Angeles County. A small portion of Hermosa Beach south of 2nd Street lies in the San Gabriel Valley Production-Consumption Region. A review of the Generalized Mineral Land Classification Map of Los Angeles County- South Half (DOC 1994) shows 147 Initial Study/Environmental Checklist -28- City of Hermosa Beach, California that all of the planning area is designated as MRZ-3 land. The MRZ-3 classification indicates areas of undetermined mineral resource significance. The project will have no impact on mineral resources. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.12 NOISE. Would the project result in: a. Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies? b. Exposure of persons to or generation of excessive groundborne vibration or groundborne noise levels? c. A substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? d. A substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? e. For a project located within an airport land use plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project expose people residing or working in the project area to excessive noise levels? f. For a project within the vicinity of a private airstrip, would the project expose people residing or working in the project area to excessive noise levels? A technical noise assessment was prepared to identify potential acoustic impacts of the project (Greve & Associates, 2017). The study focused on potential noise impacts to neighboring residences in the multi-family complex east of the market site. The principal sources of noise associated with market operations are truck deliveries. As explained in the Project Description, deliveries will be made by two types of trucks (large, 65-foot semi-truck trailers (approximately four times a day, seven days a week) and medium-sized, side loading vendor trucks (an average of 20 trucks per day). Because these deliveries are single events occurring throughout the day, their noise impact is evaluated using a single-event noise threshold. The City of Hermosa Beach Municipal Code does not have an established noise threshold for single noise events. The acoustic analysis therefore applied a standard threshold established by the California Department of Health in its Model Community Noise Control Ordinance, which recommends that maximum sound levels of 75 dBA should not be exceeded at multi-family residences. Truck noise is generated by a truck’s engine, back-up alarm and for refrigerated trucks, a separate motor for refrigeration. All of these sources were considered in the noise assessment. As a result of the acoustic analysis and its findings, the project applicant introduced features designed to reduce noise impacts to nearby residences. These include construction of a wall on the north property line of the residential complex and west of the residential complex’s west property line. The wall’s eight-foot height follows recommendations of the acoustic study to mitigate noise impacts of medium-sized trucks parking and unloading in this area (see Exhibit 4). Medium-sized trucks with an elevated exhaust stack (and thus with an elevated noise source) would be restricted to deliveries at the front entrance to the market building during the hours before the market opens (6 148 Initial Study/Environmental Checklist -29- City of Hermosa Beach, California AM to 9 AM). Deliveries at this location are at a distance great enough from neighboring residences and other uses to avoid noise impacts. The project includes several additional features which will further serve to avoid significant noise impacts. ▪Delivery hours will be restricted to 9 AM to 6 PM (except for the few trucks delivering to the front entrance); ▪Refrigerated trucks owned and operated by Lazy Acres Market will shut down their tractor engines during delivery and the refrigeration trailer will be connected to a separate power source within the building; ▪All trucks will be prohibited from idling more than five minutes, as required by the South Coast Air Quality Management District and the California Commercial Vehicle Idling Regulation; ▪In addition to the eight-foot wall at the property line, a masonry wall will be constructed along the alleyway to shield the loading dock from residences to the east. The wall will vary from 14 to 17 feet in height and be 111 feet long. The split-face concrete masonry design will diffuse noise reflecting from its surface in addition to acting as a sound barrier. The average peak noise level for medium-sized, side-loading trucks arriving at the side-loader truck delivery area (see Exhibit 4) is 77 dBA. With the attenuation provided by the proposed eight-foot high wall, the average peak noise would be 71.4 dBA at the exterior of first floor residences and 71.8 dBA at the exterior of second floor residences. These exterior noise levels are below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. For the larger diesel semi-truck trailers, which would make their deliveries behind the 14 to 17-foot high screen wall, exterior noise levels at the exterior of the residences would be 62.0 dBA and 68.6 dBA (Lmax) for the first and second floors, respectively. Peak noise levels inside the residential units during these events would be 12 dB lower with windows open and 20 dB lower with windows closed. Side-loading trucks that have an elevated exhaust stack (estimated to be about two trucks per day) would deliver to the market’s front door a distance greater than the 60-foot setback identified in the acoustic analysis as the minimum distance necessary to ensure that noise reaching the residences east of the building does not exceed the recommended exterior standard. The acoustic study also analyzed potential noise impacts from the exterior dining area proposed at the front of the building. The study determined that noise generated by diners is likely to be around 65 dBA. Because the dining area is on the north side of the building, noise would have to travel around the corner of the building to its east side to reach residences offsite. The orientation and distance imposed by that configuration would effectively reduce a 65 dBA noise level to around 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use. The outdoor dining area would include music over audio speakers, presumably at a level suitable for background effect. For the same reasons just described, outdoor music at the dining area is unlikely to be audible to residences on the east side of the building. To ensure that this is so, the acoustic analysis recommends that the Conditional Use Permit for the dining area limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. This condition has been integrated into the proposed project. Would the project: 149 Initial Study/Environmental Checklist -30- City of Hermosa Beach, California (a) Expose persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies? Less than significant impact with mitigation. Temporary noise associated with construction activities is not expected to exceed established noise standards. Most of the proposed modifications are planned for the interior of the building. Exterior construction activities expected to generate the most noise are those associated with proposed modifications at the east side of the building and in the alleyway near adjacent residences. These activities include the construction of the 14 to 17-foot screen wall and eight-foot high wall at the property line, minor excavation and construction for the loading dock area, and other modifications to the building’s east façade. Operational noise will be generated principally by trucks delivering goods to the market. Noise from these activities will be attenuated by a combination of sound walls and distance from sensitive land uses, specifically the residential complex to the east. The applicable noise standard for single-event peak noise (an exterior noise level of 75 dBA for multi-family residential use) will not be exceeded. Nor will the exterior peak noise level standard be exceeded by activities associated with the dining area. In order to ensure that sound levels from the exterior audio system remain below the level of potential impact, the Conditional Use Permit for the exterior dining area will include a requirement that the sound level from the exterior audio system not exceed 55 dBA at any location 10 feet from the dining area. The project applicant has agreed to this condition and it has been included in the approval documents for the project. With implementation of this measure along with implementation of all sound-attenuating features and practices proposed by the project, and with compliance with applicable regulations related to idling of commercial vehicles, the noise generated by the project will not exceed applicable thresholds for significant noise impacts. (b) Expose persons to or generation of excessive groundborne vibration or groundborne noise levels? No impact. Groundborne noise and groundborne vibration is transmitted through rock or other ground media and results from the use of heavy earthmoving equipment such as bulldozers and heavy tracked equipment. The modifications proposed by the project do not include these kinds of activities and groundborne vibration and noise will not be generated. (c) Cause a substantial permanent increase in ambient noise levels in the project vicinity above levels existing without the project? Less than significant impact with mitigation. The project will not significantly increase noise levels on local roadways. Trips generated to and from the site are not great enough to result in a substantial increase in roadway noise. Market operations will generate noise in the form of truck deliveries and outdoor dining. While noise associated with some truck deliveries may be substantial, it is not expected to exceed standards for single event noise. The project’s proposed truck delivery program, including proposed noise wall and screen wall, along with limitations on sound levels from the outdoor sound system, will effectively avoid significant noise impacts. See above discussion. (d) Cause a substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project? 150 Initial Study/Environmental Checklist -31- City of Hermosa Beach, California Less than significant impact. Construction noise will result in a temporary short-term increase in ambient noise levels. The short duration of noise events generated during construction, particularly during the demolition phase, will result in increased ambient noise levels, but will not significantly impact the ambient noise environment over the long term or for a significant period of time. Unlike more complex construction projects, construction activities will mostly occur indoors. The project’s exterior construction activities will not be of sufficient duration to constitute a significant impact to the ambient noise environment. The City’s Noise Ordinance limits construction and demolition hours to 8 AM to 6 PM, Monday through Friday and 9 AM to 5 PM on Saturday. Construction activities are not permitted on Sunday or on national holidays. Compliance with the City’s Noise Ordinance will effectively ensure that the project does not exceed adopted standards and successfully avoids significant noise impacts. (e) For a project located within an airport land use plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, would the project expose people residing or working in the project area to excessive noise levels? No impact. The site is not within an airport land use plan or within two miles of a public airport or public use airport. (f) For a project within the vicinity of a private airstrip, would the project expose people residing or working in the project area to excessive noise levels? No impact. The project site is not located within the vicinity of a private airstrip and would not expose people residing or working in the project area to excessive noise levels With implementation of all sound-attenuating features and practices proposed by the project, and with compliance with applicable regulations related to idling of commercial vehicles, the noise generated by the project will not exceed applicable thresholds for significant noise impacts. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.13 POPULATION & HOUSING. Would the project: a. Induce substantial population growth in an area, either directly (for example, by proposing new homes and businesses or indirectly (for example, through extension of roads or other infrastructure)? b. Displace substantial numbers of existing housing, necessitating the construction of replacement housing elsewhere? c. Displace substantial numbers of people, necessitating the construction of replacement housing elsewhere? Would the project: (a) Induce substantial population growth in an area, either directly (for example, by proposing new homes and businesses or indirectly (for example, through extension of roads or other infrastructure)? 151 Initial Study/Environmental Checklist -32- City of Hermosa Beach, California Less than significant impact. The project’s proposed new use (supermarket) does not include housing. The proposed use will create employment opportunities for an estimated 65 full-time employees and 55 part-time employees. Creation of these new jobs is likely to contribute to the demand for local housing in the project vicinity, particularly housing affordable to employees in the low to medium income categories. There are currently around 292 vacant dwelling units in Hermosa Beach. A much larger pool of dwelling units is available in the larger, neighboring cities in the area. (For example, Manhattan Beach currently has an estimated 891 vacant dwelling units.) Available housing affordable to future Lazy Acres employees is likely to be found in these nearby cities such as Manhattan Beach, Torrance and Redondo Beach, as well as Hermosa Beach. New employees relocating to the area will likely find housing within a 20 mile radius of the Lazy Acres market, given the overall density of urban land use (including housing) in the South Bay Region. It is likely that some of the market’s employees will be persons who already reside in the area and so would not contribute to increased housing demands. Although many of the 120 new employees at the market will contribute to demand for housing, and for low-income housing in particular, the demand generated by this number of employees is likely to be met by housing available in nearby cities of the South Bay Region. (b) Displace substantial numbers of existing housing, necessitating the construction of replacement housing elsewhere? No Impact. The project involves renovation of a commercial building for continued commercial use. No displacement or reduction of housing is proposed. (c) Displace substantial numbers of people, necessitating the construction of replacement housing elsewhere? No Impact. The project will not displace substantial numbers of people. The project will not have significant impacts on population and housing. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.14 PUBLIC SERVICES. Would the project result in substantial adverse physical impacts associated with the provision of new or physically altered governmental facilities, need for new or physically altered governmental facilities, the construction of which could cause significant environmental impacts, in order to maintain acceptable service ratios, response times or other performance objectives for any of the public services: Fire Protection? Police Protection? Schools? Parks? Other public facilities? 152 Initial Study/Environmental Checklist -33- City of Hermosa Beach, California 1) Fire protection? No impact. The project will not impact fire protection services. The proposed use does not significantly increase the demand for fire protection services over existing conditions (current use of the building). 2) Police protection? No impact. There will be no significant impacts related to police protection or service associated with the market. The proposed use will not significantly increase the demand for police services over existing use of the building. It will not induce the need for new or expanded police facilities. 3) Schools? No impact. The market will not result in any increase in student population or otherwise affect school services. 4) Parks? No impact. The market will not result in a substantial increase in the demand or use of parks. Although it will create local jobs, the demand and use of parks generated by the market’s new employees is not great enough to adversely affect local park services. Nor will it adversely affect the relatively high ratio of local parkland to residents (see discussion below under Recreation). 5) Other public facilities? No impact. Lazy Acres Market will not result in an increase in the resident population or an increase in employees great enough to substantially increase the demand for public facilities. The project will have no impact on public services. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.15 RECREATION. Would the project: a. Would the project increase the use of existing neighborhood and regional parks or other recreational facilities, such that substantial physical deterioration of the facility would occur or be accelerated? b. Does the project include recreational facilities or require the construction or expansion of recreational facilities, which might have an adverse physical effect on the environment? There are 48.4 acres of parkland and 63.4 acres of public beaches within the City of Hermosa Beach. The City provides 5.7 acres of parkland per 1,000 residents (City of Hermosa Beach, 2014). For Manhattan Beach, the 2000 Census reported 33,852 residents. The Manhattan Beach General Plan states there are approximately 179 acres of park, beach, and school grounds within the City. This results in a ratio of 5.3 acres of parkland for every 1,000 people. Parkland ratios for both cities are above the goal or standard of 4 acres set by many cities in Los Angeles County and above the 3 acres per 1,000 residents standard required under the Quimby Act. (a) Would the project increase the use of existing neighborhood and regional parks or other recreational facilities, such that substantial physical deterioration of the facility would occur or be accelerated? Less than significant impact. The Lazy Acres Market will employee 120 persons, some of which may relocate their place of residence to Hermosa Beach, Manhattan Beach or another nearby city. 153 Initial Study/Environmental Checklist -34- City of Hermosa Beach, California These new residents may increase the demand for recreational facilities and local parks. Other employees who do not relocate to the area may also use local parks and facilities. Even so, the number of persons employed by the market is small, compared to number of residents in local cities. Both Hermosa Beach and Manhattan Beach, the two cities most likely to see an incremental increased demand for recreational facilities, have a sufficiently high ratio of parkland to residents that whatever minor effect is induced by the project will be too small to have a significant impact. (b) Does the project include recreational facilities or require the construction or expansion of recreational facilities, which might have an adverse physical effect on the environment? No impact. The project does not include recreational facilities, nor will it require construction or expansion of recreational facilities. Potentially Significant Impact Less Than significant w/Mitigation Included Less than Significant Impact No Impact 16.16 TRANSPORTATION/TRAFFIC. Would the project: a. Conflict with an applicable plan, ordinance or policy establishing measures of effectiveness for the performance of the circulation system, taking into account all modes of transportation including mass transit and non-motorized travel and relevant components of the circulation system, including but not limited to intersections, streets, highways and freeways, pedestrian and bicycle paths, and mass transit? )? b. Conflict with an applicable congestion management program, including but not limited to level of service standards and travel demand measures, or other standards established by the county congestion management agency for designated roads or highways? c. Result in a change in air traffic patterns, including either an increase in traffic levels or a change in location that results in substantial safety risks? d. Substantially increase hazards due to a design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? e. Result in inadequate emergency access? f. Conflict with adopted policies, plans, or programs supporting alternative transportation (e.g., bus turnouts, bicycle racks)? A Traffic Impact Analysis for the proposed Lazy Acres supermarket was prepared by TJW Engineering (March 2017). The traffic analysis addressed conversion of the church youth center to the Lazy Acres supermarket. The analysis also considered potential future renovations and expansion at the adjacent Hope Chapel Church (2420 Pacific Coast Highway) based on current assumptions of what that project would be. The Traffic Impact Analysis is provided in Appendix B. The traffic study included level of service (LOS) analysis of existing conditions, existing plus project conditions, project opening year without project conditions, and project opening year with project conditions of twelve (12) intersections in the vicinity of the project: 154 Initial Study/Environmental Checklist -35- City of Hermosa Beach, California  8th Street at Sepulveda Boulevard (SR-1);  2nd Street at Sepulveda Boulevard;  Longfellow Avenue at Sepulveda Boulevard;  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (SR-1);  21st Street at Pacific Coast Highway;  16th Street at Pacific Coast Highway;  Pier Avenue-14th Street at Pacific Coast Highway;  Gould Avenue at Ardmore Avenue;  Artesia Boulevard at Prospect Avenue;  Artesia Boulevard at Meadows Avenue;  Artesia Boulevard at Peck Avenue-Ford Avenue;  Artesia Boulevard at Aviation Boulevard. All of the intersections are signalized, except for the Gould Avenue/Ardmore Avenue intersection which is controlled by a boulevard stop. All intersections operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours, with the exception of the following three intersections:  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (LOS F at AM peak hour);  Gould Avenue at Ardmore Avenue (LOS E at AM and PM peak hours);  Artesia Boulevard at Aviation Boulevard (LOS F at AM and LOS E at PM peak hours). All intersections are currently operating at an acceptable LOS (D or better) during the Sunday mid-day peak hour. If the additional traffic generated by the project is added to these current conditions, the LOS for all intersections remains the same, with the exception that the PM peak hour LOS at the Ardmore Avenue/Gould Avenue intersection degrades from E to F. For an unsignalized intersection such as this one, the project would have to increase the volume of traffic by 10 percent or more to be considered a significant impact, according to City of Hermosa Beach traffic thresholds. The project would increase traffic at the Ardmore Avenue/Gould Avenue intersection by 1.2 percent at the PM peak hour and zero percent at the AM peak hour (TJW, 2016. Table 12). Because the market would begin operation in 2018, the traffic analysis examined projected conditions for that year, first with and then without traffic generated by the market. Future conditions assume a 1 percent ambient growth rate in addition to additional traffic from 28 other proposed projects in the vicinity that are currently in different stages of the planning and approval process. Without traffic generated by Lazy Acres market, the LOS at studied intersections will remain the same with the following exceptions.  Gould Avenue at Ardmore Avenue (LOS at the AM peak hour degrades from E to F);  2nd Street at Sepulveda Boulevard (LOS at the AM peak hour shifts from D to E);  Ford Avenue-Peck Avenue/Artesia Boulevard (LOS at the AM peak hour shifts from D to E);  Artesia Boulevard at Aviation Boulevard (LOS at the PM peak hour shifts from E to F). When traffic generated by Lazy Acres market is added to future 2018 conditions there is no change in LOS. While there is an increase in traffic volumes at nearly all of the twelve intersections, none of the signalized intersections undergoes an increase of 0.05 in the intersection-to-capacity ratio (ICU), the City of Hermosa Beach threshold for signalized intersections. The volume increase at the 155 Initial Study/Environmental Checklist -36- City of Hermosa Beach, California Gould/Ardmore intersection (the only non-signalized intersection of the analysis) is less than 10 percent, which is the City’s threshold for unsignalized intersections.2 Would the project: (a). Conflict with an applicable plan, ordinance or policy establishing measures of effectiveness for the performance of the circulation system, taking into account all modes of transportation including mass transit and non-motorized travel and relevant components of the circulation system, including but not limited to intersections, streets, highways and freeways, pedestrian and bicycle paths, and mass transit? No impact. Performance of the circulation system is measured through established standards for level of service (LOS) at intersections. The LOS analysis performed by the technical traffic study determined that the project will not significantly impact LOS at intersections in the vicinity that are likely to be affected by additional trips generated by Lazy Acres Market. The project will not conflict with plans, policies or ordinances related to other modes of transportation (mass transit, pedestrian, bicycle). It will not alter or obstruct existing or planned bike paths. Nor will it alter or impede access to mass transit facilities. The project includes transportation management features consistent with the City of Hermosa Beach Municipal Code Section 17.48 (see Project Description). (b). Conflict with an applicable congestion management program, including but not limited to level of service standards and travel demand measures, or other standards established by the county congestion management agency for designated roads or highways? No impact. The congestion management program (CMP) establishes the following criteria for evaluating project impacts (Los Angeles County Metropolitan Transportation Authority, July 2010): ▪ All CMP arterial monitoring intersections, including monitored freeway on or off-ramp intersections, where the proposed project will add 50 or more trips during either the AM or PM weekday peak hours (of adjacent street traffic); ▪ Mainline freeway monitoring locations where the project will add 150 or more trips, in either direction, during either the AM or PM weekday peak hours. The CMP analysis performed by the technical traffic study indicates that no CMP monitored intersections are projected to receive 50 or more project-generated trips during either the AM peak hour or the PM peak hour (see TJW, 2016, page 31). No CMP mainline freeway monitoring location is projected to receive 150 or more project-generated trips during either the AM peak hour or the PM peak hour. The project will therefore not conflict with the CMP. (c) Result in a change in air traffic patterns, including either an increase in traffic levels or a change in location that results in substantial safety risks? No impact. The project has no potential to change air traffic patterns. (d) Substantially increase hazards due to a design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? 2 The findings of the traffic analysis relative to Level of Service do not change if current assumptions for the Hope Chapel expansion are included in the traffic projections. 156 Initial Study/Environmental Checklist -37- City of Hermosa Beach, California No impact. The project will not introduce any hazards to mobility. The site currently has ample access from both cross streets with three curb cuts along Pacific Coast Highway and three curb cuts along Artesia Boulevard. Delivery vehicles will be required to use the Artesia Boulevard frontage for access as this will allow these vehicles to reverse into the loading area at the rear of the building with minimal disruption of on-street traffic. The parking lot will be redesigned and restriped with ample turning areas for all parked vehicles. Alterations to the surrounding streets are not proposed. (e) Result in inadequate emergency access? No impact. The project’s proposed modifications will not impact emergency access to the site. Emergency access and fire lanes and ingress and egress points will be maintained in full compliance with the Building and Safety Code and Fire Code. (f) Conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities? No impact. The site currently has three nearby public transportation stops at the southeast, northeast and southwest corners of the Artesia Boulevard/PCH intersection. The proposed improvements will not alter access to the site nor will alterations to existing public transportation facilities occur. Sidewalks fronting Pacific Coast Highway and Artesia Blvd will not be altered as part of the proposed project. As such, pedestrians, bicycles, and public transportation facilities are not anticipated to be impacted. No conflicts with transportation/mobility plans are anticipated. The project will have no adverse impacts on transportation and traffic. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.17 UTILITIES AND SERVICE SYSTEMS. Would the project: a. Exceed wastewater treatment requirements of the applicable Regional Water Quality Control Board? b. Require or result in the construction of new water or wastewater treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? c. Require or result in the construction of new storm water drainage facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? d. Have sufficient water supplies available to serve the project from existing entitlements and resources, or are new or expanded entitlements needed? e. Result in a determination by the wastewater treatment provider which serves or may serve the project that it has adequate capacity to serve the project=s projected demand in addition to the provider=s existing commitments? f. Be served by a landfill with sufficient permitted capacity to accommodate the project=s solid waste disposal needs? g. Comply with federal, state, and local statutes and regulations related to solid waste? 157 Initial Study/Environmental Checklist -38- City of Hermosa Beach, California Would the project: (a) Exceed wastewater treatment requirements of the applicable Regional Water Quality Control Board? No impact. The market will generate wastewater that will be treated through the local treatment system. It will not exceed wastewater treatment requirements of the Regional Water Quality Control Board. (b) Require or result in the construction of new water or wastewater treatment facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? No impact. The market will not require construction or expansion of treatment facilities. The current capacity of wastewater treatment facilities is sufficient to accommodate the wastewater generated by the project. (c) Require or result in the construction of new storm water drainage facilities or expansion of existing facilities, the construction of which could cause significant environmental effects? No impact. The site currently drains to the municipal storm drain system and would continue to do so after development of the project. The magnitude of runoff can be expected to decrease as a result of the project due to the need to comply with the City’s Low Impact Development requirements (see discussion in Hydrology and Water Quality, Section IX, above)The project will not require expansion or construction of drainage facilities. (d) Have sufficient water supplies available to serve the project from existing entitlements and resources, or are new or expanded entitlements needed? No impact. Water availability for proposed uses will be verified through the City’s requirement for a Will Serve letter from the water purveyor. Water use will not result in environmental impacts. The project’s water demand is not large enough to exceed existing entitlements. (e) Result in a determination by the wastewater treatment provider which serves or may serve the project that it has adequate capacity to serve the project=s projected demand in addition to the provider=s existing commitments? No impact. The project’s wastewater treatment demand is not great enough to impact capacity of the wastewater treatment provider. Available treatment capacity will be verified through the City’s requirement for a Will Serve letter for the proposed uses. (f) Be served by a landfill with sufficient permitted capacity to accommodate the project=s solid waste disposal needs? No impact. The project will generate solid waste during demolition and construction. Proposed new uses will likely generate increased amounts of solid waste over the church youth facility that currently occupies the site. Sufficient landfill capacity is available and is expected to be available through the lifetime of the proposed uses (20 years) (City of Hermosa Beach, June 2014). At least 65 percent of solid waste from demolition of the structures on-site would be separated and hauled to recycling facilities or salvage in compliance with the City’s Green Building Code (15.48) and thus not impact the local capacity of the landfill used for municipal solid waste. 158 Initial Study/Environmental Checklist -39- City of Hermosa Beach, California (g) Comply with federal, state, and local statutes and regulations related to solid waste? No impact. See response (f) above. The project will have no impact on utilities and service systems. Potentially Significant Impact Less Than significant w/ Mitigation Incorporated Less than Significant Impact No Impact 16.18 MANDATORY FINDINGS OF SIGNIFICANCE. Would the project: a. Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to decrease below self- sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal, or eliminate important examples of major periods of California history or prehistory? b. Does the project have the potential to achieve short-term, to the disadvantage of long-term, environmental goals? c. Does the project have impacts which are individually limited, but cumulatively considerable (“Cumulatively considerable” means the project’s incremental effects are considerable when compared to the past, present, and future effects of other projects)? d. Does the project have environmental effects which will have substantial adverse effects on human beings, directly or indirectly? a) Does the project have the potential to degrade the quality of the environment, substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to decrease below self- sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal, or eliminate important examples of major periods of California history or prehistory? No Impact. The project has no potential to substantially reduce the habitat of a fish or wildlife species, cause a fish or wildlife population to decrease below self- sustaining levels, threaten to eliminate a plant or animal community, reduce the number or restrict the range of a rare or endangered plant or animal, or eliminate important examples of major periods of California history or prehistory. Absent implementation of noise attenuating features and procedures, the project has the potential to degrade the quality of the environment through the introduction of noise during the proposed market operations. The analysis provided in the Noise Section of this Initial Study/MND identify feasible, site-specific methods to reduce noise to a level below a significant impact. b) Does the project have the potential to achieve short-term, to the disadvantage of long- term, environmental goals? 159 Initial Study/Environmental Checklist -40- City of Hermosa Beach, California No Impact. The project does not jeopardize long-term environmental goals in favor of short-term environmental goals. The proposal to accommodate a market use at this site is consistent with the long-term goals established by the City as reflected in the General Plan. It is also consistent with past use of the building and the site. c) Does the project have impacts which are individually limited, but cumulatively considerable (“Cumulatively considerable” means the project’s incremental effects are considerable when compared to the past, present, and future effects of other projects)? No impact. The project would not result in incremental effects of this type. Potential impacts are limited to those that are insignificant or can be mitigated to a less than significant impact, and which do not have un-mitigable incremental effects that are cumulatively considerable. d) Does the project have environmental effects which will have substantial adverse effects on human beings, directly or indirectly? No impact. The project has the potential to generate noise associated with market operations that could have adverse effects to humans. However, noise attenuating design features and operations integrated into the project will effectively reduce noise effects to a level below established standards. 17. PREPARATION. This initial study was prepared by the City of Hermosa Beach with assistance from Ed Almanza & Associates, an environmental consultant under contract to the City. Principal City staff participants include Kim Chafin, Senior Planner; Ken Robertson, Community Development Director; Milton McKinnon, Captain, Hermosa Beach Police Department; Pete Bonano, Interim Fire Chief; Lauren Langer, Assistant City Attorney. The technical traffic study was reviewed by the City’s traffic consultant, Scott Ma of Hartzog & Crabill, Inc. 160 APPENDIX A TECHNICAL STUDY NOISE, AIR QUALITY & GREENHOUSE GAS EMISSIONS 161 Air Quality, Greenhouse Gas, and Noise Issues for Lazy Acres City of Hermosa Beach Report #17-016 March 12, 2017 Prepared For: City of Hermosa Beach Community Development Department Prepared By: Fred Greve, P.E. Greve & Associates, LLC 2915 Calle Frontera San Clemente, CA 92673 fred@greveandassociates.com 949•466•2967 162 TABLE OF CONTENTS 1.0 Project Description..................................................................................................................1 2.0 Potential Air Impacts ..............................................................................................................1 2.1 Thresholds of Significance ........................................................................................................ 1 2.2 Construction Impacts ................................................................................................................. 2 2.3 Operational Impacts .................................................................................................................. 3 3.0 Greenhouse Gas Emissions .....................................................................................................4 3.1 Significance Threshold .............................................................................................................. 4 3.2 Project Emissions ...................................................................................................................... 4 4.0 Delivery Truck Noise ..............................................................................................................5 5.0 Responses to Comments by Residents ....................................................................................7 5.1 Air Quality ................................................................................................................................. 7 5.2 Noise .......................................................................................................................................... 7 LIST OF TABLES Table 1 SCAQMD Regional Pollutant Emission Thresholds of Significance ....................................... 2 Table 2 Peak Construction Emissions .................................................................................................... 3 Table 3 Project Emissions (pounds per day) .......................................................................................... 4 Table 4 Construction GHG Emissions (Metric Tons Per Year) ............................................................. 5 Table 5 Annual Project Emissions (Metric Tons) .................................................................................. 5 163 Lazy Acres Greve & Associates, LLC Page 1 1.0 PROJECT DESCRIPTION The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 30,0704 square foot Lazy Acres Market at 2512 Pacific Coast Highway. This project consists of interior improvements primarily involving demolition of much of the existing non-structural elements and construction of new non-structural elements for a full-service supermarket. Exterior building improvements involve the installation of new façade treatments along the north, east and west sides of the building; the construction of a primary architectural tower at the north elevation; and a secondary architectural hip roof at the northeast corner of the building. Exterior improvements along the east elevation (existing alleyway) consist of an open recessed loading dock, a covered receiving area, a covered trash compactor, all located behind a masonry screen wall with vertical vine trellis (see descriptions below) facing the alleyway. The project proposes to construct two walls in the area of the building’s east side. An eight-foot high masonry wall is proposed to replace sections of the existing wall and wrought iron fence on the property line adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the multi-family residential parcel and 60 feet along the neighboring parcel’s north property line. The wall will provide a gated opening to preserve the existing access to the residential parcel at the same location. A second screen wall is proposed within the alley way to separate the east façade of the building and loading dock area from the rest of the alley way (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building. The wall is also intended to provide additional buffering of receiving area activities from adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 feet high and extend 111 feet down the alleyway. (See Project Description for a more detailed description of walls.) This report focuses on the potential air quality impacts associated with the construction and operation of this project, including greenhouse gas emissions. Additional issues related to noise and odors are also discussed. 2.0 POTENTIAL AIR IMPACTS 2.1 Thresholds of Significance In their "1993 CEQA Air Quality Handbook”, the SCAQMD has established significance thresholds to assess the impact of project related air pollutant emissions. Table 1 presents these significance thresholds. There are separate thresholds for short-term construction and long-term operational emissions. A project with daily emission rates below these thresholds is considered to have a less than significant effect on air quality. 164 Lazy Acres Greve & Associates, LLC Page 2 Table 1 SCAQMD Regional Pollutant Emission Thresholds of Significance Pollutant Emissions (lbs./day) CO ROG NOx PM10 PM2.5 SOx Construction 550 75 100 150 55 150 Operation 550 55 55 150 55 150 Key: CO-carbon monoxide, ROG-reactive organic gases, NOx-nitrogen oxides PM10-particulate matter with diameter less than 10 microns, PM2.5-particulate matter with diameter less than 2.5 microns, SOx-sulfur oxides 2.2 Construction Impacts Temporary impacts can result from project construction activities. Air pollutants are emitted by construction equipment and fugitive dust can be generated during grading and construction. Emissions during the phases of construction were calculated using the California Emissions Estimator Model (CalEEMod version 2016.3.1). CalEEMod is a computer program developed by the SCAQMD in conjunction with the California Air Resources Board (CARB). The model calculates emissions for construction and operation of various projects. For on-road vehicular emissions, the CalEEMod model utilizes the EMFAC2014 emission rates that have also been developed by CARB. For this project there will be some demolition, building construction of interior and exterior non-structural elements, and painting. A construction schedule with anticipated equipment to be used was provided (by Harco, dated December 15, 2016). CalEEMod was programmed with the information provided. Table 2 presents the results of the total emissions calculations for the construction activities discussed above. The highest construction emissions are presented below and represent a worst-case scenario. No mitigation is included in the emissions presented below. The projected emissions are compared to the Significance Thresholds described in Section 2.1. The CalEEMod printouts are included in the Appendix. 165 Lazy Acres Greve & Associates, LLC Page 3 Table 2 Peak Construction Emissions Pollutant Emissions (Pounds Per Day) Year Activity ROG NOx CO SOx PM10 PM2.5 2017 Demolition 1.0 9.8 6.8 0.0 0.8 0.5 2017 Building Construction 6.9 63.4 45.7 0.1 4.4 3.9 2018 Building Construction 1.2 11.9 9.0 0.0 0.8 0.7 2018 Architectural Coating 18.8 3.4 3.7 0.0 0.2 0.2 Peak Daily Total 18.8 63.4 45.7 0.1 4.4 3.9 SCAQMD Threshold 75 100 550 150 150 55 Exceed Threshold? No No No No No No The projected construction emissions are all well below the significance thresholds established by the SCAQMD. Therefore, there will be no regional air quality impacts due to construction. 2.3 Operational Impacts Air pollutant emissions due to the project were calculated using the CalEEMod program. The program calculated operational emissions for the proposed project. The primary source of emissions generated by the proposed project will be from motor vehicles. Natural gas combustion and re-current painting of the facilities will also contribute to the emissions. CalEEMod calculates maximum daily emissions for the summertime and wintertime periods. The results presented below are from the summer or winter emissions, whichever are the higher emissions. Traffic data was obtained from Tables 9 and 10 of the traffic report (TJW Engineering, Inc., December 15, 2016). It shows that Lazy Acres will result in a net increase of 816 trips per day for weekday traffic, and 1,771 net trips on Sunday. Output files from the CalEEMod program are presented in the appendix. Table 3 presents the results of the CalEEMod model showing the maximum daily air pollutant emissions projected for buildout year. The specific data utilized in calculating the emissions are provided in the appendix. 166 Lazy Acres Greve & Associates, LLC Page 4 Table 3 Project Emissions (pounds per day) ROG NOx CO SOx PM10 PM2.5 Total Project Emissions 3.6 12.3 25.4 0.1 5.1 1.4 SCQAMD Thresholds 55 55 550 150 150 55 Exceed Thresholds No No No No No No Table 3 shows that the total project emissions are below the SCAQMD thresholds for all criterion pollutants. Therefore, the project will not result in a significant regional air impact and mitigation is not necessary to reduce operational emissions. 3.0 GREENHOUSE GAS EMISSIONS 3.1 Significance Threshold The Significance Threshold that will be used for this project is based on SCAQMD’s suggested tiered approach, which is consistent with CARB’s recommendations. The project is not specifically exempted in SB97 and there are no GHG reduction plans that are consistent with the AB32 GHG reduction goals that with a certified final CEQA document that are applicable to the proposed project. Therefore, the project is not compliant with Tiers 1 or 2. The significance of the project will be determined based on compliance with the Tier 3 and 4 requirements. The project will be considered to have a significant impact if total annual GHG emissions exceed 3,000 MT CO2EQ. If the 3,000 threshold is exceeded then the annual emissions per service population (the number of residents for residential projects and persons employed for commercial projects) should not exceed 4.6 MT CO2EQ/yr/person, or a significant impact will be determined. Note that the methodology recommends that total construction emissions be amortized over a 30-year period or the project’s expected lifetime if it is less than 30 years. 3.2 Project Emissions Temporary impacts will result from construction activities. The primary source of GHG emissions generated by construction activities is from the use of diesel-powered construction equipment. Typical emission rates for construction equipment were obtained from CalEEMod and are presented in Table 4. These emissions represent the total level of emissions based on the construction schedule. According to the SCAQMD’s CEQA Handbook (Greenhouse Gas CEQA Significance Threshold Stakeholder Working Group #5, August 27, 2008), construction emissions are amortized over the life of the project, defined by SCAQMD as 30 years, and are added to the annual operation emissions. Thus, the project’s annualized construction emissions will be added to the operation emissions and compared to the applicable GHG significance threshold. Worksheets showing the specific data used to calculate the construction emissions are presented in the appendix. The quantities of each gas are multiplied by its Global Warming Potential (GWP) and then added together to get the carbon dioxide equivalent (CO2EQ). The GWP’s are 1 for CO2, 25 for CH4, and 298 for N2O. 167 Lazy Acres Greve & Associates, LLC Page 5 Table 4 Construction GHG Emissions (Metric Tons Per Year) CO2 CH4 N2O CO2EQ Total Construction Emissions (Metric Tons) 119.7 0.0 0.0 120.3 Averaged Over 30 Years (Metric Tons Per Year) 4.0 0.0 0.0 4.0 MTCO2EQ = metric tons equivalent carbon dioxide (CO2). The California Emissions Model (CalEEMod) developed by the SCAQMD in conjunction with the ARB was used to estimate the operational GHG emissions. The results are presented in Table 5. A complete breakdown of the emissions is provided in the Appendix. Table 5 Annual Project Emissions (Metric Tons) CO2 CH4 N2O CO2EQ Annual Operational Emissions 1,068.6 2.2 0.0 1,125.1 Annualized Construction Emissions 4.0 0.0 0.0 4.0 Total Annual Emissions 1,072.6 2.2 0.0 1,129.1 Table 5 shows that the GHG emissions for the project will be about 1,129 MTCO2EQ per year. This is lower than the SCAQMD Tier 3 screening threshold of 3,000 MTCO2EQ per year, therefore, no significant climate change impacts are anticipated. 4.0 DELIVERY TRUCK NOISE On the east side of Lazy Acres a loading dock is proposed. Directly to the east of the loading dock approximately 43 feet away is a multi-family residential structure. According to the Project Description (by Little Diversified Architectural Consulting, dated February 9, 2017), 20 side loader vendor trucks per day are anticipated. For noise purposes these are considered as medium size trucks. Additionally, 4 semi- truck trailers are projected each day. These are considered as heavy duty trucks from a noise perspective. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from heavy duty trucks approximately four times per day. These deliveries will occur between 9 a.m. and 6 p.m. and will be made at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery. At least two of these daily deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries and the refrigeration trailer will be connected to a separate power source within the building. 168 Lazy Acres Greve & Associates, LLC Page 6 Deliveries will also be made by smaller, side-loading vendor trucks up to 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the alleyway entrance. Products will be wheeled by hand truck into the store receiving area from the alleyway through an entry in the screen wall. Deliveries of this type will occur between the hours of 9 a.m. and 6 p.m. Some of the side-loading trucks have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. The exhaust system of most side-loading trucks is three feet above ground level. (See Exhibit 1 for pictures of both types of trucks.) To avoid noise impacts associated with these higher exhaust systems, side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning before the market opens, between 6 a.m. and 9 a.m. There are many features that will reduce the potential noise impact of the truck deliveries on the nearby residences. They include the following.  Delivery hours are restricted to the hours of 9 a.m. to 6 p.m., except for front of store deliveries which are limited to 6 a.m. to 9 a.m.  No idling of the engine will occur (this is in the Project Description and is a SCAQMD requirement)  Refrigeration trucks will be required to be plugged in to electricity at the building eliminating the need for the engine to idle  A 111 foot wall which will be 14 feet high along alleyway and 17 feet high at sectional door location will be constructed. It will be a masonry wall constructed with split-face CMU (concrete masonry unit). The CMU wall will act as a soundwall stopping much of the noise that would otherwise travel to the residence. The split-face block reduces noise reflecting off of the surface of the wall, so reflected noise from the loading dock area should not be an issue. It should be noted that average daily noise levels, such as the CNEL scale, are commonly used to describe traffic noise. However, the quantities of trucks are so low that the average daily noise levels will not be significantly affected, and therefore, the focus of the analysis is on maximum noise levels or single event noise levels. With single event noise events, it becomes important when those events occur. People are more sensitive to noise when they are likely to be sleeping; specifically, 10 p.m. to 7 a.m. Based on previous measurements by the author, it was found that delivery trucks have an average maximum noise level of 71.6 dBA at 50 feet. There were not significant differences in the maximum noise levels between heavy and medium trucks. However, the elevation of the source of the noise was different for the two truck types. Heavy trucks had a source height of about 10 feet (top of stack) and medium trucks had a source height of about 3 feet (engine and muffler height). Using the above data it is estimated that the maximum noise level for the average truck would be about 74 dBA with no screening wall (spreadsheet included in Appendix). With the planned screening wall that runs 111 feet along the east side of the building, outdoor noise levels for medium trucks are projected to 58.4 dBA (Lmax) for the first floor and 62.9 dBA (Lmax) for the second floor. For heavy trucks the projected noise levels are 62.0 dBA and 68.6 dBA (Lmax) for the first and second floors, respectively. The noise levels inside the nearest residential units would be 12 dB lower with windows open and at least 20 dB lower with windows closed. Since, these noise levels are consistent with traffic noise levels that would be expected from the adjacent roadways, and since the hours of operation are limited to 9 a.m. to 6 p.m. (except for front of store deliveries that are limited to 6 a.m. to 9 a.m.), it is not anticipated that a significant impact will occur due to delivery trucks using the main truck delivery area alongside the store. The City municipal code does not contain any specific noise levels that should not be exceeded. Therefore, the “Model Community Noise Control Ordinance,” developed by the Office of Noise Control, California 169 Exhibit 1 -Examples of Side Loader Trucks Low Exhaust High Exhaust 170 Lazy Acres Greve & Associates, LLC Page 7 Department of Health was consulted. This guidance document recommends that maximum sound levels of 75 dBA should not be exceeded at multi-family residences. The trucks using the delivery area for side loader trucks will be about 28 feet from the residences to the south. The maximum noise level for trucks using this spot will average 77 dBA. Keep in mind that this is for the average truck, some will be louder and some will be quieter. (Previous measurements indicate a standard deviation of 4.5 dB.) Most of the side loader trucks would be classified as medium trucks with exhausts about 3 feet above the ground. However, some of the side loader trucks have elevated stacks that have truck stacks more at the 10 foot height. This is important in determining the appropriate sound wall height. The project proponent is now proposing a sound wall could be constructed at the property line where a wrought iron fence current exists. The wall would need to be 8 height to adequately protect residents from noise for medium trucks. It would not be effective for trucks with the elevated stack heights. For the first floor residences, the noise is projected to be 71.4 dBA and 71.8 dBA for the second floor. This would be acceptable per the Model Noise Ordinance. For side loaders with elevated exhaust stacks, the project proponent is proposing to deliver at the front of the store. This would be an acceptable approach to locate the side loader delivery trucks further from the residences. Given the variability of the trucks I would recommend keeping the trucks 60 feet from the residences without any sound wall (Exhibit 2). At 60 feet the average truck would generate a maximum sound level of 70 dBA. The current proposal appears to meet this criteria and would be acceptable. 5.0 RESPONSES TO COMMENTS BY RESIDENTS Two of the resident’s comment regarding air quality and three of their concerns regarding noise are addressed below. The entire resident comment is not repeated, only the topic is stated. 5.1 Air Quality Residents concern #1, Cooking odors: Cooking odors are controlled by the South Coast Air Quality Management District (SCAQMD Rule 402). The agency prohibits odors from any facility through a nuisance odor. There are no other SCAQMD requirements that would control odors or other emissions from cooking areas. The Project Description states that a “Captiveaire Pollution Control Unit (PCU), situated on the roof, is designed specifically for the removal of smoke and grease particles from the air stream of commercial kitchen exhaust systems and to eliminate or reduce odor.” It appears that the potential for odors has been addressed by the project applicant. Any odors generated by the facility should be reported to the SCAQMD for enforcement action. Residents concern #2, Loading dock diesel exhaust: This is a situation that occurs in many areas where the loading dock is close to residents. At roughly 20 medium trucks per day, which most will be gasoline driven, and four heavy duty trucks, which are diesel driven, the quantity of diesel trucks is not sufficient to warrant any concern over health effects. In fact, residents who live adjacent to most arterial roadways would be exposed to substantially more diesel exhaust. Additionally, idling of trucks will be prohibited by Lazy Acres. The California Commercial Vehicle Idling Regulation prohibits any heavy-duty diesel truck from idling for more than 5 minutes. 5.2 Noise Resident concern #1, Lock gates for delivery: The Project Description states that deliveries will only be taken from 9 a.m. until 6 p.m. Any deliveries outside of this period would be a violation of City restrictions or conditions on the project. Locking gates would not seem to be necessary. Signs could be posted in the 171 Exhibit 2 -60 Foot Radius From Residences 172 Lazy Acres Greve & Associates, LLC Page 8 loading dock area of the allowed time for deliveries. This has been done on other projects to remind delivery truck operators and to notify the public that this restriction is in effect. Resident concern #2, Outdoor dining: Lazy Acres has proposed 56 convenience self-seating seats and tables under the canopy on the front of the store. The outdoor seating area will also be equipped with audio speakers for music timed to be turned off at 10 p.m. The seating area is on the front side of the building facing north. Diner noise would need to travel around the building to impact residents to the east of the building. The noise would be reduced substantially as it travels around the building, and therefore, it is unlikely that diner noise would be audible at the nearest residences. Typical conversation in dining areas is around 65 dBA. By the time that this noise travels around the corner of the building and to the nearest residences, it would be around 45 dBA. While the music being played for the seating area will probably be intended to be background noise, there is no specific limit on the noise. A condition is recommended that would require the noise levels from the audio speakers to be at such a volume that they are not audible at the nearby residential area. It is recommended that the noise from audio speakers should not exceed 55 dBA at any location 10 feet from the dining area. Resident concern #3, Foot and vehicular traffic exiting the Chapel. Only Lazy Acres is being analyzed in this report. However, Hope Chapel is currently in operation and the chapel would need to be doubled in size to cause a 3 dB increase. A 3 dB increase is commonly used as a threshold for a significant increase. It doesn’t appear that this large of an expansion is anticipated at this time. Additionally, noise from Pacific Coast Highway will generally be louder than parking lot traffic and the additional parking lot traffic noise will not be significant. 173 Lazy Acres Greve & Associates, LLC Page 9 APPENDIX 174 Off-road Equipment - per Harco schedule Off-road Equipment - per Harco schedule. Off-road Equipment - per Harco schedule Off-road Equipment - per Harco schedule Demolition - Trips and VMT - 1.3 User Entered Comments & Non-Default Data Project Characteristics - Land Use - Construction Phase - Per Harco Construction Timetable 12/15/16. Off-road Equipment - per Harco schedule. Off-road Equipment - per Harco schedule. CO2 Intensity (lb/MWhr) 702.44 CH4 Intensity (lb/MWhr) 0.029 N2O Intensity (lb/MWhr) 0.006 31 Climate Zone 8 Operational Year 2019 Utility Company Southern California Edison 1.2 Other Project Characteristics Urbanization Urban Wind Speed (m/s)2.2 Precipitation Freq (Days) Floor Surface Area Population Supermarket 29.65 1000sqft 0.68 29,653.00 0 1.0 Project Characteristics 1.1 Land Usage Land Uses Size Metric Lot Acreage CalEEMod Version: CalEEMod.2016.3.1 Page 1 of 1 Date: 2/20/2017 11:00 AM Lazy Acres Market in Hermosa Beach - South Coast AQMD Air District, Winter Lazy Acres Market in Hermosa Beach South Coast AQMD Air District, Winter 175 tblProjectCharacteristics OperationalYear 2018 2019 tblOffRoadEquipment UsageHours 8.00 7.00 tblOffRoadEquipment UsageHours 6.00 2.00 tblOffRoadEquipment UsageHours 6.00 4.00 tblOffRoadEquipment UsageHours 8.00 5.00 tblOffRoadEquipment UsageHours 6.00 8.00 tblOffRoadEquipment UsageHours 6.00 4.00 tblOffRoadEquipment UsageHours 8.00 2.00 tblOffRoadEquipment UsageHours 6.00 3.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment UsageHours 6.00 8.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblLandUse LandUseSquareFeet 29,650.00 29,653.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblConstructionPhase PhaseStartDate 12/9/2017 12/11/2017 tblLandUse BuildingSpaceSquareFeet 29,650.00 29,653.00 tblConstructionPhase PhaseEndDate 12/14/2017 1/26/2018 tblConstructionPhase PhaseStartDate 12/15/2017 1/29/2018 tblConstructionPhase NumDays 10.00 20.00 tblConstructionPhase PhaseEndDate 1/4/2018 2/16/2018 tblConstructionPhase NumDays 100.00 15.00 tblConstructionPhase NumDays 100.00 35.00 tblConstructionPhase NumDays 100.00 25.00 tblConstructionPhase NumDays 100.00 35.00 Vehicle Trips - Trip rate represents net generated at Lazy Acres site Table Name Column Name Default Value New Value tblConstructionPhase NumDays 5.00 15.00 176 3,300.6259 0.5925 0.0000 3,315.43840.2396 1.7816 1.9142 0.0592 1.7043 1.7401Maximum18.7778 27.1092 20.5978 0.0339 1,523.6874 0.3793 0.0000 1,533.16930.1326 0.6925 0.8251 0.0359 0.6426 0.6785201818.7778 11.9232 8.9539 0.0152 3,300.6259 0.5925 0.0000 3,315.43840.2396 1.7816 1.9142 0.0592 1.7043 1.740120173.1253 27.1092 20.5978 0.0339 Total CO2 CH4 N2O CO2e Year lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 3,300.6259 0.5925 0.0000 3,315.43840.2396 1.7816 1.9142 0.0592 1.7043 1.7401Maximum18.7778 27.1092 20.5978 0.0339 1,523.6874 0.3793 0.0000 1,533.16930.1326 0.6925 0.8251 0.0359 0.6426 0.6785201818.7778 11.9232 8.9539 0.0152 3,300.6259 0.5925 0.0000 3,315.43840.2396 1.7816 1.9142 0.0592 1.7043 1.740120173.1253 27.1092 20.5978 0.0339 CH4 N2O CO2e Year lb/day lb/day Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total tblVehicleTrips WD_TR 102.24 27.52 2.0 Emissions Summary 2.1 Overall Construction (Maximum Daily Emission) tblVehicleTrips ST_TR 177.59 27.52 tblVehicleTrips SU_TR 166.44 59.74 tblTripsAndVMT HaulingTripNumber 4.00 0.00 177 7,015.1044 0.4592 3.6100e- 003 7,027.66014.9697 0.0942 5.0639 1.3299 0.0893 1.4192Total3.4207 12.3447 25.0737 0.0680 6,818.2077 0.4554 6,829.59304.9697 0.0817 5.0514 1.3299 0.0768 1.4067Mobile2.7400 12.1806 24.9328 0.0671 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Energy0.0181 0.1641 0.1378 9.8000e-004 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Area0.6627 3.0000e-005 3.0600e- 003 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 7,015.1044 0.4592 3.6100e- 003 7,027.66014.9697 0.0942 5.0639 1.3299 0.0893 1.4192Total3.4207 12.3447 25.0737 0.0680 6,818.2077 0.4554 6,829.59304.9697 0.0817 5.0514 1.3299 0.0768 1.4067Mobile2.7400 12.1806 24.9328 0.0671 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Energy0.0181 0.1641 0.1378 9.8000e-004 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Area0.6627 3.0000e-005 3.0600e- 003 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 2.2 Overall Operational Unmitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 178 Building Construction Weeks 5-9 Air Compressors 1 2.00 78 0.48 Building Construction Weeks 5-9 Aerial Lifts 1 3.00 63 0.31 Demolition Weeks 1-4 Tractors/Loaders/Backhoes 1 2.00 97 0.37 Demolition Weeks 1-4 Skid Steer Loaders 2 2.00 65 0.37 Demolition Weeks 1-4 Rubber Tired Dozers 0 1.00 247 0.40 Demolition Weeks 1-4 Cranes 1 6.00 231 0.29 Demolition Weeks 1-4 Concrete/Industrial Saws 1 2.00 81 0.73 Demolition Weeks 1-4 Air Compressors 1 2.00 78 0.48 Load Factor Demolition Weeks 1-4 Aerial Lifts 1 6.00 63 0.31 Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 0 Acres of Paving: 0 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 44,480; Non-Residential Outdoor: 14,827; Striped Parking Area: 0 (Architectural OffRoad Equipment Phase Name Offroad Equipment Type Amount Usage Hours Horse Power 35 6 Architectural Coating Weeks 21-23 Architectural Coating 1/29/2018 2/16/2018 5 15 5 Building Construction Weeks 24-30 Building Construction 12/11/2017 1/26/2018 5 35 4 Building Construction Weeks 17-20 Building Construction 11/18/2017 12/8/2017 5 15 3 Building Construction Weeks 10-16 Building Construction 9/30/2017 11/17/2017 5 20 2 Building Construction Weeks 5-9 Building Construction 8/26/2017 9/29/2017 5 25 End Date Num Days Week Num Days Phase Description 1 Demolition Weeks 1-4 Demolition 7/31/2017 8/25/2017 5 3.0 Construction Detail Construction Phase Phase Number Phase Name Phase Type Start Date 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 179 Trips and VMT Building Construction Weeks 24-30 Tractors/Loaders/Backhoes 2 8.00 97 0.37 Building Construction Weeks 10-16 Tractors/Loaders/Backhoes 2 8.00 97 0.37 Building Construction Weeks 24-30 Cranes 1 4.00 231 0.29 Building Construction Weeks 10-16 Cranes 1 4.00 231 0.29 Building Construction Weeks 5-9 Cranes 1 4.00 231 0.29 Architectural Coating Weeks 21-23 Air Compressors 1 8.00 78 0.48 Architectural Coating Weeks 21-23 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 24-30 Paving Equipment 1 2.00 132 0.36 Building Construction Weeks 24-30 Forklifts 1 4.00 89 0.20 Building Construction Weeks 24-30 Concrete/Industrial Saws 1 2.00 81 0.73 Building Construction Weeks 24-30 Aerial Lifts 1 2.00 63 0.31 Building Construction Weeks 17-20 Tractors/Loaders/Backhoes 0 7.00 97 0.37 Building Construction Weeks 17-20 Rollers 0 7.00 80 0.38 Building Construction Weeks 17-20 Pavers 0 7.00 130 0.42 Building Construction Weeks 17-20 Forklifts 2 4.00 89 0.20 Building Construction Weeks 17-20 Cranes 1 4.00 231 0.29 Building Construction Weeks 17-20 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 10-16 Pumps 2 8.00 84 0.74 Building Construction Weeks 10-16 Forklifts 2 8.00 89 0.20 Building Construction Weeks 10-16 Concrete/Industrial Saws 2 2.00 81 0.73 Building Construction Weeks 10-16 Cement and Mortar Mixers 2 8.00 9 0.56 Building Construction Weeks 10-16 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 5-9 Tractors/Loaders/Backhoes 1 5.00 97 0.37 Building Construction Weeks 5-9 Skid Steer Loaders 2 2.00 65 0.37 Building Construction Weeks 5-9 Pumps 1 7.00 84 0.74 Building Construction Weeks 5-9 Forklifts 1 3.00 89 0.20 Building Construction Weeks 5-9 Concrete/Industrial Saws 2 2.00 81 0.73 Building Construction Weeks 5-9 Cement and Mortar Mixers 1 7.00 9 0.56 180 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 998.4829 0.2547 1,004.85120.0384 0.5136 0.5520 5.8200e- 003 0.4833 0.4891Total0.9229 9.7596 5.7979 9.9500e-003 998.4829 0.2547 1,004.85120.5136 0.5136 0.4833 0.4833Off-Road 0.9229 9.7596 5.7979 9.9500e-003 0.0000 0.00000.0384 0.0000 0.0384 5.8200e- 003 0.0000 5.8200e-003Fugitive Dust NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 3.1 Mitigation Measures Construction 3.2 Demolition Weeks 1-4 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating Weeks 21-23 2 2.00 0.00 0.00 Building Construction Weeks 24-30 7 9.00 5.00 0.00 14.70 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Building Construction Weeks 17-20 4 9.00 5.00 0.00 Building Construction Weeks 10-16 12 9.00 5.00 0.00 14.70 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Building Construction Weeks 5-9 11 9.00 5.00 0.00 Demolition Weeks 1-4 7 18.00 0.00 0.00 14.70 Worker Trip Length Vendor Trip Length Hauling Trip Length Worker Vehicle Class Vendor Vehicle Class Hauling Vehicle Class Phase Name Offroad Equipment Count Worker Trip Number Vendor Trip Number Hauling Trip Number 181 211.2566 7.9900e- 003 211.45630.2012 1.6600e- 003 0.2029 0.0534 1.5300e- 003 0.0549Total0.1184 0.0875 0.9330 2.1200e-003 211.2566 7.9900e- 003 211.45630.2012 1.6600e- 003 0.2029 0.0534 1.5300e- 003 0.0549Worker0.1184 0.0875 0.9330 2.1200e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 998.4829 0.2547 1,004.85120.0384 0.5136 0.5520 5.8200e- 003 0.4833 0.4891Total0.9229 9.7596 5.7979 9.9500e-003 998.4829 0.2547 1,004.85120.5136 0.5136 0.4833 0.4833Off-Road 0.9229 9.7596 5.7979 9.9500e-003 0.0000 0.00000.0384 0.0000 0.0384 5.8200e- 003 0.0000 5.8200e-003Fugitive Dust Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 211.2566 7.9900e- 003 211.45630.2012 1.6600e- 003 0.2029 0.0534 1.5300e- 003 0.0549Total0.1184 0.0875 0.9330 2.1200e-003 211.2566 7.9900e- 003 211.45630.2012 1.6600e- 003 0.2029 0.0534 1.5300e- 003 0.0549Worker0.1184 0.0875 0.9330 2.1200e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 182 Mitigated Construction On-Site 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1,702.0785 0.3090 1,709.80260.9223 0.9223 0.8885 0.8885Total1.6572 14.6682 10.6081 0.0176 1,702.0785 0.3090 1,709.80260.9223 0.9223 0.8885 0.8885Off-Road 1.6572 14.6682 10.6081 0.0176 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.3 Building Construction Weeks 5-9 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 183 3,059.1322 0.5778 3,073.57631.7751 1.7751 1.6981 1.6981Off-Road 3.0409 26.4181 19.9459 0.0315 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.4 Building Construction Weeks 10-16 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1,702.0785 0.3090 1,709.80260.9223 0.9223 0.8885 0.8885Total1.6572 14.6682 10.6081 0.0176 1,702.0785 0.3090 1,709.80260.9223 0.9223 0.8885 0.8885Off-Road 1.6572 14.6682 10.6081 0.0176 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 184 Mitigated Construction Off-Site 3,059.1322 0.5778 3,073.57631.7751 1.7751 1.6981 1.6981Total3.0409 26.4181 19.9459 0.0315 3,059.1322 0.5778 3,073.57631.7751 1.7751 1.6981 1.6981Off-Road 3.0409 26.4181 19.9459 0.0315 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 3,059.1322 0.5778 3,073.57631.7751 1.7751 1.6981 1.6981Total3.0409 26.4181 19.9459 0.0315 185 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 622.9134 0.1909 627.68490.3547 0.3547 0.3263 0.3263Total0.5913 6.5722 3.7546 6.0900e-003 622.9134 0.1909 627.68490.3547 0.3547 0.3263 0.3263Off-Road 0.5913 6.5722 3.7546 6.0900e-003 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.5 Building Construction Weeks 17-20 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 186 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 622.9134 0.1909 627.68490.3547 0.3547 0.3263 0.3263Total0.5913 6.5722 3.7546 6.0900e-003 622.9134 0.1909 627.68490.3547 0.3547 0.3263 0.3263Off-Road 0.5913 6.5722 3.7546 6.0900e-003 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 187 Mitigated Construction On-Site 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1,304.9075 0.3675 1,314.09400.8331 0.8331 0.7726 0.7726Total1.2995 13.0178 8.6763 0.0129 1,304.9075 0.3675 1,314.09400.8331 0.8331 0.7726 0.7726Off-Road 1.2995 13.0178 8.6763 0.0129 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Building Construction Weeks 24-30 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 188 1,285.6481 0.3656 1,294.78770.6872 0.6872 0.6376 0.6376Off-Road 1.1064 11.2782 8.3777 0.0129 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Building Construction Weeks 24-30 - 2018 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 241.4937 0.0147 241.86200.1326 6.4900e- 003 0.1391 0.0359 6.1900e- 003 0.0421Total0.0844 0.6911 0.6519 2.3400e-003 105.6283 3.9900e- 003 105.72820.1006 8.3000e- 004 0.1014 0.0267 7.7000e- 004 0.0274Worker0.0592 0.0437 0.4665 1.0600e-003 135.8654 0.0107 136.13390.0320 5.6600e- 003 0.0377 9.2100e- 003 5.4200e- 003 0.0146Vendor0.0252 0.6474 0.1854 1.2800e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1,304.9075 0.3675 1,314.09400.8331 0.8331 0.7726 0.7726Total1.2995 13.0178 8.6763 0.0129 1,304.9075 0.3675 1,314.09400.8331 0.8331 0.7726 0.7726Off-Road 1.2995 13.0178 8.6763 0.0129 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 189 Mitigated Construction Off-Site 1,285.6481 0.3656 1,294.78770.6872 0.6872 0.6376 0.6376Total1.1064 11.2782 8.3777 0.0129 1,285.6481 0.3656 1,294.78770.6872 0.6872 0.6376 0.6376Off-Road 1.1064 11.2782 8.3777 0.0129 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 238.0394 0.0137 238.38160.1326 5.3000e- 003 0.1379 0.0359 5.0400e- 003 0.0409Total0.0749 0.6450 0.5762 2.3000e-003 102.6611 3.5000e- 003 102.74870.1006 8.0000e- 004 0.1014 0.0267 7.4000e- 004 0.0274Worker0.0527 0.0381 0.4087 1.0300e-003 135.3782 0.0102 135.63290.0320 4.5000e- 003 0.0365 9.2100e- 003 4.3000e- 003 0.0135Vendor0.0222 0.6069 0.1675 1.2700e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1,285.6481 0.3656 1,294.78770.6872 0.6872 0.6376 0.6376Total1.1064 11.2782 8.3777 0.0129 190 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 544.2087 0.0883 546.41500.2204 0.2204 0.2188 0.2188Total18.7660 3.3851 3.5631 5.6400e-003 544.2087 0.0883 546.41500.2204 0.2204 0.2188 0.2188Off-Road 0.4402 3.3851 3.5631 5.6400e-003 0.0000 0.00000.0000 0.0000 0.0000 0.0000Archit. Coating 18.3259 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.7 Architectural Coating Weeks 21-23 - 2018 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 238.0394 0.0137 238.38160.1326 5.3000e- 003 0.1379 0.0359 5.0400e- 003 0.0409Total0.0749 0.6450 0.5762 2.3000e-003 102.6611 3.5000e- 003 102.74870.1006 8.0000e- 004 0.1014 0.0267 7.4000e- 004 0.0274Worker0.0527 0.0381 0.4087 1.0300e-003 135.3782 0.0102 135.63290.0320 4.5000e- 003 0.0365 9.2100e- 003 4.3000e- 003 0.0135Vendor0.0222 0.6069 0.1675 1.2700e-003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 191 22.8136 7.8000e- 004 22.83310.0224 1.8000e- 004 0.0225 5.9300e- 003 1.6000e- 004 6.0900e-003Total0.0117 8.4600e-003 0.0908 2.3000e-004 22.8136 7.8000e- 004 22.83310.0224 1.8000e- 004 0.0225 5.9300e- 003 1.6000e- 004 6.0900e-003Worker0.0117 8.4600e-003 0.0908 2.3000e-004 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 544.2087 0.0883 546.41500.2204 0.2204 0.2188 0.2188Total18.7660 3.3851 3.5631 5.6400e-003 544.2087 0.0883 546.41500.2204 0.2204 0.2188 0.2188Off-Road 0.4402 3.3851 3.5631 5.6400e-003 0.0000 0.00000.0000 0.0000 0.0000 0.0000Archit. Coating 18.3259 Total CO2 CH4 N2O CO2e Category lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 22.8136 7.8000e- 004 22.83310.0224 1.8000e- 004 0.0225 5.9300e- 003 1.6000e- 004 6.0900e-003Total0.0117 8.4600e-003 0.0908 2.3000e-004 22.8136 7.8000e- 004 22.83310.0224 1.8000e- 004 0.0225 5.9300e- 003 1.6000e- 004 6.0900e-003Worker0.0117 8.4600e-003 0.0908 2.3000e-004 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 192 5.0 Energy Detail 0.031831 0.001999 0.002027 0.004724 0.000704 0.000991 SBUS MH Supermarket 0.546418 0.044132 0.199182 0.124467 0.017484 0.005870 0.020172 LHD2 MHD HHD OBUS UBUS MCYLand Use LDA LDT1 LDT2 MDV LHD1 74.50 19.00 34 30 36 4.4 Fleet Mix H-S or C-C H-O or C-NW Primary Diverted Pass-by Supermarket 16.60 8.40 6.90 6.50 4.3 Trip Type Information Miles Trip %Trip Purpose % Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W Total 815.97 815.97 1,771.29 1,256,720 1,256,720 Annual VMT Supermarket 815.97 815.97 1771.29 1,256,720 1,256,720 4.2 Trip Summary Information Average Daily Trip Rate Unmitigated Mitigated Land Use Weekday Saturday Sunday Annual VMT 6,818.2077 0.4554 6,829.59304.9697 0.0817 5.0514 1.3299 0.0768 1.4067Unmitigated2.7400 12.1806 24.9328 0.0671 6,818.2077 0.4554 6,829.59304.9697 0.0817 5.0514 1.3299 0.0768 1.4067Mitigated2.7400 12.1806 24.9328 0.0671 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 4.0 Operational Detail - Mobile 4.1 Mitigation Measures Mobile ROG NOx CO SO2 Fugitive PM10 193 Mitigated 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Total0.0181 0.1641 0.1378 9.8000e- 004 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Supermarket1673.57 0.0181 0.1641 0.1378 9.8000e- 004 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 5.2 Energy by Land Use - NaturalGas Unmitigated NaturalGas Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125NaturalGas Unmitigated 0.0181 0.1641 0.1378 9.8000e-004 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125NaturalGas Mitigated 0.0181 0.1641 0.1378 9.8000e-004 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 Historical Energy Use: N 5.1 Mitigation Measures Energy ROG NOx CO SO2 Fugitive PM10 194 Total CO2 CH4 N2O CO2ePM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 6.2 Area by SubCategory Unmitigated ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Unmitigated0.6627 3.0000e-005 3.0600e- 003 0.0000 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Mitigated0.6627 3.0000e-005 3.0600e- 003 0.0000 NBio- CO2 Total CO2 CH4 N2O CO2e Category lb/day lb/day Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 6.0 Area Detail 6.1 Mitigation Measures Area ROG NOx CO SO2 Fugitive PM10 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Total0.0181 0.1641 0.1378 9.8000e- 004 196.8902 3.7700e- 003 3.6100e- 003 198.06020.0125 0.0125 0.0125 0.0125Supermarket1.67357 0.0181 0.1641 0.1378 9.8000e- 004 Total CO2 CH4 N2O CO2e Land Use kBTU/yr lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2NaturalGas Use ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 195 Hours/Day Days/Year Horse Power Load Factor Fuel Type 7.0 Water Detail 7.1 Mitigation Measures Water 8.0 Waste Detail 8.1 Mitigation Measures Waste 9.0 Operational Offroad Equipment Type Number 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Total0.6627 3.0000e-005 3.0600e- 003 0.0000 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Landscaping2.9000e-004 3.0000e-005 3.0600e- 003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Consumer Products 0.5871 0.0000 0.00000.0000 0.0000 0.0000 0.0000Architectural Coating 0.0753 Total CO2 CH4 N2O CO2e SubCategory lb/day lb/day PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Total0.6627 3.0000e-005 3.0600e- 003 0.0000 6.4900e- 003 2.0000e- 005 6.9300e- 003 1.0000e- 005 1.0000e- 005 1.0000e- 005 1.0000e-005Landscaping2.9000e-004 3.0000e-005 3.0600e- 003 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Consumer Products 0.5871 0.0000 0.00000.0000 0.0000 0.0000 0.0000Architectural Coating 0.0753 SubCategory lb/day lb/day 196 User Defined Equipment Equipment Type Number 11.0 Vegetation Load Factor Fuel Type Boilers Equipment Type Number Heat Input/Day Heat Input/Year Boiler Rating Fuel Type Fire Pumps and Emergency Generators Equipment Type Number Hours/Day Hours/Year Horse Power 10.0 Stationary Equipment 197 Off-road Equipment - per Harco schedule Off-road Equipment - per Harco schedule. Off-road Equipment - per Harco schedule Off-road Equipment - per Harco schedule Demolition - 1.3 User Entered Comments & Non-Default Data Project Characteristics - Land Use - Construction Phase - Per Harco Construction Timetable 12/15/16. Off-road Equipment - per Harco schedule. Off-road Equipment - per Harco schedule. CO2 Intensity (lb/MWhr) 702.44 CH4 Intensity (lb/MWhr) 0.029 N2O Intensity (lb/MWhr) 0.006 31 Climate Zone 8 Operational Year 2019 Utility Company Southern California Edison 1.2 Other Project Characteristics Urbanization Urban Wind Speed (m/s)2.2 Precipitation Freq (Days) Floor Surface Area Population Supermarket 29.65 1000sqft 0.68 29,653.00 0 1.0 Project Characteristics 1.1 Land Usage Land Uses Size Metric Lot Acreage CalEEMod Version: CalEEMod.2016.3.1 Page 1 of 1 Date: 2/20/2017 11:01 AM Lazy Acres Market in Hermosa Beach - South Coast AQMD Air District, Annual Lazy Acres Market in Hermosa Beach South Coast AQMD Air District, Annual 198 tblOffRoadEquipment UsageHours 8.00 7.00 tblOffRoadEquipment UsageHours 6.00 4.00 tblOffRoadEquipment UsageHours 8.00 5.00 tblOffRoadEquipment UsageHours 6.00 8.00 tblOffRoadEquipment UsageHours 6.00 4.00 tblOffRoadEquipment UsageHours 8.00 2.00 tblOffRoadEquipment UsageHours 6.00 3.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment UsageHours 6.00 8.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 0.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 1.00 0.00 tblLandUse LandUseSquareFeet 29,650.00 29,653.00 tblOffRoadEquipment OffRoadEquipmentUnitAmount 2.00 1.00 tblConstructionPhase PhaseStartDate 12/9/2017 12/11/2017 tblLandUse BuildingSpaceSquareFeet 29,650.00 29,653.00 tblConstructionPhase PhaseEndDate 12/14/2017 1/26/2018 tblConstructionPhase PhaseStartDate 12/15/2017 1/29/2018 tblConstructionPhase NumDays 10.00 20.00 tblConstructionPhase PhaseEndDate 1/4/2018 2/16/2018 tblConstructionPhase NumDays 100.00 15.00 tblConstructionPhase NumDays 100.00 35.00 tblConstructionPhase NumDays 100.00 25.00 tblConstructionPhase NumDays 100.00 35.00 Vehicle Trips - Trip rate represents net generated at Lazy Acres site Table Name Column Name Default Value New Value tblConstructionPhase NumDays 5.00 15.00 Trips and VMT - 199 17.7200 4.0400e- 003 0.0000 17.82111.4700e- 003 8.5800e- 003 0.0101 4.0000e- 004 8.0700e- 003 8.4700e-00320180.1526 0.1448 0.1170 2.0000e-004 102.0145 0.0195 0.0000 102.50078.2200e- 003 0.0569 0.0652 2.1700e- 003 0.0542 0.056420170.1020 0.9228 0.6720 1.1400e-003 Total CO2 CH4 N2O CO2e Year tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 102.0146 0.0195 0.0000 102.50088.2200e- 003 0.0569 0.0652 2.1700e- 003 0.0542 0.0564Maximum0.1526 0.9228 0.6720 1.1400e-003 17.7200 4.0400e- 003 0.0000 17.82111.4700e- 003 8.5800e- 003 0.0101 4.0000e- 004 8.0700e- 003 8.4700e-00320180.1526 0.1448 0.1170 2.0000e-004 102.0146 0.0195 0.0000 102.50088.2200e- 003 0.0569 0.0652 2.1700e- 003 0.0542 0.056420170.1020 0.9228 0.6720 1.1400e-003 CH4 N2O CO2e Year tons/yr MT/yr Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 Unmitigated Construction ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total tblVehicleTrips WD_TR 102.24 27.52 2.0 Emissions Summary 2.1 Overall Construction tblVehicleTrips ST_TR 177.59 27.52 tblVehicleTrips SU_TR 166.44 59.74 tblProjectCharacteristics OperationalYear 2018 2019 tblTripsAndVMT HaulingTripNumber 4.00 0.00 tblOffRoadEquipment UsageHours 6.00 2.00 200 Mitigated Operational 1,068.5974 2.1815 6.7000e- 003 1,125.13070.4775 0.0102 0.4877 0.1280 9.7200e- 003 0.1377Total0.3837 1.2434 2.4723 6.8600e-003 16.7230 0.1197 2.9500e- 003 20.59410.0000 0.0000 0.0000 0.0000Water 33.9462 2.0062 0.0000 84.10020.0000 0.0000 0.0000 0.0000Waste 616.1935 0.0398 0.0000 617.18740.4775 7.9100e- 003 0.4854 0.1280 7.4400e- 003 0.1354Mobile0.2594 1.2134 2.4467 6.6800e-003 401.7339 0.0159 3.7500e- 003 403.24822.2800e- 003 2.2800e- 003 2.2800e- 003 2.2800e-003Energy3.2900e-003 0.0299 0.0252 1.8000e-004 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Area0.1209 0.0000 3.8000e- 004 0.0000 CH4 N2O CO2e Category tons/yr MT/yr Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 Unmitigated Operational ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 PM10 Total Highest 0.6493 0.6493 2.2 Overall Operational 2 10-31-2017 1-30-2018 0.5046 0.5046 3 1-31-2018 4-29-2018 0.1346 0.1346 Quarter Start Date End Date Maximum Unmitigated ROG + NOX (tons/quarter)Maximum Mitigated ROG + NOX (tons/quarter) 1 7-31-2017 10-30-2017 0.6493 0.6493 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 102.0145 0.0195 0.0000 102.50078.2200e- 003 0.0569 0.0652 2.1700e- 003 0.0542 0.0564Maximum0.1526 0.9228 0.6720 1.1400e-003 201 Acres of Grading (Site Preparation Phase): 0 Acres of Grading (Grading Phase): 0 35 6 Architectural Coating Weeks 21-23 Architectural Coating 1/29/2018 2/16/2018 5 15 5 Building Construction Weeks 24-30 Building Construction 12/11/2017 1/26/2018 5 35 4 Building Construction Weeks 17-20 Building Construction 11/18/2017 12/8/2017 5 15 3 Building Construction Weeks 10-16 Building Construction 9/30/2017 11/17/2017 5 20 2 Building Construction Weeks 5-9 Building Construction 8/26/2017 9/29/2017 5 25 End Date Num Days Week Num Days Phase Description 1 Demolition Weeks 1-4 Demolition 7/31/2017 8/25/2017 5 3.0 Construction Detail Construction Phase Phase Number Phase Name Phase Type Start Date 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 NBio-CO2 Total CO2 CH4 N20 CO2e Percent Reduction 0.00 0.00 0.00 0.00 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 1,068.5974 2.1815 6.7000e- 003 1,125.13070.4775 0.0102 0.4877 0.1280 9.7200e- 003 0.1377Total0.3837 1.2434 2.4723 6.8600e-003 16.7230 0.1197 2.9500e- 003 20.59410.0000 0.0000 0.0000 0.0000Water 33.9462 2.0062 0.0000 84.10020.0000 0.0000 0.0000 0.0000Waste 616.1935 0.0398 0.0000 617.18740.4775 7.9100e- 003 0.4854 0.1280 7.4400e- 003 0.1354Mobile0.2594 1.2134 2.4467 6.6800e-003 401.7339 0.0159 3.7500e- 003 403.24822.2800e- 003 2.2800e- 003 2.2800e- 003 2.2800e-003Energy3.2900e-003 0.0299 0.0252 1.8000e-004 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Area0.1209 0.0000 3.8000e- 004 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 202 Building Construction Weeks 17-20 Rollers 0 7.00 80 0.38 Building Construction Weeks 17-20 Pavers 0 7.00 130 0.42 Building Construction Weeks 17-20 Forklifts 2 4.00 89 0.20 Building Construction Weeks 17-20 Cranes 1 4.00 231 0.29 Building Construction Weeks 17-20 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 10-16 Pumps 2 8.00 84 0.74 Building Construction Weeks 10-16 Forklifts 2 8.00 89 0.20 Building Construction Weeks 10-16 Concrete/Industrial Saws 2 2.00 81 0.73 Building Construction Weeks 10-16 Cement and Mortar Mixers 2 8.00 9 0.56 Building Construction Weeks 10-16 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 5-9 Tractors/Loaders/Backhoes 1 5.00 97 0.37 Building Construction Weeks 5-9 Skid Steer Loaders 2 2.00 65 0.37 Building Construction Weeks 5-9 Pumps 1 7.00 84 0.74 Building Construction Weeks 5-9 Forklifts 1 3.00 89 0.20 Building Construction Weeks 5-9 Concrete/Industrial Saws 2 2.00 81 0.73 Building Construction Weeks 5-9 Cement and Mortar Mixers 1 7.00 9 0.56 Building Construction Weeks 5-9 Air Compressors 1 2.00 78 0.48 Building Construction Weeks 5-9 Aerial Lifts 1 3.00 63 0.31 Demolition Weeks 1-4 Tractors/Loaders/Backhoes 1 2.00 97 0.37 Demolition Weeks 1-4 Skid Steer Loaders 2 2.00 65 0.37 Demolition Weeks 1-4 Rubber Tired Dozers 0 1.00 247 0.40 Demolition Weeks 1-4 Cranes 1 6.00 231 0.29 Demolition Weeks 1-4 Concrete/Industrial Saws 1 2.00 81 0.73 Demolition Weeks 1-4 Air Compressors 1 2.00 78 0.48 Load Factor Demolition Weeks 1-4 Aerial Lifts 1 6.00 63 0.31 Acres of Paving: 0 Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 44,480; Non-Residential Outdoor: 14,827; Striped Parking Area: 0 OffRoad Equipment Phase Name Offroad Equipment Type Amount Usage Hours Horse Power 203 3.1 Mitigation Measures Construction 3.2 Demolition Weeks 1-4 - 2017 Unmitigated Construction On-Site 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Architectural Coating Weeks 21-23 2 2.00 0.00 0.00 Building Construction Weeks 24-30 7 9.00 5.00 0.00 14.70 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Building Construction Weeks 17-20 4 9.00 5.00 0.00 Building Construction Weeks 10-16 12 9.00 5.00 0.00 14.70 14.70 6.90 20.00 LD_Mix HDT_Mix HHDT 6.90 20.00 LD_Mix HDT_Mix HHDT Building Construction Weeks 5-9 11 9.00 5.00 0.00 Demolition Weeks 1-4 7 18.00 0.00 0.00 14.70 Worker Trip Length Vendor Trip Length Hauling Trip Length Worker Vehicle Class Vendor Vehicle Class Hauling Vehicle Class Trips and VMT Phase Name Offroad Equipment Count Worker Trip Number Vendor Trip Number Hauling Trip Number Building Construction Weeks 24-30 Tractors/Loaders/Backhoes 2 8.00 97 0.37 Building Construction Weeks 10-16 Tractors/Loaders/Backhoes 2 8.00 97 0.37 Building Construction Weeks 24-30 Cranes 1 4.00 231 0.29 Building Construction Weeks 10-16 Cranes 1 4.00 231 0.29 Building Construction Weeks 5-9 Cranes 1 4.00 231 0.29 Architectural Coating Weeks 21-23 Air Compressors 1 8.00 78 0.48 Architectural Coating Weeks 21-23 Aerial Lifts 1 8.00 63 0.31 Building Construction Weeks 24-30 Paving Equipment 1 2.00 132 0.36 Building Construction Weeks 24-30 Forklifts 1 4.00 89 0.20 Building Construction Weeks 24-30 Concrete/Industrial Saws 1 2.00 81 0.73 Building Construction Weeks 24-30 Aerial Lifts 1 2.00 63 0.31 Building Construction Weeks 17-20 Tractors/Loaders/Backhoes 0 7.00 97 0.37 204 0.0000 0.0000 0.0000 0.00003.8000e- 004 0.0000 3.8000e- 004 6.0000e- 005 0.0000 6.0000e-005Fugitive Dust Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.9492 7.0000e- 005 0.0000 1.95101.9700e- 003 2.0000e- 005 1.9900e- 003 5.2000e- 004 2.0000e- 005 5.4000e-004Total1.0800e-003 9.0000e-004 9.5800e- 003 2.0000e-005 1.9492 7.0000e- 005 0.0000 1.95101.9700e- 003 2.0000e- 005 1.9900e- 003 5.2000e- 004 2.0000e- 005 5.4000e-004Worker1.0800e-003 9.0000e-004 9.5800e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 9.0581 2.3100e- 003 0.0000 9.11593.8000e- 004 5.1400e- 003 5.5200e- 003 6.0000e- 005 4.8300e- 003 4.8900e-003Total9.2300e-003 0.0976 0.0580 1.0000e-004 9.0581 2.3100e- 003 0.0000 9.11595.1400e- 003 5.1400e- 003 4.8300e- 003 4.8300e-003Off-Road 9.2300e-003 0.0976 0.0580 1.0000e-004 0.0000 0.0000 0.0000 0.00003.8000e- 004 0.0000 3.8000e- 004 6.0000e- 005 0.0000 6.0000e-005Fugitive Dust NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 205 19.3012 3.5000e- 003 0.0000 19.38880.0115 0.0115 0.0111 0.0111Total0.0207 0.1834 0.1326 2.2000e-004 19.3012 3.5000e- 003 0.0000 19.38880.0115 0.0115 0.0111 0.0111Off-Road 0.0207 0.1834 0.1326 2.2000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.3 Building Construction Weeks 5-9 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.9492 7.0000e- 005 0.0000 1.95101.9700e- 003 2.0000e- 005 1.9900e- 003 5.2000e- 004 2.0000e- 005 5.4000e-004Total1.0800e-003 9.0000e-004 9.5800e- 003 2.0000e-005 1.9492 7.0000e- 005 0.0000 1.95101.9700e- 003 2.0000e- 005 1.9900e- 003 5.2000e- 004 2.0000e- 005 5.4000e-004Worker1.0800e-003 9.0000e-004 9.5800e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 9.0581 2.3100e- 003 0.0000 9.11593.8000e- 004 5.1400e- 003 5.5200e- 003 6.0000e- 005 4.8300e- 003 4.8900e-003Total9.2300e-003 0.0976 0.0580 1.0000e-004 9.0581 2.3100e- 003 0.0000 9.11595.1400e- 003 5.1400e- 003 4.8300e- 003 4.8300e-003Off-Road 9.2300e-003 0.0976 0.0580 1.0000e-004 206 Total CO2 CH4 N2O CO2ePM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 19.3012 3.5000e- 003 0.0000 19.38880.0115 0.0115 0.0111 0.0111Total0.0207 0.1834 0.1326 2.2000e-004 19.3012 3.5000e- 003 0.0000 19.38880.0115 0.0115 0.0111 0.0111Off-Road 0.0207 0.1834 0.1326 2.2000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 2.7843 1.7000e- 004 0.0000 2.78841.6200e- 003 8.0000e- 005 1.7000e- 003 4.4000e- 004 8.0000e- 005 5.2000e-004Total9.8000e-004 8.8000e-003 8.2000e- 003 3.0000e-005 1.2182 5.0000e- 005 0.0000 1.21941.2300e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e-004Worker6.7000e-004 5.6000e-004 5.9900e- 003 1.0000e-005 1.5661 1.2000e- 004 0.0000 1.56903.9000e- 004 7.0000e- 005 4.6000e- 004 1.1000e- 004 7.0000e- 005 1.8000e-004Vendor3.1000e-004 8.2400e-003 2.2100e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 207 2.1925 1.6000e- 004 0.0000 2.19665.5000e- 004 1.0000e- 004 6.5000e- 004 1.6000e- 004 9.0000e- 005 2.5000e-004Vendor4.3000e-004 0.0115 3.0900e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 48.5660 9.1700e- 003 0.0000 48.79530.0311 0.0311 0.0297 0.0297Total0.0532 0.4623 0.3491 5.5000e-004 48.5660 9.1700e- 003 0.0000 48.79530.0311 0.0311 0.0297 0.0297Off-Road 0.0532 0.4623 0.3491 5.5000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.4 Building Construction Weeks 10-16 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 2.7843 1.7000e- 004 0.0000 2.78841.6200e- 003 8.0000e- 005 1.7000e- 003 4.4000e- 004 8.0000e- 005 5.2000e-004Total9.8000e-004 8.8000e-003 8.2000e- 003 3.0000e-005 1.2182 5.0000e- 005 0.0000 1.21941.2300e- 003 1.0000e- 005 1.2400e- 003 3.3000e- 004 1.0000e- 005 3.4000e-004Worker6.7000e-004 5.6000e-004 5.9900e- 003 1.0000e-005 1.5661 1.2000e- 004 0.0000 1.56903.9000e- 004 7.0000e- 005 4.6000e- 004 1.1000e- 004 7.0000e- 005 1.8000e-004Vendor3.1000e-004 8.2400e-003 2.2100e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Category tons/yr MT/yr 208 3.5 Building Construction Weeks 17-20 - 2017 Unmitigated Construction On-Site 3.8980 2.2000e- 004 0.0000 3.90372.2800e- 003 1.1000e- 004 2.3900e- 003 6.2000e- 004 1.0000e- 004 7.2000e-004Total1.3700e-003 0.0123 0.0115 4.0000e-005 1.7055 6.0000e- 005 0.0000 1.70711.7300e- 003 1.0000e- 005 1.7400e- 003 4.6000e- 004 1.0000e- 005 4.7000e-004Worker9.4000e-004 7.9000e-004 8.3800e- 003 2.0000e-005 2.1925 1.6000e- 004 0.0000 2.19665.5000e- 004 1.0000e- 004 6.5000e- 004 1.6000e- 004 9.0000e- 005 2.5000e-004Vendor4.3000e-004 0.0115 3.0900e- 003 2.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 48.5659 9.1700e- 003 0.0000 48.79520.0311 0.0311 0.0297 0.0297Total0.0532 0.4623 0.3491 5.5000e-004 48.5659 9.1700e- 003 0.0000 48.79520.0311 0.0311 0.0297 0.0297Off-Road 0.0532 0.4623 0.3491 5.5000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 3.8980 2.2000e- 004 0.0000 3.90372.2800e- 003 1.1000e- 004 2.3900e- 003 6.2000e- 004 1.0000e- 004 7.2000e-004Total1.3700e-003 0.0123 0.0115 4.0000e-005 1.7055 6.0000e- 005 0.0000 1.70711.7300e- 003 1.0000e- 005 1.7400e- 003 4.6000e- 004 1.0000e- 005 4.7000e-004Worker9.4000e-004 7.9000e-004 8.3800e- 003 2.0000e-005 209 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.6706 1.0000e- 004 0.0000 1.67309.8000e- 004 5.0000e- 005 1.0300e- 003 2.7000e- 004 5.0000e- 005 3.1000e-004Total5.8000e-004 5.2900e-003 4.9200e- 003 2.0000e-005 0.7309 3.0000e- 005 0.0000 0.73167.4000e- 004 1.0000e- 005 7.5000e- 004 2.0000e- 004 1.0000e- 005 2.0000e-004Worker4.0000e-004 3.4000e-004 3.5900e- 003 1.0000e-005 0.9396 7.0000e- 005 0.0000 0.94142.4000e- 004 4.0000e- 005 2.8000e- 004 7.0000e- 005 4.0000e- 005 1.1000e-004Vendor1.8000e-004 4.9500e-003 1.3300e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 4.2382 1.3000e- 003 0.0000 4.27072.6600e- 003 2.6600e- 003 2.4500e- 003 2.4500e-003Total4.4300e-003 0.0493 0.0282 5.0000e-005 4.2382 1.3000e- 003 0.0000 4.27072.6600e- 003 2.6600e- 003 2.4500e- 003 2.4500e-003Off-Road 4.4300e-003 0.0493 0.0282 5.0000e-005 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 210 8.8784 2.5000e- 003 0.0000 8.94096.2500e- 003 6.2500e- 003 5.7900e- 003 5.7900e-003Total9.7500e-003 0.0976 0.0651 1.0000e-004 8.8784 2.5000e- 003 0.0000 8.94096.2500e- 003 6.2500e- 003 5.7900e- 003 5.7900e-003Off-Road 9.7500e-003 0.0976 0.0651 1.0000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Building Construction Weeks 24-30 - 2017 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.6706 1.0000e- 004 0.0000 1.67309.8000e- 004 5.0000e- 005 1.0300e- 003 2.7000e- 004 5.0000e- 005 3.1000e-004Total5.8000e-004 5.2900e-003 4.9200e- 003 2.0000e-005 0.7309 3.0000e- 005 0.0000 0.73167.4000e- 004 1.0000e- 005 7.5000e- 004 2.0000e- 004 1.0000e- 005 2.0000e-004Worker4.0000e-004 3.4000e-004 3.5900e- 003 1.0000e-005 0.9396 7.0000e- 005 0.0000 0.94142.4000e- 004 4.0000e- 005 2.8000e- 004 7.0000e- 005 4.0000e- 005 1.1000e-004Vendor1.8000e-004 4.9500e-003 1.3300e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 4.2382 1.3000e- 003 0.0000 4.27072.6600e- 003 2.6600e- 003 2.4500e- 003 2.4500e-003Total4.4300e-003 0.0493 0.0282 5.0000e-005 4.2382 1.3000e- 003 0.0000 4.27072.6600e- 003 2.6600e- 003 2.4500e- 003 2.4500e-003Off-Road 4.4300e-003 0.0493 0.0282 5.0000e-005 211 Total CO2 CH4 N2O CO2ePM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 8.8784 2.5000e- 003 0.0000 8.94096.2500e- 003 6.2500e- 003 5.7900e- 003 5.7900e-003Total9.7500e-003 0.0976 0.0651 1.0000e-004 8.8784 2.5000e- 003 0.0000 8.94096.2500e- 003 6.2500e- 003 5.7900e- 003 5.7900e-003Off-Road 9.7500e-003 0.0976 0.0651 1.0000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.6706 1.0000e- 004 0.0000 1.67309.8000e- 004 5.0000e- 005 1.0300e- 003 2.7000e- 004 5.0000e- 005 3.1000e-004Total5.8000e-004 5.2900e-003 4.9200e- 003 2.0000e-005 0.7309 3.0000e- 005 0.0000 0.73167.4000e- 004 1.0000e- 005 7.5000e- 004 2.0000e- 004 1.0000e- 005 2.0000e-004Worker4.0000e-004 3.4000e-004 3.5900e- 003 1.0000e-005 0.9396 7.0000e- 005 0.0000 0.94142.4000e- 004 4.0000e- 005 2.8000e- 004 7.0000e- 005 4.0000e- 005 1.1000e-004Vendor1.8000e-004 4.9500e-003 1.3300e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 212 1.2489 9.0000e- 005 0.0000 1.25113.2000e- 004 4.0000e- 005 3.6000e- 004 9.0000e- 005 4.0000e- 005 1.3000e-004Vendor2.2000e-004 6.1800e-003 1.5900e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 11.6632 3.3200e- 003 0.0000 11.74616.8700e- 003 6.8700e- 003 6.3800e- 003 6.3800e-003Total0.0111 0.1128 0.0838 1.3000e-004 11.6632 3.3200e- 003 0.0000 11.74616.8700e- 003 6.8700e- 003 6.3800e- 003 6.3800e-003Off-Road 0.0111 0.1128 0.0838 1.3000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 3.6 Building Construction Weeks 24-30 - 2018 Unmitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 1.6706 1.0000e- 004 0.0000 1.67309.8000e- 004 5.0000e- 005 1.0300e- 003 2.7000e- 004 5.0000e- 005 3.1000e-004Total5.8000e-004 5.2900e-003 4.9200e- 003 2.0000e-005 0.7309 3.0000e- 005 0.0000 0.73167.4000e- 004 1.0000e- 005 7.5000e- 004 2.0000e- 004 1.0000e- 005 2.0000e-004Worker4.0000e-004 3.4000e-004 3.5900e- 003 1.0000e-005 0.9396 7.0000e- 005 0.0000 0.94142.4000e- 004 4.0000e- 005 2.8000e- 004 7.0000e- 005 4.0000e- 005 1.1000e-004Vendor1.8000e-004 4.9500e-003 1.3300e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Category tons/yr MT/yr 213 3.7 Architectural Coating Weeks 21-23 - 2018 Unmitigated Construction On-Site 2.1962 1.2000e- 004 0.0000 2.19921.3100e- 003 5.0000e- 005 1.3600e- 003 3.5000e- 004 5.0000e- 005 4.0000e-004Total7.0000e-004 6.5700e-003 5.7900e- 003 2.0000e-005 0.9473 3.0000e- 005 0.0000 0.94819.9000e- 004 1.0000e- 005 1.0000e- 003 2.6000e- 004 1.0000e- 005 2.7000e-004Worker4.8000e-004 3.9000e-004 4.2000e- 003 1.0000e-005 1.2489 9.0000e- 005 0.0000 1.25113.2000e- 004 4.0000e- 005 3.6000e- 004 9.0000e- 005 4.0000e- 005 1.3000e-004Vendor2.2000e-004 6.1800e-003 1.5900e- 003 1.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 11.6632 3.3200e- 003 0.0000 11.74616.8700e- 003 6.8700e- 003 6.3800e- 003 6.3800e-003Total0.0111 0.1128 0.0838 1.3000e-004 11.6632 3.3200e- 003 0.0000 11.74616.8700e- 003 6.8700e- 003 6.3800e- 003 6.3800e-003Off-Road 0.0111 0.1128 0.0838 1.3000e-004 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 2.1962 1.2000e- 004 0.0000 2.19921.3100e- 003 5.0000e- 005 1.3600e- 003 3.5000e- 004 5.0000e- 005 4.0000e-004Total7.0000e-004 6.5700e-003 5.7900e- 003 2.0000e-005 0.9473 3.0000e- 005 0.0000 0.94819.9000e- 004 1.0000e- 005 1.0000e- 003 2.6000e- 004 1.0000e- 005 2.7000e-004Worker4.8000e-004 3.9000e-004 4.2000e- 003 1.0000e-005 214 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction On-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 0.1579 1.0000e- 005 0.0000 0.15801.6000e- 004 0.0000 1.7000e- 004 4.0000e- 005 0.0000 4.0000e-005Total8.0000e-005 7.0000e-005 7.0000e- 004 0.0000 0.1579 1.0000e- 005 0.0000 0.15801.6000e- 004 0.0000 1.7000e- 004 4.0000e- 005 0.0000 4.0000e-005Worker8.0000e-005 7.0000e-005 7.0000e- 004 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Unmitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 3.7027 6.0000e- 004 0.0000 3.71781.6500e- 003 1.6500e- 003 1.6400e- 003 1.6400e-003Total0.1407 0.0254 0.0267 4.0000e-005 3.7027 6.0000e- 004 0.0000 3.71781.6500e- 003 1.6500e- 003 1.6400e- 003 1.6400e-003Off-Road 3.3000e-003 0.0254 0.0267 4.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Archit. Coating 0.1374 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2ROGNOxCOSO2Fugitive PM10 Exhaust PM10 215 616.1935 0.0398 0.0000 617.18740.4775 7.9100e- 003 0.4854 0.1280 7.4400e- 003 0.1354Mitigated0.2594 1.2134 2.4467 6.6800e-003 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 4.0 Operational Detail - Mobile 4.1 Mitigation Measures Mobile ROG NOx CO SO2 Fugitive PM10 0.1579 1.0000e- 005 0.0000 0.15801.6000e- 004 0.0000 1.7000e- 004 4.0000e- 005 0.0000 4.0000e-005Total8.0000e-005 7.0000e-005 7.0000e- 004 0.0000 0.1579 1.0000e- 005 0.0000 0.15801.6000e- 004 0.0000 1.7000e- 004 4.0000e- 005 0.0000 4.0000e-005Worker8.0000e-005 7.0000e-005 7.0000e- 004 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Vendor0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000Hauling0.0000 0.0000 0.0000 0.0000 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated Construction Off-Site ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 3.7027 6.0000e- 004 0.0000 3.71771.6500e- 003 1.6500e- 003 1.6400e- 003 1.6400e-003Total0.1407 0.0254 0.0267 4.0000e-005 3.7027 6.0000e- 004 0.0000 3.71771.6500e- 003 1.6500e- 003 1.6400e- 003 1.6400e-003Off-Road 3.3000e-003 0.0254 0.0267 4.0000e-005 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Archit. Coating 0.1374 216 369.1365 0.0152 3.1500e- 003 370.45710.0000 0.0000 0.0000 0.0000Electricity Mitigated NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 5.0 Energy Detail Historical Energy Use: N 5.1 Mitigation Measures Energy ROG NOx CO SO2 Fugitive PM10 0.031831 0.001999 0.002027 0.004724 0.000704 0.000991 SBUS MH Supermarket 0.546418 0.044132 0.199182 0.124467 0.017484 0.005870 0.020172 LHD2 MHD HHD OBUS UBUS MCYLand Use LDA LDT1 LDT2 MDV LHD1 74.50 19.00 34 30 36 4.4 Fleet Mix H-S or C-C H-O or C-NW Primary Diverted Pass-by Supermarket 16.60 8.40 6.90 6.50 4.3 Trip Type Information Miles Trip %Trip Purpose % Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W Total 815.97 815.97 1,771.29 1,256,720 1,256,720 Annual VMT Supermarket 815.97 815.97 1771.29 1,256,720 1,256,720 4.2 Trip Summary Information Average Daily Trip Rate Unmitigated Mitigated Land Use Weekday Saturday Sunday Annual VMT 616.1935 0.0398 0.0000 617.18740.4775 7.9100e- 003 0.4854 0.1280 7.4400e- 003 0.1354Unmitigated0.2594 1.2134 2.4467 6.6800e-003 217 Unmitigated 32.5974 6.2000e- 004 6.0000e- 004 32.7911 5.3 Energy by Land Use - Electricity 2.2800e- 003 2.2800e- 003 2.2800e- 003 2.2800e-003 6.0000e- 004 32.7911 Total 3.2900e-003 0.0299 0.0252 1.8000e- 004 2.2800e- 003 2.2800e-003 32.5974 6.2000e- 004 0.0252 1.8000e- 004 2.2800e- 003 2.2800e- 003 CO2e Land Use kBTU/yr tons/yr MT/yr Supermarket 610852 3.2900e-003 0.0299 PM2.5 Total Bio- CO2 NBio- CO2 Total CO2 CH4 N2OSO2Fugitive PM10 Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 NaturalGas Use ROG NOx CO 32.5974 6.2000e- 004 6.0000e- 004 32.7911 Mitigated 2.2800e- 003 2.2800e- 003 2.2800e-003 32.7911 Total 3.2900e-003 0.0299 0.0252 1.8000e- 004 2.2800e- 003 2.2800e-003 32.5974 6.2000e- 004 6.0000e- 004 1.8000e- 004 2.2800e- 003 2.2800e- 003 2.2800e- 003 Supermarket 610852 3.2900e-003 0.0299 0.0252 NBio- CO2 Total CO2 CH4 N2O CO2e Land Use kBTU/yr tons/yr MT/yr Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 5.2 Energy by Land Use - NaturalGas Unmitigated NaturalGas Use ROG NOx CO SO2 Fugitive PM10 32.5974 6.2000e- 004 6.0000e- 004 32.79112.2800e- 003 2.2800e- 003 2.2800e- 003 2.2800e-003NaturalGas Unmitigated 3.2900e-003 0.0299 0.0252 1.8000e-004 32.5974 6.2000e- 004 6.0000e- 004 32.79112.2800e- 003 2.2800e- 003 2.2800e- 003 2.2800e-003NaturalGas Mitigated 3.2900e-003 0.0299 0.0252 1.8000e-004 369.1365 0.0152 3.1500e- 003 370.45710.0000 0.0000 0.0000 0.0000Electricity Unmitigated 218 6.0 Area Detail 6.1 Mitigation Measures Area 370.4571 Total 369.1365 0.0152 3.1500e-003 370.4571 Land Use kWh/yr t o n MT/yr Supermarket 1.15854e+0 06 369.1365 0.0152 3.1500e-003 Mitigated Electricity Use Total CO2 CH4 N2O CO2e 370.4571 Total 369.1365 0.0152 3.1500e-003 370.4571 Land Use kWh/yr t o n MT/yr Supermarket 1.15854e+0 06 369.1365 0.0152 3.1500e-003 Electricity Use Total CO2 CH4 N2O CO2e 219 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Consumer Products 0.1072 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Architectural Coating 0.0137 Total CO2 CH4 N2O CO2e SubCategory tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 Mitigated ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Total0.1209 0.0000 3.8000e- 004 0.0000 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Landscaping4.0000e-005 0.0000 3.8000e- 004 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Consumer Products 0.1072 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000Architectural Coating 0.0137 Total CO2 CH4 N2O CO2e SubCategory tons/yr MT/yr PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2 NBio- CO2 6.2 Area by SubCategory Unmitigated ROG NOx CO SO2 Fugitive PM10 Exhaust PM10 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Unmitigated0.1209 0.0000 3.8000e- 004 0.0000 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Mitigated0.1209 0.0000 3.8000e- 004 0.0000 NBio- CO2 Total CO2 CH4 N2O CO2e Category tons/yr MT/yr Exhaust PM10 PM10 Total Fugitive PM2.5 Exhaust PM2.5 PM2.5 Total Bio- CO2ROGNOxCOSO2Fugitive PM10 220 20.5941 Total 16.7230 0.1197 2.9500e-003 20.5941 Land Use Mgal t o n MT/yr Supermarket 3.6549 / 0.113038 16.7230 0.1197 2.9500e-003 7.2 Water by Land Use Unmitigated Indoor/Outd oor Use Total CO2 CH4 N2O CO2e Unmitigated 16.7230 0.1197 2.9500e- 003 20.5941 Category t o n MT/yr Mitigated 16.7230 0.1197 2.9500e- 003 20.5941 7.0 Water Detail 7.1 Mitigation Measures Water Total CO2 CH4 N2O CO2e 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Total0.1209 0.0000 3.8000e- 004 0.0000 7.4000e- 004 0.0000 0.0000 7.9000e- 004 0.0000 0.0000 0.0000 0.0000Landscaping4.0000e-005 0.0000 3.8000e- 004 0.0000 221 8.2 Waste by Land Use Unmitigated Unmitigated 33.9462 2.0062 0.0000 84.1002 t o n MT/yr Mitigated 33.9462 2.0062 0.0000 84.1002 8.0 Waste Detail 8.1 Mitigation Measures Waste Category/Year Total CO2 CH4 N2O CO2e 20.5941 Total 16.7230 0.1197 2.9500e-003 20.5941 Land Use Mgal t o n MT/yr Supermarket 3.6549 / 0.113038 16.7230 0.1197 2.9500e-003 Mitigated Indoor/Outd oor Use Total CO2 CH4 N2O CO2e 222 Fuel Type Load Factor Fuel Type 10.0 Stationary Equipment Fire Pumps and Emergency Generators Equipment Type Number Hours/Day Hours/Year Horse Power Load Factor 9.0 Operational Offroad Equipment Type Number Hours/Day Days/Year Horse Power 84.1002 Total 33.9462 2.0062 0.0000 84.1002 Land Use tons t o n MT/yr Supermarket 167.23 33.9462 2.0062 0.0000 Mitigated Waste Disposed Total CO2 CH4 N2O CO2e 84.1002 Total 33.9462 2.0062 0.0000 84.1002 Land Use tons t o n MT/yr Supermarket 167.23 33.9462 2.0062 0.0000 Waste Disposed Total CO2 CH4 N2O CO2e 223 User Defined Equipment Equipment Type Number 11.0 Vegetation Boilers Equipment Type Number Heat Input/Day Heat Input/Year Boiler Rating Fuel Type 224 Delivery Truck Noise - Lazy Acres Unit No.* Nz Level (dBA)Total Nz.Distance Nz Level at 50 ft. Delivery Truck 1 71.6 71.6 50 71.6 Based on KBF delivery trucks 14454398 0 79.0 0.0 50 0.0 1 0 0.0 0.0 0 0.0 1 0 85.0 0.0 3 0.0 1 0 0.0 0.0 0 0.0 1 Total --------71.6 14454401.71 * Number of units likely to be operating at any one time. May be additional units that are used primarily for backup. Critical Freq. (Hz)500 Dist.dBA dBA Dist. 50 71.6 80 19 100 65.6 75 34 200 59.6 70 60 300 56.0 65 107 400 53.5 60 190 500 51.6 55 338 600 50.0 50 601 700 48.7 45 1,069 800 47.5 40 1,901 900 46.5 35 3,380 1000 45.6 Ground Source Source Distance Base Of Dist. To Receptor Observer Wall Barrier Noise Level Lot Elevation Ht Elevation To Wall Wall Observer Elevation Height Height Reduction (dBA) Medium Trucks Resy - 1st Floor - No Barrier 0.0 3 3.0 6 0.0 37 5.0 5.0 0.0 0.0 74.2 Resy - 2nd Floor - No Barrier 0.0 3 3.0 6 0.0 37 5.0 5.0 0.0 0.0 74.2 Resy - 1st Floor - With Barrier 0.0 3 3.0 6 0.0 37 14.0 14.0 14.0 12.2 62.0 Resy - 2nd Floor - With Barrier 0.0 3 3.0 6 0.0 37 14.0 14.0 14.0 12.2 62.0 Heavy Trucks Resy - 1st Floor - No Barrier 0.0 10 10.0 6 0.0 37 5.0 5.0 0.0 0.0 74.2 Resy - 2nd Floor - No Barrier 0.0 10 10.0 6 0.0 37 5.0 5.0 0.0 0.0 74.2 Resy - 1st Floor - With Barrier 0.0 10 10.0 6 0.0 37 14.0 14.0 14.0 5.6 68.6 Resy - 2nd Floor - With Barrier 0.0 10 10.0 6 0.0 37 14.0 14.0 14.0 5.6 68.6 225 Side Loaded Delivery Truck Noise - Lazy Acres Unit No.* Nz Level (dBA)Total Nz.Distance Nz Level at 50 ft. Delivery Truck 1 71.6 71.6 50 71.6 Based on KBF delivery trucks 14454398 0 79.0 0.0 50 0.0 1 0 0.0 0.0 0 0.0 1 0 85.0 0.0 3 0.0 1 0 0.0 0.0 0 0.0 1 Total --------71.6 14454401.71 * Number of units likely to be operating at any one time. May be additional units that are used primarily for backup. Critical Freq. (Hz)500 Dist.dBA dBA Dist. 50 71.6 80 19 100 65.6 75 34 200 59.6 70 60 300 56.0 65 107 400 53.5 60 190 500 51.6 55 338 600 50.0 50 601 700 48.7 45 1,069 800 47.5 40 1,901 900 46.5 35 3,380 1000 45.6 Ground Source Source Distance Base Of Dist. To Receptor Observer Wall Barrier Noise Level Lot Elevation Ht Elevation To Wall Wall Observer Elevation Height Height Reduction (dBA) Medium Trucks Resy - 1st Floor - No Barrier 0.0 3 3.0 5 0.0 27.5 5.0 5.0 0.0 0.0 76.8 Resy - 2nd Floor - No Barrier 0.0 3 3.0 5 0.0 27.5 14.0 14.0 0.0 0.0 76.8 Resy - 1st Floor - With Barrier 0.0 3 3.0 5 0.0 27.5 5.0 5.0 5.0 5.4 71.4 Resy - 2nd Floor - With Barrier 0.0 3 3.0 5 0.0 27.5 14.0 14.0 8.0 5.0 71.8 Heavy Trucks Resy - 1st Floor - No Barrier 0.0 10 10.0 5 0.0 27.5 5.0 5.0 0.0 0.0 76.8 Resy - 2nd Floor - No Barrier 0.0 10 10.0 5 0.0 27.5 14.0 14.0 0.0 0.0 76.8 Resy - 1st Floor - With Barrier 0.0 10 10.0 5 0.0 27.5 5.0 5.0 11.0 6.0 70.8 Resy - 2nd Floor - With Barrier 0.0 10 10.0 5 0.0 27.5 14.0 14.0 14.0 5.1 71.7 226 APPENDIX B TRAFFIC IMPACT ASSESSMENT 227 6 Venture, Suite 265 | Irvine CA 92618 | t: (949) 878-3509 f: (949) 878-3593 www.tjwengineering.com March 13, 2017 Mr. Sam Masterson Chief Development Office Good Food Holdings 915 E. 230th Street Carson, CA 90745 Subject: Revised Traffic Impact Analysis: Lazy Acres Market/Hope Chapel Expansion, Hermosa Beach Dear Mr. Masterson: TJW ENGINEERING, INC. (TJW) is pleased to present you with this revised traffic impact analysis for the proposed Lazy Acres Market & Hope Chapel Expansion project in the City of Hermosa Beach. This revised traffic impact analysis includes updates to the proposed project’s trip generation, the with project analysis scenarios and an expanded study area requested by City staff due to changes in the project description (increase in Hope Chapel expansion square footage) that occurred subsequent to completion of the original traffic analysis. This traffic study has been prepared to meet the traffic study requirements for the City of Hermosa Beach and assesses the forecast traffic operations associated with the proposed project and its impact on the local street network. This report is being submitted to you for review and forwarding to the City of Hermosa Beach. Please contact us at (949) 878-3509 if you have any questions regarding this analysis. Sincerely, Thomas Wheat, PE, TE Jeff Weckstein President Transportation Planner Registered Civil Engineer #69467 Registered Traffic Engineer #2565 228 Lazy Acres Market/Hope Chapel Expansion Revised Traffic Impact Analysis City of Hermosa Beach, California Prepared for: Good Food Holdings 915 E. 230th Street Carson, CA 90745 Prepared by: TJW ENGINEERING, INC. 6 Venture, Suite 265 Irvine, CA 92618 July 22, 2016 Revised: October 4, 2016 Revised: December 15, 2016 Revised: March 13, 2017 229 6 Venture, Suite 265 | Irvine CA 92618 | t: (949) 878-3509 f: (949) 878-3593 www.tjwengineering.com LAZY ACRES MARKET & HOPE CHAPEL EXPANSION REVISED TRAFFIC IMPACT ANALYSIS City of Hermosa Beach Prepared for: Good Food Holdings 915 E. 230th Street Carson, CA 90745 Prepared by: 6 Venture, Suite 265 Irvine, CA 92618 Thomas Wheat, PE, TE Jeffrey Weckstein July 22, 2016 Revised: October 4, 2016 Revised: December 15, 2016 Revised March 13, 2017 JN: GFH-16-001 230 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA i|page Table of Contents Section Page 1.0 Executive Summary ............................................................................................. iv 1.1 Summary of Analysis Results iv v 1.2 Summary of Impacts vi 1.3 State Highway Analysis vi 1.4 Transportation Demand Management vii 1.5 Los Angeles Congestion Management Program Analysis vii 2.0 Introduction ........................................................................................................ 1 2.1 Project Description 1 2.2 Study Area 2 2.3 Analysis Methodology 3 2.4 Performance Criteria 4 2.5 Thresholds of Significance 4 2.5.1 City of Hermosa Beach 4 2.5.2 City of Manhattan Beach 5 3.0 Existing Conditions .............................................................................................. 6 3.1 Existing Circulation Network 6 3.2 Bicycle and Pedestrian Infrastructure 6 3.3 Existing Public Transit Services 7 3.4 Existing Traffic Volumes 8 3.5 Existing Conditions Intersection Level of Service Analysis 8 4.0 Proposed Project ................................................................................................. 11 4.1 Project Description 11 4.2 Project Trip Generation 11 4.3 Project Trip Distribution 15 4.4 Modal Split 15 4.5 Project Trip Assignment 16 4.6 Cumulative Projects Traffic 16 5.0 Existing Plus Project Conditions ........................................................................... 18 5.1 Roadway Improvements 18 5.2 Existing Plus Project Traffic Volumes 18 5.3 Existing Plus Project Intersection Level of Service Analysis 18 5.4 Existing Plus Project Recommended Improvements 20 231 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA ii|page 6.0 Project Opening Year Without Project Conditions ............................................... 21 6.1 Roadway Improvements 21 6.2 Project Opening Year Without Project Traffic Volumes 21 6.3 Project Opening Year Without Project Intersection Level of Service Analysis 21 7.0 Project Opening Year with Project Conditions ..................................................... 24 7.1 Roadway Improvements 24 7.2 Project Opening Year with Project Traffic Volumes 24 7.3 Project Opening Year with Project Intersection Level of Service Analysis 24 7.4 Project Opening Year with Project Recommended Improvements 26 8.0 State Highway (Caltrans) Analysis ....................................................................... 27 8.1 Caltrans Intersection Analysis Methodology 28 8.2 Caltrans Intersection Level of Service Analysis 28 9.0 Transportation Demand Management ................................................................ 30 10.0 Los Angeles Congestion Management Program Analysis ..................................... 31 List of Tables................................................................................................................... Page Table 1 LOS & V/C Ranges .......................................................................................................... 4 Table 2 City of Hermosa Beach Signalized Intersection Impact Thresholds of Significance .......... 5 Table 2 City of Hermosa Beach Signalized Intersection Impact Thresholds of Significance .......... 5 Table 3 Study Area Roadway Characteristics .............................................................................. 6 Table 4 Intersection Analysis – Existing Weekday Conditions ..................................................... 9 Table 5 Intersection Analysis – Existing Sunday Conditions ........................................................ 10 Table 6 Published Supermarket Pass-by Trip Percentages .......................................................... 12 Table 7 Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed 13 Table 8 Net New Weekday Trip Generation of Proposed Project ................................................ 14 Table 9 Net New Sunday Trip Generation of Proposed Project ................................................... 15 Table 10 Summary of Related Projects ....................................................................................... 17 Table 11 Intersection Analysis – Existing Plus Project Weekday AM/PM Peak Hour .................... 19 Table 12 Intersection Analysis – Existing Plus Project Sunday Mid-day Peak Hour ...................... 20 Table 13 Intersection Analysis – Project Opening Year Without Project Weekday Conditions ..... 22 Table 14 Intersection Analysis – Project Opening Year Without Project Sunday Conditions ........ 23 Table 15 Intersection Analysis – Project Opening Year With Project Weekday Conditions .......... 25 Table 16 Intersection Analysis – Project Opening Year With Project Sunday Conditions ............. 26 Table 17 HCM – LOS & Delay Ranges – Signalized Intersections .................................................. 28 Table 18 Caltrans Intersection Analysis ...................................................................................... 29 Table 19 Lazy Acres/Hope Chapel Project – Transit Trip Generation .......................................... 32 232 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA iii|page List of Exhibits ........................................................................................................................... Follows Page Exhibit 1: Proposed Project Site Plan .......................................................................................... 1 Exhibit 2: Project Location and Study Area ................................................................................. 3 Exhibit 3: Existing Lane Geometry and Intersection Controls ...................................................... 6 Exhibit 4: Existing AM/PM Peak Hour Intersection Volumes ....................................................... 8 Exhibit 5: Existing Sunday Mid-Day Peak Hour Intersection Volumes ......................................... 8 Exhibit 6: Weekday AM/PM Peak Hour Trip Distribution of Proposed Project Trips .................... 15 Exhibit 7: Sunday Mid-Day Peak Hour Trip Distribution of Proposed Project Trips ...................... 15 Exhibit 8: Weekday AM/PM Peak Hour Trip Assignment of Proposed Project Trips .................... 16 Exhibit 9: Sunday Mid-Day Peak Hour Trip Assignment of Proposed Project Trips ...................... 16 Exhibit 10: Cumulative Projects Location Map ............................................................................ 16 Exhibit 11: Existing Plus Project Weekday AM/PM Peak Hour Traffic Volumes ........................... 18 Exhibit 12: Existing Plus Project Sunday Mid-Day Peak Hour Traffic Volumes ............................. 18 Exhibit 13: Project opening Year Without Project Weekday AM/PM Peak Hour Traffic Volumes 21 Exhibit 14: Project Opening Year Without Project Sunday Mid-Day Peak Hour Traffic Volumes .. 21 Exhibit 15: Project opening Year with Project Weekday AM/PM Peak Hour Traffic Volumes ...... 24 Exhibit 16: Project Opening Year with Project Sunday Mid-Day Peak Hour Traffic Volumes ........ 24 Appendices Appendix A: Scoping Agreement Appendix B: Roadway Classifications and Transit Information Appendix C: Existing Traffic Counts Appendix D: ICU & HCM Analysis Sheets Appendix E: Caltrans Analysis Sheets ................................................................................................................................................ 233 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA iv|page 1.0 EXECUTIVE SUMMARY This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed Lazy Acres Market and Hope Chapel Expansion project, located at the southeast corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The proposed project includes conversion of the existing Hope Chapel Youth Center into a Lazy Acres Grocery Market and future church renovations called for in the Church’s Master Plan. The purpose of this TIA is to evaluate the potential circulation system deficiencies that may result from development of the proposed project, and to recommend improvements to achieve acceptable operations, if applicable. This analysis has been prepared pursuant to applicable City of Hermosa Beach, City of Manhattan Beach, City of Redondo Beach and Caltrans traffic impact analysis guidelines. The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at 2512 Pacific Coast Highway. The proposed Hope Chapel expansion consists of a 24,400 square foot expansion of the Main Church building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church annex/church office. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast Highway will remain in its current condition/use. The proposed project is projected to generate approximately 1,010 net new weekday daily trips, -1 net new weekday AM peak hour trips and 87 net new weekday PM peak hour trips. The proposed project is projected to generate approximately 598 net new Sunday mid-day peak hour trips and 3,198 net new Sunday daily trips. The following twelve (12) intersections near the project site have been included in the intersection level of service (LOS) analysis based on the execution of a scoping agreement with City staff and subsequent comments received from the City: • 8th Street (EW) at Sepulveda Boulevard (SR-1); • 2nd Street (EW) at Sepulveda Boulevard (SR-1); • Longfellow Avenue (EW) at Sepulveda Boulevard (NS); • Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1); • 21st Street (EW) at Pacific Coast Highway (SR-1); • 16th Street (EW) at Pacific Coast Highway (SR-1); • Pier Avenue-14th Street (EW) at Pacific Coast Highway (SR-1); • Gould Avenue (EW) at Ardmore Avenue (NS); • Artesia Boulevard (EW) at Prospect Avenue (NS); • Artesia Boulevard (EW) at Meadows Avenue (NS); • Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS); • Artesia Boulevard (EW) at Aviation Boulevard (NS). 234 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA v|page The study intersections are analyzed for the following study scenarios: • Existing Conditions; • Existing Plus Project Conditions; • Project Opening Year Without Project Conditions; and • Project Opening Year with Project Conditions. 1.1 SUMMARY OF ANALYSIS RESULTS Existing Conditions The study intersections are currently operating at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours with the exception of the following three intersections: • Ardmore Avenue/Gould Avenue (LOS EAM and PM peak hour); • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Aviation Boulevard/Artesia Boulevard (LOS F am, LOS E PM) The study intersections are currently operating at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour. Existing Plus Project Conditions The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for existing plus project conditions with the exception of the following three intersections: • Ardmore Avenue/Gould Avenue (LOS E AM, LOS F PM); • Pacific Coast Highway/Artesia Blvd-Gould Ave (LOS F AM); • Aviation Boulevard/Artesia Boulevard (LOS F AM, LOS E PM). The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour for existing plus project conditions. Based on the thresholds of significance for existing plus project conditions discussed in section 2.5, the addition of project generated trips is projected to not have a significant direct impact at any of the study intersections. Project Opening Year Without Project Conditions Project opening year without project conditions included the application of an ambient growth rate to existing traffic volumes, plus trip anticipated to be generated by 28 proposed projects in various stages of planning and entitlement. The study intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for project opening year without project conditions with the exception of the following intersections: • Ardmore Avenue/Gould Avenue (LOS F, AM and PM peak hour) • Sepulveda Boulevard/2nd Street (LOS E AM peak hour); 235 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA vi|page • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Ford Avenue-Peck Avenue/Artesia Boulevard (LOS E AM peak hour); and • Aviation Boulevard/Artesia Boulevard (LOS F AM and PM peak hour). The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour for project opening year without project. Project Opening Year with Project Conditions The study intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for project opening year with project conditions with the exception of the following intersections, which are projected to operate at LOS E or F: • Ardmore Avenue/Gould Avenue (LOS F AM and PM peak hour) • Sepulveda Boulevard/2nd Street (LOS E AM peak hour); • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Ford Avenue-Peck Avenue/Artesia Boulevard (LOS E AM peak hour); and • Aviation Boulevard/Artesia Boulevard (LOS F AM and PM peak hour). The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour for project opening year with project. Based on the thresholds of significance for project opening year with project conditions discussed in section 2.5, the addition of project generated trips is projected to not have a significant cumulative impact at any of the study intersections. 1.2 SUMMARY OF IMPACTS, RECOMMENDED IMPROVEMENTS, AND MITIGATION MEASURES The proposed project is not project to have any significant direct impacts or cumulative impacts to roadway facilities in the study area. Therefore, no mitigation measures are recommended. 1.3 STATE HIGHWAY ANALYSIS The Caltrans study intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours and the Sunday Mid-day peak hour for all scenarios with the exception of the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection which is projected to operate at LOS E during the weekday AM peak hour for Project Opening Year Without and with Project conditions. Based on Caltrans thresholds of significance; to maintain LOS D or better for intersections operating at LOS D or better, and to maintain the measure of effectiveness for intersection operating at LOS E or F, the addition of project generated trips is projected to not have a significant impact at any of the Caltrans study intersections since the proposed project maintains the projected LOS E operation at the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection during the AM peak hour. 236 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA vii|page 1.4 TRANSPORTATION DEMAND MANAGEMENT Chapter 17.48 of the City of Hermosa Beach Municipal Code (Trip Reduction and Travel Management) requires development projects to enact transportation demand management (TDM) and trip reduction measures that aim to reduce vehicular traffic to and parking at a project site. The following measures should be considered for implementation to reduce vehicle trips to the project site. 1) TDM Bulletin Board – Both the proposed Lazy Acres and Hope Chapel could provide a bulletin board, display case or kiosk displaying transportation information located where the greatest number of employees/congregants are likely to see it. Information in the area could include the following: • Transit maps, routes and schedules, for routes serving the site. • Contact information for ridesharing agencies, transit agencies, and other transit related information. • Bicycle route and facility information, including regional/local bicycle maps and bicycle safety information. 2) Bicycle racks or other secure bicycle parking such as bicycle lockers could be provided to accommodate both employee and customer bicycling parking at the proposed Lazy Acres, as well as at the hope Chapel to encourage congregants to bicycle to the site. Bicycle racks should be up to current planning ‘best practice’ standards, with the ability for bicyclists to lock their bike to the rack in two places. Long-term bicycle parking should be located indoors such that long-term parking (employees) and short-term parkers (customers) can be accommodated. Bicycle parking may mean bicycle racks, a locked cage, or other similar parking area. 3) Employee Walking/Bicycling Incentive. Lazy Acres could offer a program that each time an employee walks or bicycle to work they are get one entry into a monthly raffle for a prize such as a gift card to a local business. This program could be expanded to carpoolers as well. 1.5 LOS ANGELES CONGESTION MANAGEMENT PROGRAM ANALYSIS No CMP monitored intersections are projected to receive 50 or more project-generated trips during either the weekday AM peak hour or the PM peak hour. Since the project is projected to generate approximately -1 net new weekday AM peak hour trips and approximately 87 net new weekday PM peak hour trips, no CMP mainline freeway monitoring location is projected to receive 150 or more project-generated trips during either the AM peak hour or the PM peak hour. Therefore, the proposed project is projected to have no significant CMP traffic impacts. The proposed project is projected to generate approximately 0 weekday AM peak hour transit trips, approximately 4 weekday PM peak hour transit trips, and approximately 49 weekday daily transit trips. Metro route 130 and 232 provide approximately 6 peak hour buses during the weekday AM peak hour and weekday PM peak hour, passing directly adjacent to the project site. This corresponds to less than one additional transit rider on each peak hour bus. The project’s transit trips can be accommodated by existing transit service in the project vicinity, and no significant CMP transit impacts are projected to occur. 237 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 1|page 2.0 INTRODUCTION This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed Lazy Acres Market and Hope Chapel Expansion project, located at the southeast corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The proposed project includes conversion of the existing Hope Chapel Youth Center into a Lazy Acres Grocery Market and future church renovations called for in the Church’s Master Plan. The purpose of this TIA is to evaluate the potential circulation system deficiencies that may result from development of the proposed project, and to recommend improvements to achieve acceptable operations, if applicable. This analysis has been prepared pursuant to applicable City of Hermosa Beach, City of Manhattan Beach, City of Redondo Beach and Caltrans traffic impact analysis guidelines. 2.1 PROJECT DESCRIPTION The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at 2512 Pacific Coast Highway. The proposed Hope Chapel expansion consists of a 24,400 square foot expansion of the Main Church building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church annex/church office. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast Highway will remain in its current condition/use. The proposed project is anticipated to be built and generating trips in 2018. The proposed project is projected to generate approximately 1,010 net new weekday daily trips, -1 net new weekday AM peak hour trips and 87 net new weekday PM peak hour trips. The proposed project is projected to generate 598 net new Sunday mid-day peak hour trips and 3,198 net new Sunday daily trips. Site access for the proposed project is planned to be maintained at the existing driveways serving the site. Exhibit 1 shows the proposed Lazy Acres Market and Hope Chapel site plan. Figure 1 shows the project site location. 238 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact AnalysisExhibit 1: Site Plan239 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 2|page Figure 1– Project Location 2.2 STUDY AREA The following twelve (12) intersections in the vicinity of the project site have been included in the intersection level of service (LOS) analysis based on the execution of a scoping agreement with City staff: • 8th Street (EW) at Sepulveda Boulevard (SR-1); (City of Manhattan Beach) • 2nd Street (EW) at Sepulveda Boulevard (SR-1); (City of Manhattan Beach) • Longfellow Avenue (EW) at Sepulveda Boulevard (NS); (City of Hermosa Beach/City of Manhattan Beach) • Gould Avenue (EW) at Ardmore Avenue (NS); (City of Hermosa Beach) • Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach/City of Manhattan Beach) • 21st Street (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach) • 16th Street (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach) • 14th Street-Pier Avenue (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach) • Artesia Boulevard (EW) at Prospect Avenue (NS); (City of Hermosa Beach/City of Manhattan Beach) 240 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 3|page • Artesia Boulevard (EW) at Meadows Avenue (NS); (City of Hermosa Beach/City of Manhattan Beach) and • Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS); (City of Manhattan Beach/City of Redondo Beach) • Artesia Boulevard (EW) at Aviation Boulevard (NS); (City of Manhattan Beach/City of Redondo Beach) Intersections along Pacific Coast Highway/Sepulveda Boulevard in the study area are also under the jurisdiction of Caltrans as it is designated State Route 1. The executed scoping agreement approved by the City is provided in Appendix A. This traffic analysis follows applicable City of Hermosa Beach, City of Manhattan Beach, and Caltrans guidelines/standards for traffic impact analysis. Exhibit 2 shows the location of the study intersections, which are analyzed for the following study scenarios: (1) Existing Traffic Conditions; (2) Existing Plus Project Traffic Conditions; (3) Project Opening Year (2018) Without Project Conditions; and (4) Project Opening Year (2018) With Project Conditions. Long-range analysis is not required since the proposed project does not require a General Plan Amendment/Zone Change. Traffic operations are evaluated for the following time periods: • Weekday AM Peak Hour occurring within 7:00 AM to 9:00 AM; • Weekday PM Peak Hour occurring within 4:00 PM to 6:00 PM; and • Sunday Mid-Day Peak Hour occurring within 11:00 AM to 1:00 PM. 2.3 ANALYSIS METHODOLOGY Level of Service (LOS) is commonly used to describe the quality of flow on roadways and at intersections using a range of LOS from LOS A (free flow with little congestion) to LOS F (severely congested conditions). Both the City of Hermosa Beach and the City of Manhattan Beach utilize the Intersection Capacity Utilization (ICU) methodology for signalized intersection analysis. The ICU methodology expresses the LOS of an intersection in terms of the remaining capacity at an intersection (or lack thereof). The ICU methodology compares the volume-to-capacity (V/C) ratios of conflicting turn movements at an intersection, sums the critical conflicting V/C ratios for each intersection approach, and determines the intersection’s overall capacity utilization. The resulting V/C ratio is converted to an LOS as follows: 241 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 2: Project Location and Study Intersection LocationsLegend:Project SiteStudy Intersection Location242 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 4|page Table 1 LOS & V/C Ranges Level of Service Volume to Capacity Ratio Description A 0.000 – 0.600 Free Flow: No approach phase is fully utilized and no vehicle waits longer than one cycle B 0.601 – 0.700 Stable Flow: An occasional approach phase is fully utilized. Some drivers feel restricted in platoons. C 0.701 – 0.800 Stable Flow: Major approach phases fully utilized. Most drivers feel restricted in platoons. D 0.801 – 0.900 Tolerable Delays: Drivers may have to wait more than one cycle on occasion. Queues develop but dissipate rapidly and without excessive delays. E 0.901 – 1.000 Unstable Operations: Volumes at or near capacity. Vehicles may wait several signal cycles. Long queues form upstream from intersection. F >1.000 Excessive Delays: Traffic flow breaks down, representing jammed conditions. Intersection operates below capacity. Queues may block upstream intersections. Consistent with Los Angeles County Congestion Management Program requirements, the ICU calculations use a lane capacity of 1,600 vehicles per hour (vph) for left-turn, through, and right-turn lanes, and a dual left-turn capacity of 2,880 vph. Additionally, a clearance adjustment factor of 0.10 was added to each LOS calculation. 2.4 PERFORMANCE CRITERIA The ICU value is the sum of the critical volume to capacity ratios at an intersection; it is not intended to be indicative of the LOS of each of the individual turning movements. According to City of Hermosa Beach criteria, LOS D (V/C ratio = 0.801 to 0.900) is the minimum acceptable condition that should be maintained during the morning and evening peak commute hours. 2.5 THRESHOLDS OF SIGNIFICANCE According to California Environmental Quality Act (CEQA) guidelines, a project causes a significant impact to a transportation system if it: • Conflicts with an applicable plan, ordinance or policy establishing measures of effectiveness for the performance of the circulation system, taking into account all modes of transportation including mass transit and non-motorized travel. • Conflicts with an applicable congestion management program (CMP), including, but not limited to level of service standards, travel demand measures, or other standards established by the County Congestion Management Agency for roadways or highways. • Conflicts with adopted policies or programs regarding public transit, bicycle or pedestrian facilities, or otherwise decreases the performance or safety of such facilities. 2.5.1 City of Hermosa Beach Thresholds of Significance Traffic impact criteria employed in previous analyses for projects in the City of Hermosa Beach was utilized to determine impacts in this analysis. All of the study intersections, including those located within the City of Manhattan Beach, were evaluated based on City of Hermosa Beach threshold criteria. Those intersections located within the City of Manhattan Beach or shared with the City of Hermosa Beach were 243 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 5|page also evaluated based on City of Manhattan Beach threshold criteria. A significant transportation impact for signalized intersections in the City of Hermosa Beach is determined based on the sliding scale criteria shown in Table 2. Table 2 City of Hermosa Beach Signalized Intersection Impact Thresholds of Significance ICU Level of Service Project Related Increase in ICU 0.000-0.800 LOS A, B or C Degrade operation to LOS D, E or F 0.801-0.900 LOS D > 0.02 increase in ICU or degrade intersection operation to LOS E of F 0.901 or greater LOS E or F > 0.05 increase in ICU or degrade intersection operation from LOS E to LOS F A significant transportation impact for unsignalized intersection in the City of Hermosa Beach is determined based on the criteria shown in Table 3. Table 3 City of Hermosa Beach Unsignalized Intersection Impact Thresholds of Significance Without Project LOS With Project LOS LOS A, B or C Changes to LOS D, E or F LOS D, E or F Increase in traffic of 10% or more 2.5.2 City of Manhattan Beach Thresholds of Significance Traffic impact criteria employed in previous analyses for projects in the City of Manhattan Beach was utilized to determine impacts in this analysis. Pursuant to City of Manhattan Beach policy, the significance of the potential impacts of project-generated traffic at study intersections was identified using criteria consistent with the 2010 Congestion Management Program for Los Angeles County (County of Los Angeles Metropolitan Transportation Authority, July 2010). A significant transportation impact occurs if project-generated trips increase the v/c ratio at an intersection operating at LOS F by two percent (0.02) or more. 244 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 6|page 3.0 Existing Conditions and Mobility Review 3.1 EXISTING CIRCULATION NETWORK The characteristics of the roadway system in the vicinity of the proposed project site are described below: Table 4 Study Area Roadway Characteristics Roadway Classification1 Jurisdiction2 Direction Travel Lanes Median Type Speed Limit (mph) On- Street Parking Sepulveda Boulevard Regional Arterial MB/Caltrans North-South 4 to 53 RLM 30/35 Yes Pacific Coast Highway Major Arterial HB/Caltrans North-South 4 to 53 RLM 30/35 Yes Prospect Avenue Minor Arterial HB North-South 2 to 44 None 25 Yes Meadows Avenue Major Local MB North-South 2 None 25 Yes Peck Avenue Major Local MB North-South 2 None 25 Yes Ford Avenue Local Street RB North-South 2 None 25 Yes Gould Avenue Minor Arterial HB East-West 2 RLM/ None 25 Yes Longfellow Avenue Local Street HB East-West 2 None 25 Yes 2nd Street Major Local MB East-West 2 None 25 Yes Artesia Boulevard Major Arterial MB/RB/HB East-West 4 None 35/40 Yes 21st Street Local Street HB East-West 2 None 25 Yes 16th Street Local Street HB East-West 2 None 25 Yes Ardmore Avenue Minor Arterial HB North-South 2 None 25 Yes 8th Street Major Local MB East-West 2 None 25 Yes Pier Avenue Minor Arterial HB East-West 4 None 25 Yes Aviation Boulevard Major Arterial MB/RB North-South 4 None 35 Yes 1: Sources: City of Hermosa Beach Plan Hermosa-Mobility System, Public Review Draft 2015; City of Manhattan Beach General Plan Infrastructure Element, 2014; and City of Redondo Beach Circulation Element, 2009. 2: HB = Hermosa Beach, MB = Manhattan Beach, RB = Redondo Beach 3: Variations in number of travel lanes due to peak period time restrictions on on-street parallel parking as follows: Tow-Away-No-Stopping-Anytime between 5:30 am-9:30 am for northbound direction, and between 3:00 pm-7:00 pm for southbound direction. 4: Four travel lanes between Artesia Boulevard and 21st Street, otherwise two travel lanes. Exhibit 3 shows existing conditions study area intersection geometry. The City of Hermosa Beach is currently in the process of updating its General Plan. Currently a review draft of the new General Plan, Plan Hermosa, is available on the City of Hermosa Beach website. Appendix B contains the proposed Plan Hermosa roadway classifications, and bicycle and pedestrian network maps. Additionally, Appendix B contains the current General Plan Circulation Element roadway classifications and bicycle and pedestrian networks for the City of Manhattan Beach and City of Redondo Beach. 3.2 BICYCLE AND PEDESTRIAN INFRASTRUCTURE There are no existing striped Class II bicycle lanes or bike routes in the vicinity of the proposed project site. Sidewalks along roadways and curb ramps at intersections are present in all locations. In 2011, the City of Hermosa Beach adopted the South Bay Bicycle Master Plan, which proposes to add 9.2 miles of bicycle facilities within the City and connects to neighboring networks in the Cities of Manhattan Beach and 245 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 3: Existing Lane Geometry and Intersection ControlProject SiteLegend:Existing LaneRight-Turn Overlap PhaseOVL2134657814LONGFELLOW5GOULD6PCH8TH STARTESIASEPULVEDAPCH8PIERPCHSEPULVEDAOVLSplit Phase OperationSPLIT9101112AVIATION12ARTESIAFORDPECK11ARTESIAARTESIA10ARTESIAMEADOWS9ARTESIAPROSPECT14TH6PCH21ST ST3SEPULVEDA2ND ST716TH STPCHSPLITSPLITStop Controlled ApproachSTOPSTOPSTOPSTOPSTOP OVLGOULDARDMORE246 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 7|page Redondo Beach. Within the study area, a Class II on-street bicycle lane is planned for Artesia Boulevard and a portion of Gould Avenue, with the remainder of Gould Avenue planned as a Class III bicycle route. Additionally, Prospect Avenue, Peck Street and 21st Street are planned to be bicycle friendly streets, and Ford Avenue is planned to be a Class III bicycle route. 3.3 EXISTING PUBLIC TRANSIT SERVICES The Los Angeles County Metropolitan Transportation Authority (LAMTA), City of Torrance Transit, and Beach Cities Transit serve the City of Hermosa Beach. Figure 2 shows the LAMTA routes in the vicinity of the City of Hermosa Beach. Figure 2– LAMTA Transit Routes There are two LAMTA bus routes within ¼ mile of the project site. There are no Torrance Transit, Beach Cities Transit or Los Angeles Metro Rail facilities within ¼ of the project site. The two bus routes within ¼ mile of the project site are described below. LAMTA Route 130 travels between Norwalk and Redondo Beach with notable stops at Los Cerritos Center, Cerritos College, the Artesia Blue Line Station, CSU Dominguez Hills, the Harbor Gateway Transit Center and the South Bay Galleria. Route 130 provides weekday service between 5:00 AM and 9:00 PM with headways of approximately 20-50 minutes throughout the day and weekend service between 8:00 AM and 8:00 PM with headways of approximately 60 minutes. There are bus stops for Route 130 at the southeast corner and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection. 247 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 8|page LAMTA Route 232 travels between El Segundo and Wilmington with notable stops at the LAX City Bus Center, Plaza El Segundo, Kings Harbor, Pacific Coast Highway Station, LA Harbor College and Downtown Long Beach. Route 232 provides weekday service between 4:00 AM and 10:00 PM with headways of approximately 10-30 minutes throughout the day and weekend service between 4:00 AM and 10:00 PM with headways of approximately 20-30 minutes. There are bus stops for Route 130 at the northeast corner and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection. Appendix B contains LAMTA bus route information. 3.4 EXISTING TRAFFIC VOLUMES At the request of City of Hermosa Beach staff, to maintain consistency with other recent traffic studies in Hermosa Beach, weekday AM and PM peak period traffic counts utilized in Traffic Impact Study Skechers Design Center and Office Project (LLG, Engineers, June 2016) were utilized in this analysis where available. These counts were collected on Tuesdays and Wednesdays in March 2016 on sunny day when local schools were in session. Weekday counts from the Skechers TIA ere available at 11 of the 12 intersection analyzed in this report (every intersection except Aviation Boulevard/Artesia Boulevard). Sunday mid-day peak hour counts were collected on Sunday June 26th, 2016 for use in the Sunday mid-day peak hour scenarios at every study intersection except for Aviation Boulevard/Artesia Boulevard). Counts at the Aviation Boulevard/Artesia Boulevard intersection were collected on Sunday December 4, 2016 and Tuesday December 6, 2016. The traffic volumes used in this analysis are from the highest hour within the peak period counted. Detailed traffic count data is provided in Appendix C. Exhibit 4 shows existing AM and PM peak hour volumes at the study intersections. Exhibit 5 shows existing Sunday mid-day peak hour volumes at the study intersections. 3.5 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS Existing conditions weekday AM and PM peak hour intersection analysis is shown in Table 5, and existing conditions Sunday mid-day peak hour analysis is shown in Table 6. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. ICU and HCM analysis sheets are provided in Appendix D. 248 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 4: Existing Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site14LONGFELLOW11/1325/1410/1547/2618/1715/3947/20963/239811/13 21/213038/13387/24 28/24323/35048/57143/121347/31618/2762/7661/2218/12 31/32266/17677/58 5GOULD92/67363/40469/53592/274506/346282/268176/481706/189345/66 154/2652299/99346/406 PCH21ST STARTESIA54/2184/4713/1363/4192/5675/3320/74897/207414/76 33/252477/124542/31 PCH716TH ST79/1670/052/11225/40/029/277/4813/1884159/271 30/212311/102670/898PIER247/189186/2863/200/4809/1845126/143 9/132247/971329/331 PCHPCH10ARTESIA99/70835/1176157/921274/90974/15256/92MEADOWS SEPULVEDASEPULVEDA213465789101112FORDPECK11ARTESIA145/81699/109424/8296/491175/84626/6281/5124/44111/86 10/8119/34150/55 AVIATION12ARTESIA171/156537/77655/130134/139794/577179/289101/241620/1018254/112 146/1621273/691188/129 9ARTESIA42/33655/1072116/11983/381151/696125/16727/5049/9744/21 224/5376/40179/98 PROSPECT14TH28TH ST21/3446/282/2055/1972/1822/216/481108/255440/9 18/163089/14817/2 SEPULVEDA32ND ST55/69108/7715/6864/3393/5239/3943/35979/229265/27 17/262903/136820/22 SEPULVEDAGOULDARDMORE249 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 5: Existing Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW3389112135410 01674942251835341412134562 815809 5GOULD90273633493783251941013105 2151117546 PCH21ST STARTESIA23181525352536132454 22136839 PCH716TH ST961821201061147159 61247659ARTESIA51649732188487424464 5918101 PROSPECT10PECKARTESIA11ARTESIA46854352386036922635 31037 157444592911862 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA232698116127493177166645194 14465299 8PIER2502802441085172 51116325 PCH14THPCH12635238864181836587 251215728TH ST2261437122041141021 816284 SEPULVEDAGOULDARDMORE250 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 9|page Table 5 Intersection Analysis – Existing Weekday Conditions Intersection AM Peak Hour PM Peak Hour V/C (Delay) - LOS V/C (Delay) - LOS Ardmore Avenue/Gould Avenue (39.0) – E (48.4) – E Sepulveda Blvd/8th St 0.821 – D 0.700 – B Sepulveda Blvd/ 2nd Street 0.868 – D 0.712 – C Sepulveda Blvd/Longfellow Ave 0.814 – D 0.668 – B Pacific Coast Highway/Artesia Blvd-Gould 1.006 – F 0.769 – C Pacific Coast Highway/21st Street 0.813 – D 0.662 – B Pacific Coast Highway/16th Street 0.675 – B 0.672 – B Pacific Coast Highway/Pier Ave-14th St 0.658 – B 0.707 – C Prospect Ave/Artesia Blvd 0.699 – B 0.743 – C Meadows Ave/Artesia Blvd 0.690 – B 0.620 – B Ford Ave-Peck Ave/Artesia Blvd 0.813 – D 0.600 – A Aviation Blvd/Artesia Blvd 1.003 – F 0.957 – E Note: V/C = volume-to-capacity ratio, delay shown in seconds at unsignalized intersections As shown in Table 5, the study intersections are currently operating at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours with the exception of the following three intersections: • Ardmore Avenue/Gould Avenue (LOS EAM and PM peak hour); • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Aviation Boulevard/Artesia Boulevard (LOS F am, LOS E PM) 251 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 10|page Table 6 Intersection Analysis – Existing Sunday Conditions Intersection Mid-day Peak Hour V/C (Delay) - LOS Ardmore Avenue/Gould Avenue (21.4) – C Sepulveda Blvd/8th St 0.505 – A Sepulveda Blvd/ 2nd Street 0.508 – A Sepulveda Blvd/Longfellow Ave 0.458 – A Pacific Coast Highway/Artesia Blvd-Gould 0.618 – B Pacific Coast Highway/21st Street 0.479 – A Pacific Coast Highway/16th Street 0.453 – A Pacific Coast Highway/Pier Ave-14th St 0.577 – A Prospect Ave/Artesia Blvd 0.572 – A Meadows Ave/Artesia Blvd 0.526 – A Ford Ave-Peck Ave/Artesia Blvd 0.502 – A Aviation Blvd/Artesia Blvd 0.791 – C Note: V/C = volume-to-capacity ratio. As shown in Table 5, the intersections are currently operating at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour. 252 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 11|page 4.0 Proposed Project 4.1 Project Description The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at 2512 Pacific Coast Highway. The proposed Hope Chapel expansion consists of a 24,400 square foot expansion of the Main Church building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church annex/church office. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast Highway will remain in its current condition/use. The proposed project is anticipated to be built and generating trips in 2018. Site access for the proposed project is planned to be maintained at the existing driveways serving the site. Exhibit 1 previously showed the proposed Lazy Acres Market and Hope Chapel site plan. 4.2 Project Trip Generation Trip generation represents the amount of traffic, both inbound and outbound, produced by a development. Projected trip generation for a proposed project is determined based on the amount of traffic that the specific land uses proposed will produce. In order to determine the project’s anticipated trip generation, Institute of Transportation Engineers (ITE) 9th Edition (ITE, 2012) trip generation rates are utilized as a baseline and adjusted by several factors such as existing land uses on the site, pass-by trips, internal trip capture, and non-motorized trips (biking/walking), each of which will be discussed in greater length below. The analysis calculates the AM peak hour trips, PM peak hour trips and average daily trips (ADT) projected to be generated by the proposed project land use. While traffic analysis and hence trip generation analysis typically focuses on the weekday peak hours in the AM and PM, due to the church use, Sunday trip generation is also referenced in this analysis. Trip Generation Credits for Existing Land Use Displaced by the Proposed Project This analysis calculates net new trips projected to be generated by the proposed project. For example, the proposed 29,653 square foot Lazy Acres Grocery Market will replace the existing Hope Chapel Youth Center and the occupation of Shorewood Plaza by the church as an annex/offices will replace the existing office uses in the building. Pass‐by Trip Adjustment A pass-by trip adjustment is applicable to land uses located along busy arterial roadways attracting vehicle trips already on the roadway; particularly when the roadway is experiencing peak operating conditions. For example, a motorist traveling along Pacific Coast Highway or Artesia Boulevard between work and home may stop at the proposed Lazy Acres Grocery Market. A pass-by adjustment under this example would reduce/eliminate both the inbound trip and the outbound trip from the surrounding roadway circulation 253 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 12|page system since the vehicle was already traveling on the roadway. Three sources were consulted to assist in determining appropriate pass-by rates for the proposed Lazy Acres Grocery Market. The ITE Trip Generation Handbook, 3rd Edition (ITE, August 2014) provides pass-by rates for the PM peak period, but does not provide any guidance on AM peak period or daily pass-by rates. The Los Angeles Department of Transportation (LADOT) Traffic Study Policies and Procedures (LADOT, 2013) and the San Diego Municipal Code Land Development Code Trip Generation Manual (City of San Diego, May 2003) provide general pass-by rates for certain land uses that are applicable to the AM and PM peak periods and daily trips. This analysis has used a combination of ITE and LADOT pass-by rates. ITE rates are based on national data, while Los Angeles and San Diego data is more localized in nature. Table 7 summarizes the available information regarding pass-by trips for the Supermarket land use. Table 7 Published Supermarket Pass-by Trip Percentages Source Published Pass-By Percentage for Supermarket Land Use AM Peak Hour PM Peak Hour Daily Trips Institute of Transportation Engineers1 N/A 36% N/A Los Angeles Department of Transportation2 40% 40% 40% City of San Diego3 40% 40% 40% 1: Source: ITE Trip Generation Handbook, 3rd Edition (2014), 2: Source: LADOT Traffic Study Policies and Procedures (2013) 3: Source: San Diego Municipal Code Land Development Code Trip Generation Manual (May, 2003) Based on review of the published pass-by trip percentages for the supermarket land use, a 40% pass-by discount is appropriate for the proposed Lazy Acres Grocery Market for all potential analysis scenarios (AM, PM, Daily, Sunday peak hour). Internal Trip Capture Adjustment Internal trip capture is the portion of trips generated by a multi-use development, such as a large shopping center that both begin and end within the development. Internal trip capture reduces a development’s external trip generation, because internal trips between two land uses on a single site do not use the external road system. For example, a patron may attend Sunday service at Hope Chapel and then pick up groceries at the proposed Lazy Acres before exiting the Center. As a result, multi-use developments create less demand on the external road system than single-use developments generating the same number of trips. While the interaction of the Hope Chapel and Lazy Acres Grocery Market land uses could lend itself to internal trip capture on Sundays, there is likely little to no internal trip capture opportunities for the site on weekdays. The published methodologies for calculating internal trip capture do not encompass the church land use, making it difficult to project what effect internal trip capture could have on the proposed site on Sundays. Therefore, while recognizing that internal trip capture opportunities may exist for the site, no internal trip capture reduction has been applied in this analysis. 254 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 13|page Transit/Walk Credits The City of Hermosa Beach does not have a specific policy regarding trip generation reductions to account for non-motorized trips (walking and bicycling) in an urban setting. The project site has a “walkscore” (www.walkscore.com) of 73, or “very walkable,” and there are residential uses directly to the south/east of the proposed Lazy Acres Grocery Market. It is likely that a small but not insignificant number of trips to the site will be made on foot or on bicycle. However, without a City-approved methodology for applying a transit/walk credit, this trip generation analysis conservatively assumes no reduction in vehicular trip generation due to transit, walking and bicycle trips. Table 8 shows the ITE 9th Edition trip generation rates used to calculate projected trip generation of the proposed project. Table 8 Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed Land Use (ITE Code) Weekday Sunday AM Peak Hour PM Peak Hour Daily Peak Hour of Generator Daily In Out Total In Out Total In Out Total Recreational Community Center (495), per TSF 1.35 0.70 2.05 1.34 1.40 2.74 33.82 0.83 0.65 1.48 13.6 Church (560), per TSF 0.35 0.21 0.56 0.26 0.29 0.55 9.11 5.90 6.14 12.04 36.63 General Office (710), per TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 0.09 0.07 0.16 1.06 Supermarket (850), per TSF 2.11 1.29 3.40 4.83 4.65 9.48 102.24 4.981 4.481 9.461 122.21 Supermarket Pass-By 40% Note: TSF = thousand square feet. N/A – no data available. Peak Hour of Generator = peak hour for the specific land use Regional Community Center applies to displaced Hope Chapel Youth Center land use Church applies to proposed Hope Chapel Expansion and church annex land use Source: 1 = Comparable Site Data Collection All Else: ITE Trip Generation, 9th Edition (2012) Weekday peak hour trip generation rates are provided for the peak hours of the street system as a whole, whereas Sunday trip generation rates are provided by ITE for the peak hour of the generator only. For example, ITE reports that the peak hour of trip generation for the church land use falls between 9:00 AM and 1:00 PM on Sundays, while the peak hour of trip generation for the supermarket land use falls between 12:45 PM and 1:45 PM. ITE Sunday trip generation rates for the supermarket land use is based on data from only two sites and reports only the “peak hour of generator,” i.e., the peak hour of the supermarket land use, which the ITE manual states is sometime between 1:00 PM and 5:00 PM. The Sunday peak hour of trip generation for the combined Lazy Acres Market/Hope Chapel project is projected to be between 11:00 AM and 1:00 PM, and is governed by trip generation related to the Church’s largest Sunday service. TJW collected trip generation data at the Ralph’s Supermarket located at 1644 Cloverfield Boulevard in the City of Santa Monica on two Sundays to provide local data to augment and refine the ITE trip generation data for the supermarket land use on Sundays. This site was selected as it is in a beach community with a mix of residential and 255 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 14|page commercial land uses surrounding it, and because it is a stand-alone Supermarket with its own dedicated driveways. Appendix C contains the data collected at the comparable site. Table 9 shows the net new weekday trip generation of the proposed project after accounting for displaced land uses and pass-by discounts. Table 9 Net New Weekday Trip Generation of Proposed Project Note: TSF = Thousand Square Feet As shown in Table 9, the proposed project is projected to generate approximately -1 net new weekday AM peak hour trips, 87 net new weekday PM peak hour trips and 1,010 net new weekday daily trips. This analysis assumes no trip generation reduction for the proposed project associated with nearby transit opportunities and no trip generation reduction from other forms of non-motorized transportation such as walking and biking from other nearby land uses. Table 10 shows the net new Sunday mid-day peak hour and daily trip generation of the proposed project after accounting for displaced land uses and pass-by discounts. Lazy Acres Supermarket 29.653 TSF 63 38 101 143 138 281 3,032 -25 -15 -40 -57 -55 -112 -1,213 38 23 61 86 83 169 1,819 (B) Hope Chapel Youth Center 29.653 TSF 40 21 61 40 41 81 1,003 -2 2 0 46 42 88 816 Church Main Building Expansion 24.4 TSF 8 6 14 6 7 13 222 Church Annex/Offices 15.0 TSF 5 3 8 4 4 8 137 13 9 22 10 11 21 359 (E) Shorewood Plaza 15.0 TSF 20 3 23 4 18 22 165 -7 6 -1 6 -7 -1 194 1010-9 8 -1 52 PM In PM Out PM Total 35 87 (D) Subtotal Proposed Hope Chapel (F) Net Change on Hope Chapel Sites (D) - (E) Description Size AM Proposed Lazy Acres Site Less 40% Pass-By Displaced at Hope Chapel Sites Displaced at Lazy Acres Site: (A) Subtotal Proposed Lazy Acres (C) Net Change on Lazy Acres Site (A) - (B) Proposed Hope Chapel Sites Daily TripsAM Out AM Total Total Net New Project Trip Generation (C)+(F) 256 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 15|page Table 10 Net New Sunday Trip Generation of Proposed Project Note: TSF = Thousand Square Feet As shown in Table 9, the proposed project is projected to generate approximately 598 net new Sunday mid- day trips and 3,198 net new Sunday daily trips. This analysis assumes no trip generation reduction for the proposed project associated with nearby transit opportunities and no trip generation reduction from other forms of non-motorized transportation such as walking and biking from other nearby land uses. 4.3 Project Trip Distribution Both of the proposed land uses (Lazy Acres Supermarket, Hope Chapel) are local serving land uses, with the majority of net new weekday trips projected to come to/from the residential areas within 1-2 miles of the project site. Sunday trips are projected to come from a slightly larger area, as the church, which makes up the majority of Sunday trip generation, has a larger marker area than the proposed Lazy Acres Grocery Market. Exhibit 6 shows the projected trip distribution of weekday trips, and Exhibit 7 shows the projected trip distribution of Sunday trips. 4.4 Modal Split While there are transit opportunities via nearby public transit, as well as a potential for reduced automobile traffic trip generation due to nearby residential land uses that present walking and bicycling opportunities, the traffic reducing potential of public transit, walking and bicycling have not been considered in this Proposed Lazy Acres Site Lazy Acres Supermarket 29.653 148 133 281 3,624 -59 -53 -112 -1,450 89 80 169 2,174 Displaced at Lazy Acres Site: (B) Hope Chapel Youth Center 29.653 TSF 25 19 44 403 64 61 125 1,771 Proposed Hope Chapel Sites Church Main Building Expansion 24.4 TSF 144 150 294 894 Church Annex/Offices 15.0 TSF 89 92 181 549 233 242 475 1,443 Displaced at Hope Chapel Sites (E) Shorewood Plaza 15.0 TSF 1 1 2 16 232 241 473 1,427 Mid-Day Total Daily TripsDescriptionSizeMid-Day In Mid-Day Out (D) Subtotal Proposed Hope Chapel (F) Net Change on Hope Chapel Sites (D) - (E) Less 40% Pass-By (A) Subtotal Proposed Lazy Acres (C) Net Change on Lazy Acres Site (A) - (B) 3198Total Net New Project Trip Generation (C)+(F)296 302 598 257 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 6: Forecast Weekday Trip Distribution andAM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip Distribution4356X910%15%5%20%5%20%25%15%5%5%20%Weekday AM/PM Peak Hour VolumesXX/XX5%5%5%5%10%15%5%5%5%5%7101181281215%5%5%3%7%5%258 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 7: Forecast Sunday Trip Distribution and AM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip DistributionX10%15%5%25%5%10%30%20%5%5%20%Weekday AM/PM Peak Hour VolumesXX/XX10%5%5%5%10%20%5%5%5%10%43669710118128126%2%2%4%3%7%3%6%4%3%259 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 16|page analysis since a specific reduction is difficult to quantify, and the City of Hermosa Beach does not have specific guidelines regarding trip generation reductions for transit and non-motorized transportation. 4.5 Project Trip Assignment Exhibit 8 shows the corresponding projected weekday AM/PM peak-hour trip assignment of project trips; Exhibit 9 shows the corresponding projected Sunday mid-day peak-hour trip assignment of project trips. 4.6 Related Projects Traffic CEQA guidelines require that other reasonably foreseeable development projects which are either approved or are currently being processed in the study area also be included as part of a cumulative analysis scenario. A list of related projects was compiled based on information contained in Traffic Impact Study Skechers Design Center and Office Project (LLG, Engineers, June 2016). Exhibit 10 shows the location of nearby related developments. A summary of the related projects land uses is shown in Table 11. 260 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 8: Weekday AM/PM Peak Hour Trip Assignment of Project TripsLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW0/30/3-1/8 0/21/50/20/30/30/3 0/20/20/2 5GOULD-2/101/21/41/5-2/13 2/71/56 PCH21ST STARTESIA0/31/50/2 -1/8 PCH716TH ST0/31/40/2 -1/59ARTESIA0/22/71/4-2/100/3 -1/5 PCHPROSPECT10PECKARTESIA11ARTESIA0/20/20/20/30/3 0/3 0/21/5-1/80/3 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA0/20/31-1/80/21/50/3 28TH ST0/3 0/2 SEPULVEDA8PIER0/20/20/1 -1/4 PCH14THGOULDARDMORE261 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 9: Sunday Mid-day Peak Hour Trip Assignment of Project TripsLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW151559 156015151530 153015 5GOULD3023154589 68306 PCH21ST STARTESIA154515 44 PCH716TH ST153015 309ARTESIA1576 307415 30 PCHPROSPECT10PECKARTESIA11ARTESIA1530153015 15 15605915 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA921219 11291299 928TH ST6618 6186 SEPULVEDA8PIER121812 18 PCH14THGOULDARDMORE262 Not to Scale Traffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis Exhibit 10: Related Project Map Approximate Related Project Location Legend: XX Project Location 1 2 3 5 6 7 8 9 10 11 12 13 14 17 1819 21 28 24 26 27 22 15 4 16 20 23 25 263 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 17|page Table 11 Summary of Related Projects Map# Project Name/Address Land Use Quantity 1 Clark Hotel, 1429 Hermosa Ave Hotel 30 Rooms 2 2101 Pacific Coast Highway Office 10,124 GSF 3 906 Hermosa Ave Office 8,780 GSF 4 824 1st St Office 3,000 GSF 5 Strand and Pier Hotel Hotel 100 Rooms 6 OTO Development Hotel Beach/11th Hotel 100 Rooms 7 Transpacific Fiber-Optic Cable Project Communications N/A 8 Manhattan Village Shopping Center Shopping Center 100,000 GLSF 9 1133 Artesia Blvd Grocery Store 12,000 SF 10 865 Manhattan Beach Blvd Office Deli 15,000 GSF 700 GSF 11 1000 N. Sepulveda Blvd Medical Office Pharmacy Coffee Shop Restaurant 23,050 GSF 665 GSF 1,715 GSF -5,400 GSF 12 Skechers Design Center Corporate Office General Office Retail Automotive 119,505 GSF 49,080 GSF -4,000 GLSF -5,340 GLSF 13 Gelsons 707 N. Sepulveda Blvd Supermarket Restaurant Bank Automotive care 27,500 GSF 52 Seats 7,000 GSF -31,720 GSF 14 1800 Manhattan Beach Blvd Office 3,000 GSF 15 2205 N Sepulveda Blvd Office 4,700 GSF 16 1762 Manhattan Beach Blvd Medical Office 1,800 GSF 17 1101 Aviation Blvd Medical Office 5,000 GSF 18 1129 N Sepulveda Blvd Retail 2,000 GLSF 19 1100 Manhattan Beach Blvd Retail 13,000 GLSF 20 Raytheon South Campus Phase 1 Office Light Industrial Warehouse Retail 1,751,921 GSF 73,577 GSF 168,000 GSF 148,960 GLSF 21 750 S Douglas St Industrial 4,986 GSF 22 500 S Douglas St Office 80,042 GSF 23 2171-2191 Rosecrans Restaurant 5,375 GSF 24 2012 Artesia Blvd Indoor Pool 16,900 GSF 25 2516-2520 Nelson Ave Condominiums 9 DU 26 2430 Marine Ave Hotel 121 Rooms 27 South Bay Galleria Retail Hotel Residential 217,864 GLSF 150 Rooms 650 DU 28 Redondo Beach Waterfront Redevelopment Retail Movie Theater Quality Restaurant High-Turnover Restaurant Hotel Office 65,995 GLSF 700 Seats 82,906 GSF -94 GSF 130 Rooms -11,174 GSF Source: Traffic Impact Study Skechers Design Center and Office Project (LLG, Engineers, June 2016) Note: GSF = Gross Square Feet, GLSF = Gross Leasable Square Feet, Du = Dwelling Units 264 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 18|page 5.0 Existing Plus Project Conditions Existing plus project conditions analysis is intended to identify the project-related impacts on the existing a circulation system by comparing existing plus project conditions to existing conditions. 5.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for the existing plus project scenario are consistent with those previously shown in Exhibit 3. 5.2 EXISTING PLUS PROJECT TRAFFIC VOLUMES Existing plus project volumes include existing traffic volumes, plus the addition of project generated trips. Existing Plus Project Volumes = Existing (2016) Counts + Project Traffic Exhibit 11 shows existing plus project weekday AM/PM peak hour volumes at the study intersections; Exhibit 12 shows the Sunday mid-day peak hour volumes at the study intersections. 5.3 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS Existing plus project conditions weekday AM and PM peak hour intersection analysis is shown in Table 12 and existing plus project conditions Sunday mid-day peak hour analysis is shown in Table 13. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. ICU and HCM analysis sheets are provided in Appendix D. 265 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 11: Existing Plus Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW11/1325/1410/1847/2618/1715/4247/20962/240611/13 21/233039/13437/2655/69108/7715/7164/3393/5239/4243/35979/229565/27 17/282903/137020/24 5GOULD92/67361/41469/53593/276507/350283/273174/494706/189345/66 154/2652301/100047/456 PCH21ST STARTESIA53/2484/4713/1363/4192/5675/3320/74898/207914/78 33/252477/125342/31 PCH716TH ST79/1700/052/11225/40/029/277/4814/1888159/273 30/212310/103170/899ARTESIA42/35657/1079117/12383/381149/706125/16727/5049/9744/24 224/5376/40178/103 PCHPROSPECT10PECKARTESIA11ARTESIA145/83699/109624/8496/491175/84926/6281/5124/44111/89 10/8119/34150/58 99/72836/1181157/921273/91774/15256/95 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA128TH STSEPULVEDA8PIERPCH14TH28/24322/35848/57143/123348/32118/2762/7961/2218/12 31/32266/17677/58 247/191186/2863/200/4810/1847126/144 9/132246/975329/331 171/156537/77855/130134/139794/580179/289101/241620/1018254/112 146/1621273/691188/129 21/3446/282/2055/1972/1822/216/481108/255740/9 18/163089/14837/2 GOULDARDMORE266 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 12: Existing Plus Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site213465789101112AVIATION12ARTESIAFORD32ND ST4LONGFELLOW332391162141310 1517342442253335342912137562 23161024 5GOULD90303633723933702831013105 2151185846 PCH21ST STARTESIA38181525352536136969 22141239 PCH716TH ST1111821201061177174 61277659ARTESIA667251032195887424479 5918131 PROSPECT10PECKARTESIA11ARTESIA61884502389036922650 31052 308044598811877 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA8PIERPCH14THPCH128TH STSEPULVEDA241719116127514177166645203 14465299 2622802441103184 51134325 2636438954302745587 34121572262037122641142821 8164610 GOULDARDMORE267 TJW Engineering, Inc. GFH16001 Lazy Acres‐Hope Chapel TIA 19|page Table 12 Intersection Analysis – Existing Plus Project Weekday AM/PM Peak Hour Intersection Weekday AM Peak Hour Weekday PM Peak Hour Significant Impact? Existing Existing Plus Project Change in V/C or (Delay/ Traffic Change %) Existing Existing Plus Project Change in V/C or (Delay/ Traffic Change %) V/C (Delay) ‐ LOS V/C (Delay) – LOS V/C (Delay) – LOS V/C (Delay) ‐ LOS Ardmore Ave/Gould Ave (39.0) – E (38.9) – E (‐0.1 / 0.0%) (48.4) – E (51.7) – F (3.3 / 1.2%) No Sepulveda Blvd/8th St 0.821 – D 0.821 – D 0.000 0.700 – B 0.700 – B 0.000 No Sepulveda Blvd/ 2nd St 0.868 – D 0.868 – D 0.000 0.712 – C 0.717 – C 0.005 No Sepulveda Blvd/Longfellow Ave 0.814 – D 0.814 – D 0.000 0.668 – B 0.675 – B 0.007 No Pacific Coast Highway/Artesia Blvd‐ Gould 1.006 – F 1.008 – F 0.002 0.769 – C 0.777 – C 0.008 No Pacific Coast Highway/21st Street 0.813 – D 0.813 – D 0.000 0.662 – B 0.665 – B 0.003 No Pacific Coast Highway/16th Street 0.675 – B 0.675 – B 0.000 0.672 – B 0.675 – B 0.003 No Pacific Coast Hwy/Pier Ave‐14th 0.658 – B 0.6587– B ‐0.001 0.707 – C 0.709 – C 0.002 No Prospect Ave/Artesia Blvd 0.699 – B 0.698 – B ‐0.001 0.743 – C 0.751 – C 0.008 No Meadows Ave/Artesia Blvd 0.690 – B 0.690 – B 0.000 0.620 – B 0.623 – B 0.003 No Ford Ave‐Peck Ave/Artesia Blvd 0.813 – D 0.813 – D 0.000 0.600 – A 0.603 – B 0.003 No Aviation Blvd/Artesia Blvd 1.003 – F 1.003 – F 0.000 0.957 – E 0.957 – E 0.000 No Note: V/C = volume‐to‐capacity ratio. As shown in Table 12, the study intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for existing plus project conditions with the exception of the following three intersections. Some study intersections show a slightly better V/C ratio or delay for existing plus project conditions since the net new weekday AM peak hour trip generation for the project is negative (‐9 inbound trips, +8 outbound trips, and ‐1 total trips).  Ardmore Avenue/Gould Avenue (LOS E AM, LOS F PM);  Pacific Coast Highway/Artesia Blvd‐Gould Ave (LOS F AM);  Aviation Boulevard/Artesia Boulevard (LOS F AM, LOS E PM). 268 TJW Engineering, Inc. GFH16001 Lazy Acres‐Hope Chapel TIA 20|page Table 13 Intersection Analysis – Existing Plus Project Sunday Mid‐day Peak Hour Intersection Sunday Mid‐day Peak Hour Significant Impact? Existing Existing Plus Project Change in V/C or (Delay/ Traffic Change %) V/C (Delay) ‐ LOS V/C (Delay) – LOS Ardmore Ave/Gould Ave (21.4) – C (23.7) – C (2.3 / 4.8%) No Sepulveda Blvd/8th St 0.505 – A 0.518 – A 0.013 No Sepulveda Blvd/ 2nd Street 0.508 – A 0.517 – A 0.009 No Sepulveda Blvd/Longfellow Ave 0.458 – A 0.494 – A 0.036 No Pacific Coast Hwy/Artesia Blvd‐Gould 0.618 – B 0.688 – B 0.070 No Pacific Coast Highway/21st Street 0.479 – A 0.501 – A 0.022 No Pacific Coast Highway/16th Street 0.453 – A 0.469 – A 0.016 No Pacific Coast Highway/Pier Ave‐14th St 0.577 – A 0.587 – A 0.010 No Prospect Ave/Artesia Blvd 0.572 – A 0.632 – B 0.060 No Meadows Ave/Artesia Blvd 0.526 – A 0.563 – A 0.037 No Ford Ave‐Peck Ave/Artesia Blvd 0.502 – A 0.522 – A 0.020 No Aviation Blvd/Artesia Blvd 0.791 – C 0.803 – D 0.012 No Note: V/C = volume‐to‐capacity ratio. Delay shown in seconds. As shown in Table 13, the intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid‐day peak hour for existing plus project conditions. Based on the thresholds of significance for existing plus project conditions previously discussed in section 2.5, the addition of project‐generated trips is not projected to have a significant direct impact at any of the study intersections. 5.4 EXISTING PLUS PROJECT CONDITIONS RECOMMENDED IMPROVEMENTS Since the addition of project‐generated trips is projected to not have a significant direct impact on any of the study facilities, no improvements are recommended for existing plus project conditions. 269 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 21|page 6.0 Project Opening Year Without Project Conditions Project opening year without project conditions analysis is intended to set the baseline condition for determining project-related cumulative impacts on the planned near-term circulation system. 6.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for the project opening year without project scenario are consistent with those previously shown in Exhibit 3. 6.2 PROJECT OPENING YEAR WITHOUT PROJECT TRAFFIC VOLUMES Project opening year without project volumes include background traffic plus the addition of the traffic projected to be generated by developments in the vicinity of the proposed project which are in various stages of planning, entitlement and construction. Since the proposed project is expected to be built and generating trips in 2018, project opening year without project volumes include an ambient growth rate of 1% per year for two years, applied to existing volumes. Project Opening Year Without Project Volumes = (Existing (2016) Counts * 1.01^2) + Related Projects Traffic The related projects were previously discussed in Section 4.6 Related Projects Traffic. Exhibit 13 shows project opening year without project weekday AM/PM peak hour volumes at the study intersections; Exhibit 14 shows project opening year without project Sunday mid-day peak hour volumes at the study intersections. 6.3 PROJECT OPENING YEAR WITHOUT PROJECT LEVEL OF SERVICE ANALYSIS Project opening year without project conditions weekday AM and PM peak hour intersection analysis is shown in Table 14, and project opening year without project Sunday mid-day peak hour analysis is shown in Table 15. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. ICU and HCM analysis sheets are provided in Appendix D. 270 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 13: Project Opening Year Without Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW11/1328/1410/1549/2818/1715/4760/161161/274911/13 32/203306/16247/2458/71110/7919/7270/3898/5640/4049/421219/256568/30 17/273133/169922/30 5GOULD103/83389/45770/54703/334544/392349/380216/599815/217651/91 199/3792526/116247/416 PCH21ST STARTESIA55/2186/4813/1370/6594/5777/3425/951067/245414/78 34/262750/151943/32 PCH716TH ST81/1700/053/11426/40/030/287/4981/2260162/276 31/212580/129671/919ARTESIA43/34762/1350119/12685/391365/926134/19333/6852/10545/21 234/7478/41192/107 PCHPROSPECT10PECKARTESIA11ARTESIA148/83815/140426/90118/821392/109727/6397/9024/45113/88 10/8121/35156/62 101/71956/1494160/941496/116675/15557/94 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA205/244633/103256/133137/142960/785183/295103/246632/1038322/184 149/1651299/705192/132 8PIER271/215202/3103/200/4957/2196150/171 9/1324971219355/355 PCH14TH137/25356/41452/69147/128387/38118/3164/8165/2338/12 32/33279/18681/6928TH ST40/5653/365/2057/2082/2722/217/501363/286243/11 7/163292/176753/35 SEPULVEDAGOULDARDMORE271 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEFORDExhibit 14: Project Opening Year Without Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site32ND ST4LONGFELLOW3389112148110 01808943261836351412147263 817129 5GOULD102308693764163472181103117 2341209606 PCH21ST STARTESIA23181526362637144155 22148540 PCH716TH ST1081841201061250172 61352669ARTESIA52727742196789434565 6018103 PCHPROSPECT10PECKARTESIA11ARTESIA47931412393737942736 31043 1582446101312063 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA213465789101112AVIATION12ARTESIA257752118130543181169658218 147665101 127374391034391852597 261235828TH ST2261438122042153821 817614 SEPULVEDA8PIER2752862441167195 51198332 PCH14THGOULDARDMORE272 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 22|page Table 14 Intersection Analysis – Project Opening Year Without Project Weekday Conditions Intersection AM Peak Hour PM Peak Hour V/C (Delay) - LOS V/C (Delay) - LOS Ardmore Ave/Gould Ave (55.3) – F (74.4) – F Sepulveda Blvd/8th Street 0.883 – D 0.804 – D Sepulveda Blvd/ 2nd Street 0.928 – E 0.779 – C Sepulveda Blvd/Longfellow Ave 0.882 – D 0.747 – B Pacific Coast Highway/Artesia Blvd-Gould 1.130 – F 0.890 – D Pacific Coast Highway/21st Street 0.881 – D 0.758 – C Pacific Coast Highway/16th Street 0.733 – C 0.754 – C Pacific Coast Highway/Pier Ave-14th St 0.718 – C 0.804 – D Prospect Ave/Artesia Blvd 0.780 – C 0.870 – D Meadows Ave/Artesia Blvd 0.763 – C 0.722 – C Ford Ave-Peck Ave/Artesia Blvd 0.904 – E 0.728 – C Aviation Blvd/Artesia Blvd 1.088 – F 1.071 – F Note: V/C = volume-to-capacity ratio. Delay shown in seconds As shown in Table 14, the intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for project opening year without project conditions with the exception of the following intersections: • Ardmore Avenue/Gould Avenue (LOS F, AM and PM peak hour) • Sepulveda Boulevard/2nd Street (LOS E AM peak hour); • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Ford Avenue-Peck Avenue/Artesia Boulevard (LOS E AM peak hour); and • Aviation Boulevard/Artesia Boulevard (LOS F AM and PM peak hour). 273 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 23|page Table 15 Intersection Analysis – Project Opening Year Without Project Sunday Conditions Intersection Mid-day Peak Hour V/C (Delay) - LOS Ardmore Avenue/Gould Avenue (26.4) – D Sepulveda Blvd/8th Street 0.534 – A Sepulveda Blvd/ 2nd Street 0.537 – A Sepulveda Blvd/Longfellow Ave 0.486 – A Pacific Coast Highway/Artesia Blvd-Gould 0.666 – B Pacific Coast Highway/21st Street 0.505 – A Pacific Coast Highway/16th Street 0.483 – A Pacific Coast Highway/Pier Ave-14th Street 0.610 – B Prospect Ave/Artesia Blvd 0.601 – B Meadows Ave/Artesia Blvd 0.555 – A Ford Ave-Peck Ave/Artesia Blvd 0.532 – A Aviation Blvd/Artesia Blvd 0.830 – D Note: V/C = volume-to-capacity ratio. As shown in Table 15, the intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour for project opening year without project conditions. 274 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 24|page 7.0 Project Opening Year with Project Conditions Project opening year with project conditions analysis is intended to identify project-related cumulative impacts on the planned near-term circulation system. 7.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for the project opening year with project scenario are consistent with those previously shown in Exhibit 3. 7.2 PROJECT OPENING YEAR WITH PROJECT TRAFFIC VOLUMES Project opening year with project volumes include background traffic plus the addition of the traffic projected to be generated by developments in the vicinity of the proposed project which are in various stages of planning, entitlement and construction, plus project generated trips. Since the proposed project is expected to be built and generating trips in 2018, project opening year with project volumes include an ambient growth rate of 1% per year for two years, applied to existing volumes. Project Opening Year with Project Volumes = (Existing (2016) Counts * 1.01^2) + Related Projects Traffic + Proposed Project Trips The related projects were previously discussed in Section 4.6 Related Projects Traffic. Exhibit 15 shows project opening year with project weekday AM/PM peak hour volumes at the study intersections; Exhibit 16 shows project opening year with project Sunday mid-day peak hour volumes at the study intersections. 7.3 PROJECT OPENING YEAR WITH PROJECT LEVEL OF SERVICE ANALYSIS Project opening year with project conditions weekday AM and PM peak hour intersection analysis is shown in Table 16, and project opening year without project Sunday mid-day peak hour analysis is shown in Table 17. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. ICU and HCM analysis sheets are provided in Appendix D. 275 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 15: Project Opening Year With Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site213465789101112AVIATION12ARTESIAFORD32ND ST4LONGFELLOW11/1328/1410/1849/2818/1715/5060/161160/275711/13 32/223307/16297/2658/71110/7919/7570/3898/5640/4349/421219/256868/30 17/293133/170122/32 5GOULD103/83387/46770/54704/336545/396350/385214/612815/217651/91 199/3792528/116948/466 PCH21ST STARTESIA55/2486/4813/1370/6594/5777/3425/951068/245914/80 34/262749/152743/32 PCH716TH ST81/1730/053/11426/40/030/287/4982/2264162/278 31/212579/130171/919ARTESIA43/36764/1357120/13085/391363/936134/19333/6852/10545/24 234/7478/41191/112 PCHPROSPECT10PECKARTESIA11ARTESIA148/85815/140626/92118/821392/110027/6397/9024/45113/91 10/8121/35156/65 101/73957/1499160/941495/117475/15557/97 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA8PIERPCH14TH128TH STSEPULVEDA205/244633/103456/133137/142960/788183/295103/246632/1038322/184 149/1651299/705192/132 271/217202/3103/200/4958/2198150/172 9/1324961223355/355 37/25355/42252/69147/130388/38618/3164/8465/2338/12 32/33279/18681/6940/5653/365/2057/2082/2722/217/501363/286543/11 7/163292/176953/35 GOULDARDMORE276 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPCHLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD A V E PIER AVE14TH ST8TH STPCH ARDMO R E A V E AVIATION BLVDGOULD AVEExhibit 16: Project Opening Year With Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site213465789101112AVIATION12ARTESIAFORD32ND ST4LONGFELLOW332391162154010 1518682443263336352912150263 23174224 5GOULD102338693994313923071103117 2341277906 PCH21ST STARTESIA38181526362637148670 22152940 PCH716TH ST1231841201061280187 61382669ARTESIA6780310421104189434580 6018133 PCHPROSPECT10PECKARTESIA11ARTESIA62961562396737942751 31058 3088446107212078 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA1GOULDARDMORE28TH STSEPULVEDA8PIERPCH14TH266773118130564181169658227 147665101 27386391124512761597 35123582262038122642155621 14177910 2872862441185207 51216332 277 TJW Engineering, Inc. TEMP 25|page Table 16 Intersection Analysis – Project Opening Year With Project Weekday Conditions Intersection Weekday AM Peak Hour Weekday PM Peak Hour Significant Impact? 2018 No Project 2018 With Project Change in V/C or (Delay Traffic Change % 2018 No Project 2018 With Project Change in V/C or (Delay Traffic Change % V/C - LOS V/C – LOS V/C – LOS V/C – LOS Ardmore Ave/Gould Ave (55.3) – F (54.9) – F (-0.4 / 0.0%) (74.4) – F (78.6 – F) (4.2 / 1.1%) No Sepulveda Blvd/8th Street 0.883 – D 0.883 – D 0.000 0.804 – D 0.804 – D 0.000 No Sepulveda Blvd/ 2nd Street 0.928 – E 0.928 – E 0.000 0.779 – C 0.784 – C 0.005 No Sepulveda Blvd/Longfellow Ave 0.882 – D 0.882 – D 0.000 0.747 – B 0.753 – B 0.006 No Pacific Coast Highway/Artesia Blvd-Gould 1.130 – F 1.131 – F 0.001 0.890 – D 0.898 – D 0.008 No Pacific Coast Highway/21st Street 0.881 – D 0.880 – D -0.001 0.758 – C 0.761 – C 0.003 No Pacific Coast Highway/16th Street 0.733 – C 0.733 – C 0.000 0.754 – C 0.756 – C 0.002 No Pacific Coast Highway/Pier Ave- 14th St 0.718 – C 0.718 – C 0.000 0.804 – D 0.805 – D 0.001 No Prospect Ave/Artesia Blvd 0.780 – C 0.779 – C -0.001 0.870 – D 0.879 – D 0.009 No Meadows Ave/Artesia Blvd 0.763 – C 0.763 – C 0.000 0.722 – C 0.726 – C 0.004 No Ford Ave-Peck Ave/Artesia Blvd 0.904 – E 0.904 – E 0.000 0.728 – C 0.731 – C 0.003 No Aviation Blvd/Artesia Blvd 1.088 – F 1.088 – F 0.000 1.071 – F 1.072 – F 0.001 No Note: V/C = volume-to-capacity ratio. As shown in Table 16, the intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for project opening year with project conditions with the exception of the following intersections, which are projected to operate at LOS E or F: • Ardmore Avenue/Gould Avenue (LOS F AM and PM peak hour) • Sepulveda Boulevard/2nd Street (LOS E AM peak hour); • Pacific Coast Highway/Artesia Boulevard-Gould Avenue (LOS F AM peak hour); • Ford Avenue-Peck Avenue/Artesia Boulevard (LOS E AM peak hour); and • Aviation Boulevard/Artesia Boulevard (LOS F AM and PM peak hour). 278 TJW Engineering, Inc. TEMP 26|page Table 17 Intersection Analysis – Project Opening Year With Project Sunday Conditions Intersection Sunday Mid-day Peak Hour Significant Impact? 2018 No Project 2018 With Project Change in V/C or (Delay/ Traffic Change %) V/C - LOS V/C – LOS Ardmore Ave/Gould Ave (26.4) – D (30.7) – D (4.3/ 4.5%) No Sepulveda Blvd/8th Street 0.534 – A 0.547 – A 0.013 No Sepulveda Blvd/ 2nd Street 0.537 – A 0.546 – A 0.009 No Sepulveda Blvd/Longfellow Ave 0.486 – A 0.522 – A 0.036 No Pacific Coast Highway/Artesia Blvd- Gould 0.666 – B 0.736 – C 0.070 No Pacific Coast Highway/21st Street 0.505 – A 0.527 – A 0.022 No Pacific Coast Highway/16th Street 0.483 – A 0.499 – A 0.016 No Pacific Coast Highway/Pier Ave-14th St 0.610 – B 0.629 – B 0.010 No Prospect Ave/Artesia Blvd 0.601 – B 0.662 – B 0.061 No Meadows Ave/Artesia Blvd 0.555 – A 0.592 – A 0.037 No Ford Ave-Peck Ave/Artesia Blvd 0.532 – A 0.560 – A 0.028 No Aviation Blvd/Artesia Blvd 0.830 – D 0.842 – D 0.012 No Note: V/C = volume-to-capacity ratio. As shown in Table 17, the intersections are projected to continue to operate at an acceptable LOS (LOS D or better) during the Sunday mid-day peak hour for project opening year with project. Based on the thresholds of significance for project opening year with project conditions previously discussed in section 2.5, the addition of project-generated trips is not projected to have a significant cumulative impact at any of the study intersections. 7.4 PROJECT OPENING YEAR WITH PROJECT RECOMMENDED IMPROVEMENTS Since the addition of project generated trips is projected to not have a significant cumulative impact on any of the study facilities, no improvements are recommended for project opening year with project conditions. 279 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 27|page 8.0 State Highway (Caltrans) Analysis Supplemental analysis has been prepared based on the latest edition of the Highway Capacity Manual8 (HCM 2010) operational analysis methodology based on the California Department of Transportation’s (Caltrans) Guide for the Preparation of Traffic Impact Studies (Caltrans, December 2002). Caltrans facilities in the study area include Sepulveda Boulevard and Pacific Coast Highway; the closest freeway facility is I- 405, approximately 2.25 miles northeast of the project site as the crow flies. Caltrans typically requires freeway analysis when a proposed project is expected to add 50 or more peak hour trips in either direction on a freeway mainline segment during either the weekday AM or weekday PM peak hour. The proposed project at is not protected to generate 50 or more vehicle trips, during either the weekday AM or PM peak hours, at any freeway mainline location. Therefore, the proposed project does not meet the threshold for preparing Caltrans freeway mainline analysis. However, the proposed project will contribute traffic along Sepulveda Boulevard which operates under joint jurisdiction with Caltrans and the City of Manhattan Beach, and Pacific Coast Highway which operates under joint jurisdiction with Caltrans and the City of Hermosa Beach. Study intersection on Sepulveda Boulevard and Pacific Coast Highway analyzed as part of the traffic analysis for the Cities of Hermosa Beach and Manhattan Beach, have been analyzed in this section based on Caltrans’ intersection operation methodology (HCM 2010), for the weekday AM peak hour, weekday PM peak hour, and Sunday Mid-day peak hour. The following seven study intersections are jointly operated by Caltrans and either the City of Manhattan Beach or the City of Hermosa Beach: • Sepulveda Boulevard/8th Street • Sepulveda Boulevard/2nd Street • Sepulveda Boulevard-PCH/Longfellow Avenue-Longfellow Drive • Sepulveda Boulevard-PCH/Gould Avenue-Artesia Boulevard • Pacific Coast Highway/21st Street • Pacific Coast Highway/16th Street • Pacific Coast Highway/Pier Avenue-14th Street According to the Caltrans Guide for the Preparation of Traffic Impact Studies, the LOS for operating State Highway facilities is based upon measures of effectiveness (MOEs). For state-controlled signalized study intersections, the MOE is determined based on control delay in seconds per vehicle (sec/veh). Caltrans “endeavors to maintain a target LOS at the transition between LOS C and LOS D on State Highway facilities”; however, the guidelines do not require that LOS D be maintained in all instances. Caltrans acknowledges that maintaining LOS D may not always be feasible, and that in some cases facilities are already operating at LOS E or LOS F. If an existing State Highway facility is operating at less than the appropriate target LOS, the existing MOE should be maintained. For this analysis, LOS D is the target level of service standard and will be utilized to assess the project impacts at the Caltrans study intersections. 280 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 28|page 8.1 CALTRANS INTERSECTION ANALYSIS METHODOLOGY The Highway Capacity Manual (HCM) 2010 (Transportation Research Board, 2010) methodology expresses the LOS of an intersection in terms of delay time for the intersection approaches. The HCM methodology utilizes different procedures for different types of intersection control. Caltrans traffic study guidelines require signalized intersection operations be analyzed utilizing the HCM 2010 methodology. Intersection LOS for signalized intersections is based on the intersections average control delay for all movements at the intersection during the peak hour. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Table 18 describes the general characteristics of traffic flow and accompanying delay ranges at signalized intersections. Table 18 HCM – LOS & Delay Ranges – Signalized Intersections LEVEL OF SERVICE DESCRIPTION DELAY (in seconds) A Very favorable progression; most vehicles arrive during green signal and do not stop. Short cycle lengths. 0 – 10.00 B Good progression, short cycle lengths. More vehicles stop than for LOS A. 10.01 – 20.00 C Fair progression; longer cycle lengths. Individual cycle failures may begin to appear. The number of vehicles stopping is significant, though many vehicles still pass through without stopping. 20.01 – 35.00 D Progression less favorable, longer cycle length and high flow/capacity ratio. The proportion of vehicles that pass through without stopping diminishes. Individual cycle failures are obvious. 35.01 – 55.00 E Severe congestion with some long standing queues on critical approaches. Poor progression, long cycle lengths and high flow/capacity ratio. Individual cycle failures are frequent. 55.01 – 80.00 F Very poor progression, long cycle lengths and many individual cycle failures. Arrival flow rates exceed capacity of intersection. > 80.01 Source: Transportation Research Board, Highway Capacity Manual, HCM2010 Edition (Washington D.C., 2010). Caltrans intersections were analyzed using Synchro 9 traffic analysis software. A Synchro network was created based on existing field review of the Caltrans study intersections. Specifics such as lane configurations, turn pocket storage lengths, posted speed limits, traffic signal phasing, and traffic volumes were input into the network. 8.3 CALTRANS INTERSECTION LEVEL OF SERVICE ANALYSIS Existing plus project conditions weekday AM and PM peak hour intersection analysis is shown in Table 12 and existing plus project conditions Sunday mid-day peak hour analysis is shown in Table 13. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. HCM analysis sheets are provided in Appendix E. 281 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 29|page Table 19 Caltrans Intersection Analysis Intersection Peak Hour Existing Existing Plus Project Change in Delay – Impact? Project Opening Year Without Project Project Opening Year With Project Change in Delay – Impact? Delay – LOS Delay – LOS Delay – LOS Delay – LOS Sepulveda Blvd/ 8th Street Weekday AM Weekday PM Sunday Mid-day 3.8 – A 9.7 – A 8.6 – A 3.8 – A 9.7 – A 9.0 – A 0.0 – No 0.0 – No 0.4 – No 6.0 – A 16.9 – B 8.8 – A 6.0 – A 16.9 – B 9.2 – A 0.0 – No 0.0 – No 0.4 – No Sepulveda Blvd/ 2nd Street Weekday AM Weekday PM Sunday Mid-day 7.3 – A 8.7 – A 6.4 – A 7.3 – A 8.8 – A 6.7 – A 0.0 – No 0.1 – No 0.3 – No 13.4 – B 8.9 – A 3.1 – A 13.4 – A 8.9 – A 3.4 – A 0.0 – No 0.0 – No 0.3 – No Sepulveda Blvd/ Longfellow Ave Weekday AM Weekday PM Sunday Mid-day 5.6 – A 3.4 – A 5.2 – A 5.6 – A 3.5 – A 2.0 – A 0.0 – No 0.1 – No -3.2 – No 7.0 – A 5.6 – A 1.1 – A 7.0 – A 5.7 – A 2.0 – A 0.0 – No 0.1 – No 0.9 – No Pacific Coast Hwy/ Artesia Blvd- Gould Weekday AM Weekday PM Sunday Mid-day 48.9 – D 20.2 – C 30.5 – C 49.2 – D 20.5 – C 32.2 – C 0.3 – No 0.3 – No 1.7 – No 66.9 – E 25.7 – C 31.8 – C 67.2 – E 26.2 – C 33.8 – C 0.3 – No 0.5 – No 2.0 – No Pacific Coast Hwy/ 21st Street Weekday AM Weekday PM Sunday Mid-day 5.3 – A 3.0 – A 2.1 – A 5.3 – A 3.0 – A 2.2 – A 0.0 – No 0.0 – No 0.1 – No 5.2 – A 2.8 – A 2.0 – A 5.2 – A 2.9 – A 2.1 – A 0.0 – No 0.1 – No 0.1 – No Pacific Coast Hwy/ 16th Street Weekday AM Weekday PM Sunday Mid-day 17.5 – B 32.4 – C 14.3 – B 17.5 – B 32.4 – C 14.4 – B 0.0 – No 0.0 – No 0.1 – No 22.1 – C 37.4 – D 16.8 – B 22.0 – C 39.9 – D 16.9 – B -0.1 – No 2.5 – No 0.1 – No Pacific Coast Hwy/ Pier Avenue-14th Street Weekday AM Weekday PM Sunday Mid-day 19.9 – B 20.3 – C 23.0 – C 19.9 – B 20.3 – C 23.1 – C 0.0 – No 0.0 – No 0.1 – No 20.6 – C 36.0 – D 24.0 – C 20.6 – C 36.0 – D 24.1 – C 0.0 – No 0.0 – No 0.1 – No Note: Delay shown in seconds. As shown in Table 19 , the Caltrans intersections are projected to operate at an acceptable LOS (LOS D or better) during the weekday AM and PM peak hours and the Sunday Mid-day peak hour for all scenarios with the exception of the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection which is projected to operate at LOS E during the weekday AM peak hour for Project Opening Year Without and With Project conditions. Based on Caltrans thresholds of significance to maintain LOS D or better for intersections operating at LOS D or better, and to maintain the measure of effectiveness for intersection operating at LOS E or F, the addition of project generated trips is projected to not have a significant impact at any of the Caltrans study intersections since the proposed project maintains the projected LOS E operation at the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection during the AM peak hour. The proposed project is projected to remove 1 trip from the intersection during the weekday AM peak hour. 282 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 30|page 9.0 Transportation Demand Management Chapter 17.48 of the City of Hermosa Beach Municipal Code (Trip Reduction and Travel Management) requires development projects to enact transportation demand management (TDM) and trip reduction measures which are aimed at reducing vehicular traffic to and parking at a project site. The goal of TDM is to decrease the number of single occupant vehicle (SOV) trips to/from a site by offering incentives and infrastructure that encourage alternative means of transportation such as carpooling/vanpooling, walking, bicycling, transit and ridesharing. The following measures should be considered for implementation to reduce vehicle trips to the project site. It should be noted that these potential TDM strategies are being offered for informational purposes only. Since the exact trip reducing potential of these measures cannot be measured in advance, and the specific measures the project may enact have not been determined at this time, no formal trip reductions were incorporated into the traffic analysis. 1) TDM Bulletin Board – Both the proposed Lazy Acres and Hope Chapel could provide a bulletin board, display case or kiosk displaying transportation information located where the greatest number of employees/congregants are likely to see it. Information in the area could include the following: • Transit maps, routes and schedules, for routes serving the site. • Contact information for ridesharing agencies, transit agencies, and other transit related information. • Bicycle route and facility information, including regional/local bicycle maps and bicycle safety information. 2) Bicycle racks or other secure bicycle parking such as bicycle lockers could be provided to accommodate both employee and customer bicycling parking at the proposed Lazy Acres, as well as at the hope Chapel to encourage congregants to bicycle to the site. Bicycle racks should be up to current planning ‘best practice’ standards, with the ability for bicyclists to lock their bike to the rack in two places. Long-term bicycle parking should be located indoors such that long-term parking (employees) and short-term parkers (customers) can be accommodated. Bicycle parking may mean bicycle racks, a locked cage, or other similar parking area. 3) Employee Walking/Bicycling Incentive. Lazy Acres could offer a program that each time an employee walks or bicycle to work they are get one entry into a monthly raffle for a prize such as a gift card to a local business. This program could be expanded to carpoolers as well. 283 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 31|page 10.0 Los Angeles Congestion Management Program Analysis According to the CMP (Los Angeles County Metropolitan Transportation Authority, July 2010), those proposed projects, which meet the following criteria, shall be evaluated: • All CMP arterial monitoring intersections, including monitored freeway on or off-ramp intersections, where the proposed project will add 50 or more trips during either the AM or PM weekday peak hours (of adjacent street traffic). • Mainline freeway monitoring locations where the project will add 150 or more trips, in either direction, during either the AM or PM weekday peak hours. No CMP monitored intersections are projected to receive 50 or more project-generated trips during either the weekday AM peak hour or the PM peak hour as shown in Exhibit 8. Since the project is projected to generate approximately -1 net new weekday AM peak hour trips and approximately 87 net new weekday PM peak hour trips, no CMP mainline freeway monitoring location is projected to receive 150 or more project-generated trips during either the AM peak hour or the PM peak hour. Therefore, the proposed project is projected to have no significant CMP traffic impacts. CMP Transit Impacts The following transit services are available in the vicinity of the proposed project site: LAMTA Route 130 travels between Norwalk and Redondo Beach with notable stops at Los Cerritos Center, Cerritos College, the Artesia Blue Line Station, CSU Dominguez Hills, the Harbor Gateway Transit Center and the South Bay Galleria. Route 130 provides weekday service between 5:00 AM and 9:00 PM with headways of approximately 20-50 minutes throughout the day and weekend service between 8:00 AM and 8:00 PM with headways of approximately 60 minutes. There are bus stops for Route 130 at the southeast corner and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection. LAMTA Route 232 travels between El Segundo and Wilmington with notable stops at the LAX City Bus Center, Plaza El Segundo, Kings Harbor, Pacific Coast Highway Station, LA Harbor College and Downtown Long Beach. Route 232 provides weekday service between 4:00 AM and 10:00 PM with headways of approximately 10-30 minutes throughout the day and weekend service between 4:00 AM and 10:00 PM with headways of approximately 20-30 minutes. There are bus stops for Route 130 at the northeast corner and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection. Detailed transit information is contained in Appendix B. The proposed project is projected to generate approximately 1010 net new weekday daily trips, which include approximately -1 net new weekday AM peak hour trips and approximately 88 net new weekday PM peak hour trips. In accordance with CMP guidelines, person trips can be estimated using a 1.4 factor to convert total vehicle trips to person trips, which results in a total of approximately -1 weekday AM peak hour person trips, approximately 123 weekday PM peak hour person trips, and approximately 1,414 weekday daily person trips generated by the project. Based on CMP guidelines for determining trips assigned to transit, the following factor applicable to the proposed project it utilized: 284 TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 32|page • 3.5 percent of total person trips. Table 20 shows the calculation of project-generated transit trips, utilizing CMP guidelines. Table 20 Lazy Acres/Hope Chapel Project – Transit Trip Generation Weekday AM Peak Hour Trips Weekday PM Peak Hour Trips Weekday Daily Trips Proposed Project Vehicle Trip Generation -1 87 1,010 Person Trips Conversion Factor 1.4 1.4 1.4 Proposed Project Person Trips -1 123 1,414 Transit Trip Conversion Factor 3.5% 3.5% 3.5% Proposed Project Transit Trip Generation 0 4 49 As shown in Table 20, based on the CMP guidelines, and the proximity of the various project land uses in relation to available transit in the project vicinity, the proposed project is projected to generate approximately 0 weekday AM peak hour transit trips, approximately 4 weekday PM peak hour transit trips, and approximately 49 weekday daily transit trips. Metro route 130 and 232 provide approximately 6 peak hour buses during the weekday AM peak hour and weekday PM peak hour, passing directly adjacent to the project site. Based on the calculated peak hour transit trips in Table 20, this would correspond to less than one additional transit rider on each peak hour bus. Given the low number of transit tips projected to be generated by the project on a per bus basis, the project’s transit trips can be accommodated by existing transit service in the project vicinity, and no significant CMP transit impacts are projected to occur. 285 Appendices 286 APPENDIX A SCOPING AGREEMENT INFORMATION 287 From: Aaron Gudelj [mailto:agudelj@hermosabch.org] Sent: Tuesday, November 22, 2016 3:35 PM To: Darin Eng <DEng@littleonline.com>; Henry Kwon <HKwon@littleonline.com>; smasterson@goodfoodholdings.com; Scott Manclark <smanclark@cypress.net> Cc: Ken Robertson <krobertson@hermosabch.org>; Kim Chafin <kchafin@hermosabch.org> Subject: Lazy Acres Traffic Study Amendments Importance: High Darin, After further consideration the City would like the study area of the Traffic Study will need to be amended. Below are comments from our Traffic Engineer after the realization that the Traffic Study analyzed a 17,000 square foot expansion at Hope Chapel as opposed to the 24,400 square foot expansion that is proposed. In order to keep the project on schedule for the December 12, 2016 hearing date the amended Traffic Study will need to be submitted by next week. Once you digest this information feel free to contact me with any questions. Also, I have included our traffic consultants information if you prefer working directly with the source. Traffic Consultants Comments The increase of the church expansion from 17,991 square feet (SF) to 24,400 SF would require an update to the Traffic Impact Analysis (TIA). The additional 6,409 SF represents an increase of approximately 36 percent in the proposed original church expansion. And the associated trip generations would be an additional 77 vehicles during the Sunday mid-day peak hour, which represents an increase in trip generation of approximately 15 percent than what was analyzed in the TIA. As was discussed previously, intersections that had 51 or more new project trips were to be analyzed in the TIA. Consequently, the study area would likely need to be expanded to include the following intersections: • Sepulveda Boulevard (SR 1) at 8th Street (City of Manhattan Beach) • Ardmore Avenue at Gould Avenue • Aviation Boulevard at Artesia Boulevard (Cities of Manhattan Beach and Redondo Beach) • Pacific Coast Highway (SR1) at Pier Avenue/14th Street Finally, it is recommended that the most easterly driveway on Artesia Boulevard be modified to allow for a truck to make a right-turn into the site from the curb lane instead of the median lane (see attached). Please let me know if you have any questions. Thanks Scott Ma, PE, TE Senior Engineer Hartzog & Crabill, Inc. (714) 731-9455 sma@hartzog-crabill.com Aaron Gudelj Community Development Department 288 City of Hermosa Beach (310) 318-0235 289 From:Aaron Gudelj To:Jeff Weckstein Cc:Kim Chafin; Thomas Wheat Subject:RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Date:Wednesday, June 22, 2016 2:58:48 PM Jeff, A revised scoping letter is not needed. This email will serve as confirmation of the requested scope of the analysis. Please proceed with the traffic analysis. Aaron Gudelj Community Development Department City of Hermosa Beach (310) 318-0235 From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Wednesday, June 22, 2016 7:15 AMTo: Aaron GudeljCc: Kim Chafin; Thomas WheatSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Aaron, Thanks for the comments on the scoping agreement; I apologize for my delay in getting back to you. Based on these comments, are we okay to run with the traffic study, adding in the additional intersections requested plus any other intersections where the project adds 50 or more peak hour trips, or should we submit an updated scoping letter first? Regards, Jeff From: Aaron Gudelj [mailto:agudelj@hermosabch.org] Sent: Monday, June 13, 2016 2:32 PMTo: Jeff Weckstein; 'Sam Masterson'Cc: 'Henry Kwon'; 'Darin Eng'; 'Mike MacFarland'; 'Thomas Wheat'; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Jeff, Here are the City’s comments regarding the traffic study: 1. The study area needs to be expanded to include intersections that would have 50 or more peak hour trips added by the proposed project. As summarized in the Traffic Scoping Document, the proposed project will generate 679 peak hour trips on a Sunday. Based on this trip generation, 290 at a minimum, the following intersections should be included in the Traffic Study: · Pacific Coast Highway at 2nd Street (Manhattan Beach) · Pacific Coast Highway at 16th Street (Hermosa Beach) · Meadows Avenue at Artesia Boulevard · Ford Avenue at Artesia Boulevard · Additional intersections based on the threshold of 50 peak hour trips 2. The trip distribution and project assignment was not shown for a typical Sunday. Finally, because new traffic counts were recently taken for the Skechers Traffic Study, it would be appropriate to use those traffic counts. It would eliminate questions about why the two traffic studies prepared around the same time have different traffic volumes. However, traffic counts will have to be taken for Sunday. Let me know if you have any questions. Aaron Gudelj Community Development Department City of Hermosa Beach (310) 318-0235 From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Tuesday, June 07, 2016 12:44 PMTo: Aaron Gudelj; 'Sam Masterson'Cc: 'Henry Kwon'; 'Darin Eng'; 'Mike MacFarland'; 'Thomas Wheat'; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Thanks Aaron, Given the time of year, any new counts we collect will be after the school year is over. Is the City ok with this? Additionally, does the City have any recent traffic counts from other recent studies in the area that could be utilized in this analysis? Regards, Jeff Jeff Weckstein *NEW ADDRESS JANUARY 2016 291 6 Venture Suite 265 Irvine, CA 92618 t: (949) 878-3509 f: (949) 878-3593 Jeff@tjwengineering.com www.tjwengineering.com From: Aaron Gudelj [mailto:agudelj@hermosabch.org] Sent: Monday, June 06, 2016 2:54 PMTo: Sam Masterson; Jeff WecksteinCc: Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Great. We will get you comments back asap. Thanks Sam! Aaron Gudelj Community Development Department City of Hermosa Beach (310) 318-0235 From: Sam Masterson [mailto:SMasterson@goodfoodholdings.com] Sent: Monday, June 06, 2016 2:53 PMTo: Aaron Gudelj; Jeff WecksteinCc: Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: Re: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Aaron, we would like to have the study completed ahead of our community meeting in Late July. Sam Masterson ------ Original message------ From: Aaron Gudelj Date: Mon, Jun 6, 2016 1:25 PM To: Jeff Weckstein; Cc: Sam Masterson;Henry Kwon;Darin Eng;Mike MacFarland;Thomas Wheat;Kim Chafin; Subject:RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Thanks Jeff. I will send this off to our traffic engineer immediately and get any comments to you asap. Are there any deadlines to be aware of going forward? 292 Aaron Gudelj Community Development Department City of Hermosa Beach (310) 318-0235 From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Friday, June 03, 2016 3:24 PMTo: Aaron GudeljCc: Sam Masterson; Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis Aaron, TJW Engineering is working with Lazy Acres to prepare the necessary traffic impact analysisfor the proposed Lazy Acres project (and Hope Chapel Expansion). Attached is a scoping agreement letter and trip generation analysis detailing the initial assumptions, proposed study area and proposed analysis scenarios for the traffic analysis. Please forward this to your traffic engineer for review and comment/approval. We would like to obtain approval of our initial assumptions and study area, from both the trafficengineer as well as planning staff before we move ahead with the study, to ensure that it meets the City's needs. Please let me know if you have any questions. Also, could you please provide a timeframe forwhen we can expect comments/feedback/approval back from the City. We are interested in moving the project along as quickly as we can. Regards,Jeff -- Jeff Weckstein TJW Engineering 6 Venture, Suite 265 Irvine, CA 92618 P: 949-878-3509 M: 732-983-7675 F: 949-878-3593 jeff@tjwengineering.com www.tjwengineering.com 293 6 Venture, Suite 265 | Irvine, California 92618 | t: (949) 878-3509 | www.tjwengineering.com June 3, 2016 Ms. Kim Chafin Senior Planner City of Hermosa Beach 1315 Valley Drive Hermosa Beach CA 90254 Report: Scoping Agreement: Lazy Acres Market/Hope Chapel Expansion Traffic Impact Analysis Dear Ms. Chafin: TJW ENGINEERING, INC. (TJW) is pleased to submit this scoping agreement for the proposed Lazy Acres Market and Hope Chapel Expansion project, located at the southeast corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The proposed project includes conversion of the existing Hope Chapel Youth Center into a Lazy Acres Grocery Market and future church renovations called for in the Church’s Master Plan. The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at 2512 Pacific Coast Highway. The proposed Hope Chapel expansion consists of a 17,191 square foot expansion of the Main Church building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church annex/church offices. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast Highway will remain in its current condition/use. This scoping letter has been prepared to obtain comments from City of Hermosa Beach staff to ensure that the traffic study fully addresses City concerns and the potential impacts of the proposed project. The remainder of this letter describes the proposed analysis methodology, as well as the proposed study area and analysis locations. The proposed site plan is shown in Exhibit 1. The project is anticipated to be built and generating trips by Year 2018. Site access will continue to be provided at the existing driveways along Pacific Coast Highway (SR-1) and Artesia Boulevard. 294 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 2 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Study Area While the City of Hermosa Beach does not have its own adopted traffic impact analysis guidelines, the generally accepted industry standard for the study area of a traffic analysis is to include any intersection of General Plan Roadways, as defined in the City’s General Plan Circulation or Mobility element, at which a proposed project will add 50 or more trips in either the weekday AM or weekday PM peak hour. This standard is consistent with both the Los Angeles County Congestion Management Program (LACMP) traffic impact analysis guidelines, as well as in general conformance with Caltrans Guide for the Preparation of Traffic Impact Studies (December, 2002). The study area proposed in this scoping agreement has been developed in conformance with these guidelines and the results of the trip generation analysis for the proposed project. Exhibit 2 shows the proposed study intersections for the traffic analysis. In addition to these 4 intersections, the site’s three driveways on Pacific Coast Highway and four driveways on Artesia Boulevard will be analyzed as part of the analysis. Study Analysis Scenarios Consistent with County of Los Angeles and Caltrans traffic study guidelines, the analysis of peak hour operations at study area intersection will occur for the following scenarios: (1) Existing Traffic Conditions; (2) Existing Plus Project Traffic Conditions (3) Project Opening Year (2018) Without Project Conditions; and (4) Project Opening Year (2018) With Project Conditions. Long-range analysis is not required since the proposed project does not require a General Plan Amendment/Zone Change. Since the study intersections fall within several jurisdictions (Caltrans, LACMP monitoring intersections, City of Hermosa Beach, City of Manhattan Beach) they will be analyzed using both the Intersection Capacity Utilization (ICU) methodology as well as the Highway Capacity Manual 2010 methodology will be used to satisfy the traffic analysis requirements of the various agencies. The study intersections and access points will be analyzed for the weekday AM peak hour and the weekday PM peak hour. Weekend traffic analysis is typically not required of developments since traffic volumes on weekends tend to be much lower than weekday AM/PM peak hour traffic volumes; however, in special cases depending on the type of land use proposed, weekend traffic analysis can be requested by a jurisdiction. Due to the proposed Church land use, which experiences its peak traffic generation on Sundays, the traffic analysis will include a Sunday mid-day peak hour analysis. Trip Generation Analysis In order to determine the project’s anticipated trip generation, Institute of Transportation Engineers (ITE) 9th Edition (ITE, 2012) trip generation rates are utilized as a baseline and adjusted by several factors such as existing land uses on the site, pass-by trips, internal trip capture, and non-motorized trips (biking/walking), each of which will be discussed in greater length below . The analysis calculates the AM peak hour trips, PM peak hour trips and average daily trips (ADT) projected to be generated by the proposed project land use. 295 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 3 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement While traffic analysis and hence trip generation analysis typically focuses on the weekday peak hours in the AM and PM, due to the church use, Sunday trip generation is also referenced in this analysis. Trip Generation Credits for Existing Land Use Displaced by the Proposed Project This analysis calculates net new trips projected to be generated by the proposed project. For example, the proposed 29,653 square foot Lazy Acres Grocery Market will replace the existing Hope Chapel Youth Center and the occupation of Shorewood Plaza by the church as annex/offices will replace the existing office uses in the building. Pass‐by Trip Adjustment A pass-by trip adjustment is applicable to land uses located along busy arterial roadways attracting vehicle trips already on the roadway; particularly when the roadway is experiencing peak operating conditions. For example a motorist traveling along Pacific Coast Highway or Artesia Boulevard between work and home may stop at the proposed Lazy Acres Grocery Market. A pass-by adjustment under this example would reduce/eliminate both the inbound trip and the outbound trip from the surrounding roadway circulation system since the vehicle was already traveling on the roadway. Three sources were consulted to assist in determining appropriate pass-by rates for the proposed Lazy Acres Grocery Market. The ITE Trip Generation Handbook, 3rd Edition (ITE, August 2014) provides pass-by rates for the PM peak period, but does not provide any guidance on AM peak period or daily pass-by rates. The Los Angeles Department of Transportation (LADOT) Traffic Study Policies and Procedures (LADOT, 2013) and the San Diego Municipal Code Land Development Code Trip Generation Manual (City of San Diego, May 2003) provide general pass-by rates for certain land uses that are applicable to the AM and PM peak periods and daily trips. This analysis has used a combination of ITE and LADOT pass-by rates. ITE rates are based on national data, while Los Angeles and San Diego data is more local in nature. Table 1 summarizes the available information regarding pass-by trips for the Supermarket land use. Table 1 Published Supermarket Pass-by Trip Percentages Source Published Pass-By Percentage for Supermarket Land Use AM Peak Hour PM Peak Hour Daily Trips Institute of Transportation Engineers1 N/A 36% N/A Los Angeles Department of Transportation2 40% 40% 40% City of San Diego3 40% 40% 40% 1: Source: ITE Trip Generation Handbook, 3rd Edition (2014), 2: Source: LADOT Traffic Study Policies and Procedures (2013) 3: Source: San Diego Municipal Code Land Development Code Trip Generation Manual (May, 2003) Based on review of the published pass-by trip percentages for the supermarket land use, a 40% pass-by discount is appropriate for the proposed Lazy Acres Grocery Market for all potential analysis scenarios (AM, PM, Daily, Sunday peak hour). 296 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 4 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Internal Trip Capture Adjustment Internal trip capture is the portion of trips generated by a multi-use development, such as a large shopping center that both begin and end within the development. Internal trip capture reduces a development’s external trip generation, because internal trips between two land uses on a single site do not use the external road system. For example, a patron may attend a service at Hope Chapel on Sunday and then pick up groceries at the proposed Lazy Acres before exiting the Center. As a result multi-use developments create less demand on the external road system than single-use developments generating the same number of trips. While the interaction of the Hope Chapel and Lazy Acres Grocery Market land uses could lend itself to internal trip capture on Sundays, there is likely little to no internal trip capture opportunities for the site on weekdays. The published methodologies for calculating internal trip capture do not encompass the church land use, making it difficult to project what effect internal trip capture could have on the proposed site on Sundays. Therefore, while recognizing that internal trip capture opportunities may exist for the site, no internal trip capture reduction has been taken in this analysis. Transit/Walk Credits The City of Hermosa Beach does not have a specific policy regarding trip generation reductions to account for non-motorized trips (walking and bicycling) in an urban setting. The project site has a “walkscore” (www.walkscore.com) of 73, or “very walkable,” and there are residential uses directly to the south/east of the proposed Lazy Acres Grocery Market. It is likely that a small but not insignificant number of trips to the site will be made to the site on foot or on bicycle. However, without a City-approved methodology for applying a transit/walk credit, this trip generation analysis conservatively assumes no reduction in vehicular trip generation due to transit, walking and bicycle trips. Table 2 shows the ITE 9th Edition trip generation rates used to calculate projected trip generation of the proposed project 297 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 5 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Table 2 Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed Weekday Sunday Land Use (ITE Code) AM Peak Hour PM Peak Hour Peak Hour of Generator Daily In Out Total In Out Total Daily In Out Total Recreational Community Center (495), per TSF 1.35 0.70 2.05 1.34 1.40 2.74 33.82 0.83 0.65 1.48 13.6 Church (560), per TSF 0.35 0.21 0.56 0.26 0.29 0.55 9.11 5.90 6.14 12.04 36.63 General Office (710), per TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 0.09 0.07 0.16 1.06 Supermarket (850), per TSF 2.11 1.29 3.40 4.83 4.65 9.48 102.24 N/A N/A 18.93 166.44 Supermarket Pass-By 40% Note: TSF = thousand square feet. N/A – no data available. Peak Hour of Generator = peak hour for the specific land use Regional Community Center applies to displaced Hope Chapel Youth Center land use Church applies to proposed Hope Chapel Expansion and church annex land use Source: ITE Trip Generation, 9th Edition (2012) for all rates Weekday peak hour trip generation rates are provided for the peak hours of the street system as a whole, whereas Sunday trip generation rates are provided by ITE for the peak hour of the generator only. For example, ITE reports that the peak hour of trip generation for the church land use falls between 9:00 AM and 1:00 PM on Sundays, while the peak hour of trip generation for the supermarket land use falls between 12:45 PM and 1:45 PM. ITE’s Sunday trip generation rates for the supermarket land use is based on data from only two sites; TJW will collect trip generation data at one existing supermarket in the Los Angeles area on two Sundays to provide local data to augment and refine the ITE trip generation data for the supermarket land use on Sundays. Table 3 shows the net new weekday trip generation of the proposed project after accounting for displaced land uses and pass-by discounts. 298 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 6 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Table 3 Net New Weekday Trip Generation of Proposed Project Note: TSF = Thousand Square Feet As shown in Table 3, the proposed project is projected to generate approximately -5 net new weekday AM peak hour trips, 84 net new weekday PM peak hour trips and 945 net new weekday daily trips. This analysis assumes no trip generation reduction for the proposed project associated with nearby transit opportunities and no trip generation reduction from other forms of non-motorized transportation such as walking and biking from other nearby land uses. Table 4 shows the preliminary net new Sunday trip generation of the proposed project after accounting for displaced land uses and pass-by discounts. The data in Table 4 assume that the Sunday peak hour for the church and supermarket occurs in the same hour of the day, which is typically not the cast, as the Church land use peaks in the morning on Sundays, and the supermarket land use peaks in the afternoon. TJW is in the process of collecting Sunday trip generation data at a local supermarket site to refine the Sunday trip generation information. Lazy Acres Supermarket 29.653 TSF 63 38 101 143 138 281 3,032 -25 -15 -40 -57 -55 -112 -1,213 38 23 61 86 83 169 1,819 (B) Hope Chapel Youth Center 29.653 TSF 40 21 61 40 41 81 1,003 -2 2 0 46 42 88 816 Church Main Building Expansion 17.191 TSF 6 4 10 5 5 10 157 Church Annex/Offices 15.0 TSF 5 3 8 4 4 8 137 11 7 18 9 9 18 294 (E) Shorewood Plaza 15.0 TSF 20 3 23 4 18 22 165 -9 4 -5 5 -9 -4 129 33 84 945-11 6 -5 51 Daily TripsAM Out AM Total PM In PM Out PM Total (D) Subtotal Proposed Hope Chapel (F) Net Change on Hope Chapel Sites (D) - (E) Description Size AM Proposed Lazy Acres Site Less 40% Pass-By Displaced at Hope Chapel Sites Displaced at Lazy Acres Site: (A) Subtotal Proposed Lazy Acres (C) Net Change on Lazy Acres Site (A) - (B) Proposed Hope Chapel Sites Total Net New Project Trip Generation (C)+(F) 299 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 7 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Table 4 Preliminary Net New Sunday Trip Generation of Proposed Project Note: TSF = Thousand Square Feet As shown in Table 4, the proposed project is projected to generate approximately 679 net new Sunday mid- day trips and 3,720 net new Sunday daily trips. This analysis assumes no trip generation reduction for the proposed project associated with nearby transit opportunities and no trip generation reduction from other forms of non-motorized transportation such as walking and biking from other nearby land uses, and also assumes that the peak hour of generator on Sundays for both the church and Lazy Acres occurs during the same hour. However, the Supermarket land use typically peaks later in the day on Sundays than the Church land use; TJW is collecting additional data at an existing supermarket to determine more accurate time of day factors to refine the Sunday trip generation projections. Trip Distribution and Assignment Both of the proposed land uses (Lazy Acres Supermarket, Hope Chapel) are local serving land uses, with the majority of net new trips projected to come to/from the residential areas within 1-2 miles of the project site. Exhibit 3 shows the projected trip distribution of proposed project trips, as well as the projected weekday AM/PM peak hour trip assignment of proposed project trips based on the proposed distribution. As shown in Exhibit 3, the proposed project is not projected to add 50 or more weekday AM or PM peak hour trips to any of the proposed study intersections. However, these intersection have been selected for analysis due to their proximity to the site; additionally, during the Sunday mid-day peak hour, which is projected to be the project’s highest trip generating hour of the week, the four proposed study intersections will be the signalized intersections most potentially affected by the proposed project. Proposed Lazy Acres Site Lazy Acres Supermarket 29.653 281 280 561 4,935 -112 -112 -224 -1,974 169 168 337 2,961 Displaced at Lazy Acres Site: (B) Hope Chapel Youth Center 29.653 TSF 25 19 44 403 144 149 293 2,558 Proposed Hope Chapel Sites Church Main Building Expansion 17.191 TSF 101 106 207 629 Church Annex/Offices 15.0 TSF 89 92 181 549 190 198 388 1,178 Displaced at Hope Chapel Sites (E) Shorewood Plaza 15.0 TSF 1 1 2 16 189 197 386 1,162 Mid-Day Total Daily TripsDescriptionSizeMid-Day In Mid-Day Out (D) Subtotal Proposed Hope Chapel (F) Net Change on Hope Chapel Sites (D) - (E) Less 40% Pass-By (A) Subtotal Proposed Lazy Acres (C) Net Change on Lazy Acres Site (A) - (B) 3720Total Net New Project Trip Generation (C)+(F)333 346 679 300 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 8 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Freeway/State Highway Analysis There are no freeway facilities located in proximity to the proposed project with the I-405 freeway approximately 3 miles to the east. Within the study area, Pacific Coast Highway is designation as State Route 1, and is a Caltrans maintained roadway. Any study intersections located on State facilities will be analyzed utilizing both City and Caltrans methodologies to the extent that they differ. Level of Service Criteria City of Hermosa Beach The City of Hermosa Beach is currently updating its General Plan and General Plan Mobility Element, entitled “Plan 2016.” For the purpose of this analysis, it is assumed that a level of service (LOS) of D or better is considered acceptable operating conditions, while LOS E or F is considered unacceptable. Impacts to City of Hermosa Beach intersections will be considered significant if: • When the pre-Project conditions is at or better than acceptable LOS, and Project generated traffic causes deterioration to unacceptable LOS, a significant direct impact is deemed to occur. • When the pre-Project conditions are already deficient, and the Project is anticipated to contribute traffic to the location, the Project’s contribution to the cumulative impact is considered cumulatively considerable. The proposed significance thresholds above will be applied at study area intersections for the purposes of determining project-related impacts. Caltrans Impacts to State Highway intersections will be considered significant if: • The Project causes the LOS of a State Highway intersection to degrade from LOS D or better to LOS E or F; or • The Project will add trips to an already deficiently operating intersection. Cumulative Projects TJW requests that the City provide a list of cumulative projects in the study or provide a link or copy of the latest development status report that the City has. TJW will utilize this list to determine which cumulative projects should be included in the cumulative conditions analysis. Additionally, if the City has any information on the cumulative projects such as trip generation and trip distribution patterns for each project, or prior completed traffic studies, TJW requests that this information be forwarded to us electronically. 301 Ms. Kim Chafin Lazy Acres/Hope Chapel June 3, 2016 Traffic Analysis Scoping Letter TJW Engineering, Inc. 9 | Page GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement Please feel free to call us at (949) 878-3509 if you have any questions regarding this scoping letter. Sincerely, TJW ENGINEERING, INC. Recommended by: Approved by: ______________________ Thomas Wheat, PE, TE Kim Chafin, City of Hermosa Beach TJW Engineering, Inc. Registered Civil Engineer #69467 ______________________ Registered Traffic Engineer #2565 Scott Ma, P.E., Hartzog & Crabill, Inc. 302 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOW AVEARTESIA BLVDExhibit 2: Project Location and Proposed Study Intersection LocationsLegend:Project SiteStudy Intersection Location304 Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOW AVEARTESIA BLVDExhibit 3: Forecast Trip Distribution andWeekday AM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip Distribution123X410%15%10%20%5%10%30%15%10%5%20%Weekday AM/PM Peak Hour VolumesXX/XX1PCHLONGFELLOW2GOULD-1/51/31/7-3/16 2/10 -1/50/3-2/8 0/21/51/3 321ST-1/31/50/2 -2/74PROSPECTARTESIAARTESIA0/31/71/3-2/10-1/5 -1/5 PCHPCHDistribution In/Out of Site30%40%30%40%40%20%2/102/132/10-4/20-4/21-3/10ARTESIA PCHARTESIAPCH305 APPENDIX B PLAN HERMOSA ROADWAY CLASSIFICATIONS AND CROSS SECTIONS MANHATTAN BEACH GENERAL PLAN CIRCULATIONE ELEMENT ROADWAY CLASSIFICATIONS AND CROSS SECTIONS REDONDO BEACH GENERAL PLAN CIRCULATIONE ELEMENT ROADWAY CLASSIFICATIONS AND CROSS SECTIONS TRANSIT INFORMATION 306 118 | CHAPTER 3: MOBILITY N0400’800’ 0”1”2” hermosa beach street classiﬁcationsalleyway local street minor arterial major arterial P r o s p e c t A v e Aviation Bl v d Pier Ave 8th St 2nd St Go u l d A v e 27th StManhattan AveMonterey BlvdValley DrHermosa AveArtesia Blv dHermosa AveProspect Ave21st St 5th StCypress Ave14th St PCHManhattan AveArdmore DrPCHFigure 3.7 Street Classifications Public Review Draft 307 PLAN HERMOSA | 119 N0400’800’ 0”1”2” walk street wide sidewalk priority sidewalk local sidewalkpedestrian facilitieshermosa beach P r o s p e c t A v e Aviation Bl v d Pier Ave 8th St 2nd St G o u l d A v e 27th StManhat tan AveMonterey BlvdValley DrHermosa AveArtesia Blv dHermosa AveProspect Ave21st St 5th StCypress Ave14th St PCHManhattan AveArdmore DrPCHFigure 3.8 Pedestrian Facilities Public Review Draft 308 120 | CHAPTER 3: MOBILITY N0400’800’ 0”1”2” multi-use path or buffered bike lane bike lane sharrows bike blvd bicycle facilitiesshared spaceshared roadway hermosa beach Pr o s p e c t A v e Aviation Bl v d Pier Ave 8th St 2nd St G o u l d A v e 27th StManhattan AveMonterey BlvdValley DrHermosa AveArtesia Blv dHermosa AveProspect Ave21st St 5th StCypress Ave14th St PCHManhattan AveArdmore DrPCHFigure 3.9 Bicycle and Multi-Use Facilities Public Review Draft 309 PLAN HERMOSA | 121 Figure 3.10 Transportation Amenities Public Review Draft 310 Los Angeles County Bicycle Coalition and South Bay Bicycle Coalition South Bay Bicycle Master Plan - Draft Alta Planning + Design | xxv Proposed Bicycle Facilities in Hermosa Beach 311 312 §¨¦405 T O R R A N C ET O R R A N C E R E D O N D O B E A C HR E D O N D O B E A C H L A W N D A L EL A W N D A L E H A W T H O R N EH A W T H O R N E M A N H AT TA N B E A C HM A N H AT TA N B E A C H E L S E G U N D OE L S E G U N D O H E R M O S A B E A C HH E R M O S A B E A C H A L O N D R A PA R K A L O N D R A PA R K G A R D E N AG A R D E N A D E L A I R ED E L A I R E L O M I TAL O M I TA ARTESIA BLVD 190TH STAVIATION BLVDINGLEWOOD AVEMARINE AVE ANITA ST SOUTH PACIFIC COAST HWYHAWTHORNE BLVDTORRANCE BLVD MANHATTAN BEACH BLVD NORTH PACIF IC COAST HWY REDO N D O BE A C H BL V D GRANT AVE ESPLANADEDIAMOND ST CA M I N O R E A L KNOB HILL AVESOUTH BROADWAY AVEHARBOR DR IVE KINGSDALE AVEDEL AMO S T N O R T H B R O A D W A Y A V E BERYL STSOUTH CATALINA AVESOUTH PROSPECT AVE182ND ST NO R T H P R O S P E C T A V E PALOS VERDES BLVDNORTH CATALINA AVEHERONDO S T INGLEWOOD AVEREDONDO BEACH AVERedondo Beach Master Plan of StreetsFIGURE 1 N NOT TO SCALE Legend Highway Major Arterial Secondary Arterial Collector Functional Classification 313 Sunday and Holiday ScheduleEffective Dec 13 2015 130 150963 Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:21A 6:43A 7:01A 7:08A 7:16A 7:26A—7:20 7:43 8:04 8:12 8:21 8:318:01A 8:19 8:43 9:05 9:14 9:24 9:349:00 9:18 9:43 10:06 10:15 10:25 10:3610:00 10:18 10:43 11:06 11:15 11:25 11:3610:58 11:17 11:43 12:06P 12:16P 12:26P 12:37P11:55 12:15P 12:43P 1:06 1:16 1:26 1:3712:56P 1:16 1:44 2:06 2:15 2:25 2:371:53 2:14 2:43 3:07 3:16 3:26 3:382:53 3:14 3:43 4:07 4:16 4:26 4:383:53 4:14 4:43 5:06 5:14 5:24 5:364:53 5:14 5:43 6:05 6:13 6:23 6:355:55 6:15 6:43 7:05 7:14 7:24 7:356:55 7:15 7:43 8:04 8:13 8:23 8:338:02 8:20 8:43 9:01 9:10 9:18 9:28Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway6:57A 7:11A 7:22A 7:30A 7:48A 8:15A 8:29A7:53 8:08 8:20 8:29 8:48 9:15 9:298:53 9:08 9:20 9:29 9:48 10:15 10:299:53 10:08 10:20 10:29 10:48 11:17 11:3310:50 11:06 11:19 11:29 11:48 12:20P 12:37P11:49 12:06P 12:19P 12:29P 12:48P 1:21 1:3812:49P 1:06 1:19 1:29 1:48 2:21 2:381:50 2:07 2:20 2:30 2:48 3:20 3:372:51 3:08 3:20 3:30 3:48 4:20 4:373:51 4:08 4:20 4:30 4:48 5:19 5:364:51 5:08 5:20 5:30 5:48 6:17 6:335:56 6:10 6:21 6:30 6:48 7:16 7:306:57 7:10 7:21 7:30 7:48 8:12 8:257:59 8:11 8:22 8:31 8:48 9:12 9:258:59 9:11 9:22 9:31 9:48 10:12 10:25Sunday and Holiday Schedule 130 Pearl StVermont Av Artesia BlFigueroa St Broadway Main St CARSON Central Av Cherry Av Paramount Bl Downey Av Lakewood Bl Pioneer Bl Norwalk Bl Hermosa Av GARDENA Santa Fe Av Avalon Bl Torrance BlBellflower Bl Susana Rd Wilmington Av Tamcliff Av Orange Av LAWNDALE TORRANCEArtesia BlAcacia Av BELLFLOWER Rindge Ln ARTESIA Ruby StCOMPTON Normandie Av Western Av Van Ness Av Crenshaw Bl Yukon Av Prairie Av Hawthorne Bl PierAv Clark Av Vail Av Inglewood Av Atlantic Av 91 605 Gridley Rd 62 LB93 577 LB92 Woodruff Av 266 265 South StLB22Alondra BlLB91 183rd StLB21 LB173 260710 Long Beach Bl 60 Long Beach Victoria St Walnut St202 205 53 52 CA 205352 246 CS T691 Studebaker Rd METRO BLUE LINE METRO BLUE LINE 110 SEE INSET # 1 405 190th StPacific C o a s t H w y Valley Dr He r o n d o S t Harbor Dr T1 GA4 GA2 T5 T6210 211 344T2344 T840740 R3 T8 BC102 BC102 BC109CE438 232 232Be r y l S t HermosaBeachPier RedondoBeachPier Pacific Ocean B C 1 0 2 762128b a OC30c d f HERMOSABEACH LB173LB172 N2 LB192LB172 LB61 T2 T10 LW T3T7BC109 LB51 HARBOR GATEWAY CERRITOS LB71LB71 LB72 LB72 232 GA2 550205 T1 T4 NORWALK Garfield Av PARAMOUNT NORTH LONG BEACH Los Angeles Diam o nd S t ROUTE MAP MAP NOTES a Los Cerritos Center Metro 62, 130, 577; CR1, CR2;LB172, LB192; N2; OC30 b Cerritos College c Artesia Blue Line Station Metro 60, 130, 202, 205, 260, 762; COM5; LB51, LB61; T6 d CSU Dominguez Hills Metro 53, 130; CA; COM5; LB1; T6 e Harbor Gateway Transit Center Metro 52, 130, 205, 246, 344, 352, 550, 910 Silver Line; 950 Silver Express; Dodger Stadium Express; CS; GA2, GA4; T1, T4, T6 f South Bay Galleria Metro 40, 130, 210, 211, 344, 710, 740; BC102; GA3; R3, T2, T8 LEGEND Line 130 Route Local Sop Timepoint Metro Rail / Busway Station Metro Rail / Busway Station & Timepoint Metro Rail Beach Cities Transit Carson Circuit LADOT Commuter Express Bus Cerritos on Wheels (COW) Carson North - South Shuttle GTrans (Gardena) Long Beach Transit Lawndale Beat Norwalk Transit Orange County Transportation Authority Torrance Transit Rapid Torrance Transit Line 130 Route Local Stop Timepoint Transit Center INSET 1 - HARBOR GATEWAY TRANSIT CENTERVermont Av182nd St Albertoni St Figueroa StVictoria S t 190th St 110 e Broadway Catalina Av12 3 4 5 6 7 REDONDOBEACH Esplanade Artesia BC CA CE GA LB N OC T R CR CS LW Harbor Transitway Manhattan Beach BlHarbor TransitwayINSET MAP 1 - HARBOR GATEWAY TRANSIT CENTER N Aviation Bl LB1910 950 76532147653214 314 Monday through FridayEffective Dec 13 2015 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry——B5:14A 5:37A 5:46A 5:55A 6:06A5:05A 5:19A 5:41 6:04 6:14 6:23 6:34—5:44 6:06 6:29 6:39 6:48 7:005:51 6:05 6:29 6:54 7:04 7:14 7:27—6:27 6:53 7:18 7:29 7:39 7:526:38 6:54 7:21 7:46 7:57 8:07 8:207:02 7:19 7:48 8:14 8:25 8:35 8:487:39 7:57 8:25 8:50 9:01 9:11 9:248:21 8:40 9:09 9:34 9:46 9:57 10:109:07 9:26 9:54 10:19 10:31 10:42 10:559:58 10:17 10:46 11:11 11:23 11:34 11:4710:50 11:09 11:38 12:03P 12:15P 12:27P 12:41P11:39 11:59 12:29P 12:55 1:07 1:19 1:3312:20P 12:40P 1:10 1:36 1:48 2:00 2:141:01 1:21 1:51 2:17 2:29 2:41 2:551:33 1:53 2:23 2:50 3:03 3:16 3:302:06 2:26 2:57 3:24 3:37 3:50 4:04——3:24 3:51 4:04 4:17 4:312:56 3:16 3:50 4:17 4:30 4:43 4:57——4:14 4:41 4:55 5:08 5:223:44 4:04 4:38 5:06 5:20 5:33 5:47——5:08 5:36 5:49 6:02 6:164:47 5:07 5:41 6:07 6:19 6:31 6:455:30 5:50 6:21 6:46 6:56 7:06 7:196:13 6:33 7:01 7:24 7:33 7:43 7:557:15 7:35 8:02 8:24 8:33 8:42 8:538:20 8:37 9:01 9:23 9:32 9:41 9:52Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway4:45A 4:58A 5:09A 5:19A 5:38A 6:06A 6:18A5:15 5:28 5:39 5:49 6:09 6:39 6:525:41 5:55 6:07 6:18 6:40 7:12 7:266:05 6:20 6:32 6:44 7:06 7:41 7:556:27 6:44 6:57 7:09 7:31 8:06 —6:51 7:08 7:22 7:34 7:57 8:32 8:467:16 7:33 7:47 7:59 8:22 8:57 —7:41 7:58 8:12 8:24 8:47 9:22 9:368:06 8:24 8:38 8:50 9:13 9:48 —8:38 8:56 9:10 9:22 9:45 10:18 10:349:28 9:47 10:00 10:12 10:34 11:07 11:2310:28 10:47 11:00 11:12 11:34 12:08P 12:24P11:28 11:47 11:59 12:12P 12:34P 1:10 1:2612:23P 12:44P 12:57P 1:09 1:31 2:06 2:221:16 1:37 1:50 2:02 2:24 2:59 3:161:53 2:14 2:27 2:39 3:01 ——2:26 2:47 3:00 3:12 3:35 4:11 4:283:09 3:30 3:43 3:55 4:18 4:54 5:113:42 4:03 4:16 4:28 4:51 5:27 5:444:16 4:37 4:50 5:02 5:26 6:02 6:194:49 5:10 5:22 5:34 5:57 6:33 6:505:27 5:47 5:58 6:09 6:30 7:02 7:186:16 6:36 6:47 6:58 7:18 7:46 8:017:11 7:29 7:39 7:49 8:08 8:36 8:508:06 8:22 8:32 8:42 9:00 9:28 9:419:05 9:21 9:31 9:40 C9:58 ——Saturday 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:20A 6:43A 7:03A 7:11A 7:20A 7:32A—7:19 7:43 8:04 8:13 8:23 8:358:00A 8:17 8:43 9:05 9:14 9:25 9:378:58 9:15 9:42 10:05 10:15 10:26 10:399:58 10:16 10:43 11:06 11:16 11:27 11:4010:56 11:15 11:43 12:07P 12:17P 12:29P 12:42P11:53 12:14P 12:43P 1:07 1:17 1:28 1:4112:54P 1:15 1:44 2:08 2:18 2:29 2:421:58 2:19 2:48 3:12 3:22 3:33 3:462:58 3:19 3:49 4:13 4:23 4:34 4:473:57 4:18 4:48 5:12 5:22 5:33 5:464:57 5:18 5:48 6:11 6:20 6:30 6:425:59 6:20 6:50 7:12 7:21 7:31 7:436:55 7:16 7:45 8:06 8:15 8:24 8:357:56 8:16 8:43 9:03 9:12 9:20 9:30 Westbound Al Oeste (Approximate Times/Tiempos Aproximados) CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH 183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway 6:56A 7:10A 7:21A 7:30A 7:48A 8:15A 8:29A7:54 8:08 8:19 8:29 8:48 9:18 9:338:51 9:06 9:18 9:28 9:48 10:21 10:379:48 10:05 10:18 10:28 10:48 11:21 11:3710:50 11:07 11:20 11:30 11:51 12:27P 12:43P11:51 12:09P 12:23P 12:33P 12:54P 1:30 1:4712:53P 1:11 1:25 1:35 1:54 2:30 2:471:52 2:10 2:24 2:34 2:53 3:29 3:462:53 3:11 3:25 3:35 3:54 4:29 4:463:57 4:16 4:28 4:38 4:57 5:31 5:484:58 5:16 5:28 5:37 5:56 6:26 6:415:57 6:12 6:24 6:33 6:51 7:18 7:326:56 7:09 7:21 7:30 7:48 8:14 8:277:57 8:10 8:21 8:30 8:48 9:13 9:268:58 9:10 9:21 9:30 9:48 10:12 10:25 Sunday and Holiday Schedules Horarios de domingo y días feriados Sunday and Holiday schedule in effect on New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day. Horarios de domingo y días feriados en vigor para New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day y Christmas Day. Avisos especiales B Viaje origina 13 minutos antes de la hora indicada en Artesia y Hawthorne. C Viaje termina 16 minutos después de la hora indicada en Artesia y Hawthorne. Special Notes B Trip originates 13 minutes before time shown at Artesia & Hawthorne. C Trip ends 16 minutes after time shown at Artesia & Hawthorn. Monday through Friday 130Saturday130 Nextrip Nextrip Text “metro” and your intersection or stop number to 41411 (example: metro vignes&cesarechavez or metro 1563). You can also visit m.metro.net or call 511 and say “Nextrip” Envíe un mensaje de texto con “Metro” y la intersección de la calleo el número de su parada al 41411. Nextrip le enviará un mensajede texto con la próxima llegada de cada autobús en esa parada.También puede visitar m.metro.net o llamar al 511 y decir “Nextrip” 765321476532147653214 7 6 5 3 2 14 315 Monday through FridayEffective Dec 13 2015 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry——B5:14A 5:37A 5:46A 5:55A 6:06A5:05A 5:19A 5:41 6:04 6:14 6:23 6:34—5:44 6:06 6:29 6:39 6:48 7:005:51 6:05 6:29 6:54 7:04 7:14 7:27—6:27 6:53 7:18 7:29 7:39 7:526:38 6:54 7:21 7:46 7:57 8:07 8:207:02 7:19 7:48 8:14 8:25 8:35 8:487:39 7:57 8:25 8:50 9:01 9:11 9:248:21 8:40 9:09 9:34 9:46 9:57 10:109:07 9:26 9:54 10:19 10:31 10:42 10:559:58 10:17 10:46 11:11 11:23 11:34 11:4710:50 11:09 11:38 12:03P 12:15P 12:27P 12:41P11:39 11:59 12:29P 12:55 1:07 1:19 1:3312:20P 12:40P 1:10 1:36 1:48 2:00 2:141:01 1:21 1:51 2:17 2:29 2:41 2:551:33 1:53 2:23 2:50 3:03 3:16 3:302:06 2:26 2:57 3:24 3:37 3:50 4:04——3:24 3:51 4:04 4:17 4:312:56 3:16 3:50 4:17 4:30 4:43 4:57——4:14 4:41 4:55 5:08 5:223:44 4:04 4:38 5:06 5:20 5:33 5:47——5:08 5:36 5:49 6:02 6:164:47 5:07 5:41 6:07 6:19 6:31 6:455:30 5:50 6:21 6:46 6:56 7:06 7:196:13 6:33 7:01 7:24 7:33 7:43 7:557:15 7:35 8:02 8:24 8:33 8:42 8:538:20 8:37 9:01 9:23 9:32 9:41 9:52Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway4:45A 4:58A 5:09A 5:19A 5:38A 6:06A 6:18A5:15 5:28 5:39 5:49 6:09 6:39 6:525:41 5:55 6:07 6:18 6:40 7:12 7:266:05 6:20 6:32 6:44 7:06 7:41 7:556:27 6:44 6:57 7:09 7:31 8:06 —6:51 7:08 7:22 7:34 7:57 8:32 8:467:16 7:33 7:47 7:59 8:22 8:57 —7:41 7:58 8:12 8:24 8:47 9:22 9:368:06 8:24 8:38 8:50 9:13 9:48 —8:38 8:56 9:10 9:22 9:45 10:18 10:349:28 9:47 10:00 10:12 10:34 11:07 11:2310:28 10:47 11:00 11:12 11:34 12:08P 12:24P11:28 11:47 11:59 12:12P 12:34P 1:10 1:2612:23P 12:44P 12:57P 1:09 1:31 2:06 2:221:16 1:37 1:50 2:02 2:24 2:59 3:161:53 2:14 2:27 2:39 3:01 ——2:26 2:47 3:00 3:12 3:35 4:11 4:283:09 3:30 3:43 3:55 4:18 4:54 5:113:42 4:03 4:16 4:28 4:51 5:27 5:444:16 4:37 4:50 5:02 5:26 6:02 6:194:49 5:10 5:22 5:34 5:57 6:33 6:505:27 5:47 5:58 6:09 6:30 7:02 7:186:16 6:36 6:47 6:58 7:18 7:46 8:017:11 7:29 7:39 7:49 8:08 8:36 8:508:06 8:22 8:32 8:42 9:00 9:28 9:419:05 9:21 9:31 9:40 C9:58 ——Saturday 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:20A 6:43A 7:03A 7:11A 7:20A 7:32A—7:19 7:43 8:04 8:13 8:23 8:358:00A 8:17 8:43 9:05 9:14 9:25 9:378:58 9:15 9:42 10:05 10:15 10:26 10:399:58 10:16 10:43 11:06 11:16 11:27 11:4010:56 11:15 11:43 12:07P 12:17P 12:29P 12:42P11:53 12:14P 12:43P 1:07 1:17 1:28 1:4112:54P 1:15 1:44 2:08 2:18 2:29 2:421:58 2:19 2:48 3:12 3:22 3:33 3:462:58 3:19 3:49 4:13 4:23 4:34 4:473:57 4:18 4:48 5:12 5:22 5:33 5:464:57 5:18 5:48 6:11 6:20 6:30 6:425:59 6:20 6:50 7:12 7:21 7:31 7:436:55 7:16 7:45 8:06 8:15 8:24 8:357:56 8:16 8:43 9:03 9:12 9:20 9:30 Westbound Al Oeste (Approximate Times/Tiempos Aproximados) CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH 183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway 6:56A 7:10A 7:21A 7:30A 7:48A 8:15A 8:29A7:54 8:08 8:19 8:29 8:48 9:18 9:338:51 9:06 9:18 9:28 9:48 10:21 10:379:48 10:05 10:18 10:28 10:48 11:21 11:3710:50 11:07 11:20 11:30 11:51 12:27P 12:43P11:51 12:09P 12:23P 12:33P 12:54P 1:30 1:4712:53P 1:11 1:25 1:35 1:54 2:30 2:471:52 2:10 2:24 2:34 2:53 3:29 3:462:53 3:11 3:25 3:35 3:54 4:29 4:463:57 4:16 4:28 4:38 4:57 5:31 5:484:58 5:16 5:28 5:37 5:56 6:26 6:415:57 6:12 6:24 6:33 6:51 7:18 7:326:56 7:09 7:21 7:30 7:48 8:14 8:277:57 8:10 8:21 8:30 8:48 9:13 9:268:58 9:10 9:21 9:30 9:48 10:12 10:25 Sunday and Holiday Schedules Horarios de domingo y días feriados Sunday and Holiday schedule in effect on New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day. Horarios de domingo y días feriados en vigor para New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day y Christmas Day. Avisos especiales B Viaje origina 13 minutos antes de la hora indicada en Artesia y Hawthorne. C Viaje termina 16 minutos después de la hora indicada en Artesia y Hawthorne. Special Notes B Trip originates 13 minutes before time shown at Artesia & Hawthorne. C Trip ends 16 minutes after time shown at Artesia & Hawthorn. Monday through Friday 130 Saturday 130 Nextrip Nextrip Text “metro” and your intersection or stop number to 41411 (example: metro vignes&cesarechavez or metro 1563). You can also visit m.metro.net or call 511 and say “Nextrip” Envíe un mensaje de texto con “Metro” y la intersección de la calle o el número de su parada al 41411. Nextrip le enviará un mensaje de texto con la próxima llegada de cada autobús en esa parada. También puede visitar m.metro.net o llamar al 511 y decir “Nextrip” 765321476532147653214 7 6 5 3 2 14 316 Sunday and Holiday ScheduleEffective Dec 13 2015 130 150963 Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:21A 6:43A 7:01A 7:08A 7:16A 7:26A—7:20 7:43 8:04 8:12 8:21 8:318:01A 8:19 8:43 9:05 9:14 9:24 9:349:00 9:18 9:43 10:06 10:15 10:25 10:3610:00 10:18 10:43 11:06 11:15 11:25 11:3610:58 11:17 11:43 12:06P 12:16P 12:26P 12:37P11:55 12:15P 12:43P 1:06 1:16 1:26 1:3712:56P 1:16 1:44 2:06 2:15 2:25 2:371:53 2:14 2:43 3:07 3:16 3:26 3:382:53 3:14 3:43 4:07 4:16 4:26 4:383:53 4:14 4:43 5:06 5:14 5:24 5:364:53 5:14 5:43 6:05 6:13 6:23 6:355:55 6:15 6:43 7:05 7:14 7:24 7:356:55 7:15 7:43 8:04 8:13 8:23 8:338:02 8:20 8:43 9:01 9:10 9:18 9:28Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway6:57A 7:11A 7:22A 7:30A 7:48A 8:15A 8:29A7:53 8:08 8:20 8:29 8:48 9:15 9:298:53 9:08 9:20 9:29 9:48 10:15 10:299:53 10:08 10:20 10:29 10:48 11:17 11:3310:50 11:06 11:19 11:29 11:48 12:20P 12:37P11:49 12:06P 12:19P 12:29P 12:48P 1:21 1:3812:49P 1:06 1:19 1:29 1:48 2:21 2:381:50 2:07 2:20 2:30 2:48 3:20 3:372:51 3:08 3:20 3:30 3:48 4:20 4:373:51 4:08 4:20 4:30 4:48 5:19 5:364:51 5:08 5:20 5:30 5:48 6:17 6:335:56 6:10 6:21 6:30 6:48 7:16 7:306:57 7:10 7:21 7:30 7:48 8:12 8:257:59 8:11 8:22 8:31 8:48 9:12 9:258:59 9:11 9:22 9:31 9:48 10:12 10:25Sunday and Holiday Schedule 130Pearl StVermont AvArtesia BlFigueroa StBroadwayMain St CARSONCentral AvCherry Av Paramount BlDowney Av Lakewood BlPioneer BlNorwalk Bl Hermosa Av GARDENA Santa Fe Av Avalon Bl Torrance BlBellflower BlSusana Rd Wilmington AvTamcliff AvOrange Av LAWNDALE TORRANCEArtesia BlAcacia AvBELLFLOWERRindge LnARTESIA Ruby StCOMPTON Normandie Av Western Av Van Ness Av Crenshaw Bl Yukon AvPrairie Av Hawthorne Bl PierAv Clark Av Vail Av Inglewood Av Atlantic Av 91605 Gridley Rd62LB93577LB92Woodruff Av266265South StLB22Alondra BlLB91 183rd StLB21LB173260710 Long Beach Bl 60 Long BeachVictoria St Walnut St2022055352CA 205352 246CST691Studebaker Rd METRO BLUE LINEMETRO BLUE LINE110SEE INSET # 1405190th StPacific Coast HwyValley Dr Herondo StHarbor DrT1GA4GA2T5T6210211344T2344T840740R3T8BC102BC102BC109CE438232 232Beryl St HermosaBeachPier RedondoBeachPier Pacific Ocean BC102762128baOC30cdfHERMOSABEACHLB173LB172N2LB192LB172LB61T2T10LW T3T7BC109LB51HARBOR GATEWAYCERRITOSLB71LB71LB72LB72 232 GA2 550205 T1 T4NORWALKGarfield AvPARAMOUNT NORTH LONG BEACHLos Angeles Diamond StROUTE MAP MAP NOTES a Los Cerritos Center Metro 62, 130, 577; CR1, CR2;LB172, LB192; N2; OC30 b Cerritos College c Artesia Blue Line Station Metro 60, 130, 202, 205, 260, 762; COM5; LB51, LB61; T6 d CSU Dominguez Hills Metro 53, 130; CA; COM5; LB1; T6 e Harbor Gateway Transit Center Metro 52, 130, 205, 246, 344, 352, 550, 910 Silver Line; 950 Silver Express; Dodger Stadium Express; CS; GA2, GA4; T1, T4, T6 f South Bay Galleria Metro 40, 130, 210, 211, 344, 710, 740; BC102; GA3; R3, T2, T8 LEGEND Line 130 Route Local Sop Timepoint Metro Rail / Busway Station Metro Rail / Busway Station & Timepoint Metro Rail Beach Cities Transit Carson Circuit LADOT Commuter Express Bus Cerritos on Wheels (COW) Carson North - South Shuttle GTrans (Gardena) Long Beach Transit Lawndale Beat Norwalk Transit Orange County Transportation Authority Torrance Transit Rapid Torrance Transit Line 130 Route Local Stop Timepoint Transit Center INSET 1 - HARBOR GATEWAY TRANSIT CENTERVermont Av182nd St Albertoni St Figueroa StVictoria S t 190th St 110 e BroadwayCatalina Av12 3 4 56 7 REDONDOBEACHEsplanadeArtesia BC CA CE GA LB N OC T R CR CS LW Harbor Transitway Manhattan Beach BlHarbor TransitwayINSET MAP 1 - HARBOR GATEWAY TRANSIT CENTER N Aviation Bl LB1910 950 76532147653214 317 Monday t hrough Friday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 3:48A 4:00A 4:08A 4:12A 4:20A 4:29A 4:33A 4:44A 4:52A 4:58A 5:07A4:44 4:58 5:07 5:12 5:21 5:30 5:35 5:47 5:56 6:03 6:135:24 5:40 5:49 5:54 6:04 6:13 6:18 6:30 6:40 6:47 6:585:44 6:00 6:09 6:15 6:25 6:34 6:39 6:52 7:02 7:10 7:23—B6:15 6:24 6:30 6:41 6:51 6:56 7:10 7:21 7:29 7:426:10 6:26 6:36 6:42 6:53 7:03 7:09 7:24 7:35 7:43 7:56—B6:36 6:46 6:52 7:03 7:14 7:20 7:36 7:48 7:56 8:086:29 6:46 6:56 7:02 7:14 7:25 7:31 7:48 8:00 8:08 8:20—B6:56 7:06 7:13 7:25 7:37 — — — — —6:49 7:06 7:16 7:23 7:36 7:49 7:56 8:12 8:25 8:33 8:45—B7:17 7:27 7:34 7:48 8:01 — — — — —7:11 7:28 7:39 7:46 8:00 8:13 8:20 8:36 8:49 8:57 9:09— 7:41 7:52 7:59 8:11 8:24 — — — — —7:38 7:56 8:07 8:14 8:26 8:39 8:46 9:02 9:15 9:23 9:357:55 8:14 8:25 8:32 8:44 8:57 — — — — —8:13 8:32 8:43 8:50 9:02 9:14 9:20 9:35 9:48 9:56 10:078:31 8:50 9:01 9:08 9:20 9:32 9:38 9:53 10:06 10:14 10:258:49 9:08 9:19 9:26 9:38 9:50 9:56 10:11 10:24 10:32 10:439:15 9:34 9:45 9:52 10:04 10:16 10:22 10:37 10:50 10:58 11:099:41 10:00 10:11 10:18 10:30 10:42 10:48 11:03 11:16 11:24 11:3510:11 10:30 10:41 10:48 11:00 11:13 11:19 11:34 11:47 11:55 12:06P10:41 11:00 11:11 11:18 11:30 11:43 11:49 12:05P 12:18P 12:27P 12:3811:10 11:29 11:41 11:48 11:59 12:13P 12:19P 12:35 12:48 12:57 1:0811:39 11:59 12:11P 12:18P 12:30P 12:43 12:49 1:05 1:18 1:27 1:3812:08P 12:28P 12:40 12:47 12:59 1:12 1:18 1:34 1:48 1:57 2:0812:37 12:57 1:09 1:16 1:28 1:41 1:47 2:03 2:17 2:26 2:371:06 1:26 1:38 1:45 1:57 2:10 2:16 2:32 2:46 2:55 3:061:35 1:55 2:07 2:14 2:26 2:39 2:45 3:01 3:15 3:24 3:352:04 2:24 2:36 2:43 2:55 3:08 3:14 3:30 3:44 3:53 4:042:26 2:46 2:58 3:05 3:17 3:30 3:36 3:52 4:06 4:15 4:262:46 3:06 3:18 3:25 3:37 3:49 3:55 4:11 4:25 4:34 4:463:06 3:26 3:38 3:45 3:57 4:09 4:15 4:31 4:45 4:54 5:063:26 3:46 3:58 4:05 4:17 4:29 4:35 4:51 5:05 5:14 5:263:46 4:06 4:18 4:25 4:36 4:48 4:54 5:10 5:24 5:33 5:454:05 4:25 4:36 4:43 4:54 5:06 5:12 5:28 5:41 5:49 6:014:23 4:43 4:54 5:01 5:12 5:24 5:30 5:46 5:59 6:07 6:194:41 5:01 5:12 5:19 5:30 5:42 5:48 6:04 6:16 6:24 6:365:00 5:20 5:31 5:38 5:49 6:01 6:07 6:22 6:34 6:42 6:535:19 5:39 5:50 5:57 6:07 6:18 6:24 6:38 6:50 6:58 7:085:48 6:08 6:19 6:25 6:35 6:46 6:52 7:06 7:18 7:26 7:366:21 6:40 6:51 6:57 7:07 7:18 7:24 7:37 7:48 7:56 8:067:08 7:26 7:36 7:42 7:52 8:03 8:08 8:21 8:32 8:39 8:498:01 8:19 8:29 8:35 8:45 8:55 9:00 9:12 9:22 9:29 9:398:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24Southbound Al Sur (Approximate Times/Tiempo Aproximados)LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACHCity Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:15A 4:25A 4:31A 4:40A 4:53A 4:58A 5:07A 5:17A 5:23A 5:33A 5:43A4:52 5:02 5:10 5:19 5:32 5:37 5:47 5:57 6:03 6:13 6:245:20 5:30 5:39 5:49 6:02 6:07 6:17 6:27 6:33 6:43 6:545:44 5:55 6:04 6:14 6:27 6:32 6:43 6:53 6:59 7:09 7:205:59 6:10 6:20 6:30 6:44 6:49 7:00 7:10 7:16 7:26 7:386:14 6:25 6:35 6:46 7:00 7:05 7:17 7:27 7:33 7:43 7:556:28 6:40 6:50 7:01 7:15 7:20 7:32 7:43 7:49 7:59 8:116:42 6:54 7:04 7:16 7:30 7:36 7:48 7:59 8:05 8:15 8:276:56 7:10 7:20 7:32 7:47 7:53 8:05 8:16 8:22 8:32 8:447:14 7:28 7:38 7:51 8:06 8:12 8:24 8:35 8:41 8:51 9:037:34 7:47 7:57 8:10 8:25 8:31 8:43 8:54 9:00 9:10 9:238:02 8:14 8:24 8:37 8:52 8:58 9:10 9:21 9:27 9:37 9:508:31 8:43 8:52 9:05 9:20 9:26 9:38 9:49 9:55 10:05 10:189:00 9:12 9:21 9:34 9:49 9:55 10:07 10:18 10:25 10:35 10:489:28 9:41 9:50 10:03 10:18 10:25 10:37 10:48 10:55 11:05 11:199:57 10:10 10:19 10:32 10:47 10:54 11:06 11:18 11:25 11:35 11:4910:23 10:36 10:45 10:58 11:14 11:21 11:34 11:46 11:53 12:03P 12:17P10:52 11:05 11:14 11:27 11:43 11:50 12:03P 12:15P 12:22P 12:32 12:4611:21 11:34 11:43 11:56 12:12P 12:19P 12:32 12:44 12:51 1:01 1:1511:49 12:02P 12:11P 12:24P 12:41 12:48 1:01 1:13 1:20 1:30 1:4412:18P 12:31 12:40 12:53 1:10 1:17 1:30 1:42 1:49 1:59 2:1312:45 12:58 1:07 1:20 1:37 1:45 1:59 2:11 2:18 2:28 2:421:12 1:25 1:34 1:47 2:04 2:12 2:27 2:39 2:46 2:56 3:101:38 1:51 2:00 2:14 2:30 2:38 2:53 3:05 3:12 3:22 3:362:00 2:13 2:22 2:36 2:52 3:00 3:16 3:28 3:34 3:44 3:58— — 2:41 2:55 3:11 3:19 3:35 3:47 3:53 4:03 4:172:36 2:49 2:58 3:12 3:28 3:36 3:52 4:04 4:10 4:20 4:34— — 3:13 3:27 3:43 3:51 4:07 4:19 4:25 4:35 4:493:06 3:19 3:28 3:42 3:58 4:06 4:22 4:34 4:40 4:50 5:04— — 3:43 3:57 4:13 4:21 4:37 4:49 4:55 5:05 5:193:35 3:48 3:58 4:12 4:28 4:36 4:52 5:04 5:10 5:20 5:343:49 4:02 4:12 4:26 4:43 4:51 5:07 5:19 5:25 5:35 5:484:03 4:16 4:26 4:41 4:58 5:06 5:22 5:34 5:40 5:49 6:024:22 4:35 4:45 5:00 5:17 5:25 5:40 5:51 5:57 6:06 6:194:39 4:52 5:02 5:17 5:34 5:42 5:57 6:08 6:14 6:23 6:364:58 5:11 5:21 5:36 5:53 6:01 6:15 6:26 6:32 6:41 6:545:24 5:37 5:47 6:02 6:19 6:26 6:39 6:50 6:56 7:05 7:175:50 6:03 6:13 6:28 6:45 6:52 7:05 7:15 7:21 7:30 7:426:34 6:46 6:55 7:08 7:24 7:31 7:43 7:53 7:59 8:08 8:207:29 7:40 7:48 8:00 8:15 8:21 8:32 8:42 8:48 8:56 9:078:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01 151004 Monday t hrough Friday 232ROUTE MAP MAP NOTES a LAX City Bus Center Metro 40 Owl, 102, 111, 117, 232, 311; C6, R6; T8; BBB3, BBB Rapid 3; BC109 b Plaza El Segundo Metro 125, 232 (N/B only); BC109 c King Harbor Metro 130, 232; BC102, BC109; CE438; T3, T7 d Pacific Coast Highway Station Freeway Level: Metro 450; Street Level: Metro 205, 232; CE448; DASH Wilmington e LA Harbor College Metro 205, 232 f Downtown Long Beach Station Metro Blue Line; Metro 60 Owl, 232; T3; T R3; CE142; LB1, 21, 22, 23, 46, 51, 61, 52, 71, 72, 81, 91, 92, 93, 94, 111, 112, 121, 151, 172, 173, 174, 181, 182, 191, 192; LB Passport 9th St Anita St Diamond S t Ave I El Segundo Bl Rosecrans Av Manhattan Beach Bl Artesia Bl 2nd St SEE INSET # 1 Marine Av b d Herondo St Beryl StSepulveda Bl110 EL SEGUNDO HERMOSABEACH REDONDOBEACH TORRANCE LOMITA WILMINGTON HARBOR CITY MANHATTAN BEACHMETRO GREEN LINE125 126 130 130 BC102 Torrance Bl T3 T7 BC109 Palo s Verdes Bl Prospect AvHawthorne Bl344T8 CE448 Crensha w Bl T10Pacific Coast HwyNarbonne AvWestern AvNormandie AvVermont AvFigueroa StAvalon BlSanford AvAlameda StWilmington BlT5205550205550202LDLD246246202Anza AvBC109 Calle Mayor GA2Henry Ford AvSanta Fe AvLB 191LB 192Anaheim St450CE448NorwalkStation c PV225PV226 710Nash SteGA2 Los Angeles RiverLEGEND Line 232 Route Local Stop Timepoint Metro Rail / Busway Station Metro Rail / Busway Station & Timepoint Metro Rail Transit Center Santa Monica’s Big Blue Bus Beach Cities Transit Culver CityBus LADOT Commuter Express Gardena Bus Lines Long Beach Transit LADOT DASH Palos Verdes Peninsula Transit Authority Rapid Torrance Transit BC CE C GA LB T BBB PV R LD Line 232 Route Metro Rail Station Metro Rail Station Entrance Metro Rail INSET 1 & 2 234 5 6 7 8 9 SEE INSET # 2 El Segundo Airport BlJenny AvAviation BlGrand Av Douglas StNash StVicksburg AvMariposa Av Century Bl Imperial Hwy a 111 117 625 102T8LAX METRO GREEN LINE Arbor Vitae St NINSET MAP 1 - LAX CITY BUS CENTER 0 ! Mariposa Aviation/LAX 96th St 98th StSepulveda Bl5th St 1st St Broadway 4th St 6th StPine Av7th St 3rd StOregon Av10th St Pacific AvAtlantic AvOcean BlLB181LB182LB45,46 LB81 8th St LB91,92,93,94,96 LB 151 LB111,112 METRO BLUE LINE f LB 21, 22, 23, 121LB PassportLB61LB51LB52LB1METRO BLUE LINE Anaheim St METRO BLUE LINE1 INSET MAP 2 - DOWNTOWN LONG BEACH N T3R3Long Beach Bl9th St Magnolia Av5th Street 1st Street Anaheim St Pacific Av Downtown Long Beach Redondo BeachStation BC109 Pacific Coast HwyPacific Coast Hwy98765432 0 !1 9 8 7 6 5 4 3 20!1 318 Monday t hrough Friday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 3:48A 4:00A 4:08A 4:12A 4:20A 4:29A 4:33A 4:44A 4:52A 4:58A 5:07A4:44 4:58 5:07 5:12 5:21 5:30 5:35 5:47 5:56 6:03 6:135:24 5:40 5:49 5:54 6:04 6:13 6:18 6:30 6:40 6:47 6:585:44 6:00 6:09 6:15 6:25 6:34 6:39 6:52 7:02 7:10 7:23—B6:15 6:24 6:30 6:41 6:51 6:56 7:10 7:21 7:29 7:426:10 6:26 6:36 6:42 6:53 7:03 7:09 7:24 7:35 7:43 7:56—B6:36 6:46 6:52 7:03 7:14 7:20 7:36 7:48 7:56 8:086:29 6:46 6:56 7:02 7:14 7:25 7:31 7:48 8:00 8:08 8:20—B6:56 7:06 7:13 7:25 7:37 —————6:49 7:06 7:16 7:23 7:36 7:49 7:56 8:12 8:25 8:33 8:45—B7:17 7:27 7:34 7:48 8:01 —————7:11 7:28 7:39 7:46 8:00 8:13 8:20 8:36 8:49 8:57 9:09—7:41 7:52 7:59 8:11 8:24 —————7:38 7:56 8:07 8:14 8:26 8:39 8:46 9:02 9:15 9:23 9:357:55 8:14 8:25 8:32 8:44 8:57 —————8:13 8:32 8:43 8:50 9:02 9:14 9:20 9:35 9:48 9:56 10:078:31 8:50 9:01 9:08 9:20 9:32 9:38 9:53 10:06 10:14 10:258:49 9:08 9:19 9:26 9:38 9:50 9:56 10:11 10:24 10:32 10:439:15 9:34 9:45 9:52 10:04 10:16 10:22 10:37 10:50 10:58 11:099:41 10:00 10:11 10:18 10:30 10:42 10:48 11:03 11:16 11:24 11:3510:11 10:30 10:41 10:48 11:00 11:13 11:19 11:34 11:47 11:55 12:06P10:41 11:00 11:11 11:18 11:30 11:43 11:49 12:05P 12:18P 12:27P 12:3811:10 11:29 11:41 11:48 11:59 12:13P 12:19P 12:35 12:48 12:57 1:0811:39 11:59 12:11P 12:18P 12:30P 12:43 12:49 1:05 1:18 1:27 1:3812:08P 12:28P 12:40 12:47 12:59 1:12 1:18 1:34 1:48 1:57 2:0812:37 12:57 1:09 1:16 1:28 1:41 1:47 2:03 2:17 2:26 2:371:06 1:26 1:38 1:45 1:57 2:10 2:16 2:32 2:46 2:55 3:061:35 1:55 2:07 2:14 2:26 2:39 2:45 3:01 3:15 3:24 3:352:04 2:24 2:36 2:43 2:55 3:08 3:14 3:30 3:44 3:53 4:042:26 2:46 2:58 3:05 3:17 3:30 3:36 3:52 4:06 4:15 4:262:46 3:06 3:18 3:25 3:37 3:49 3:55 4:11 4:25 4:34 4:463:06 3:26 3:38 3:45 3:57 4:09 4:15 4:31 4:45 4:54 5:063:26 3:46 3:58 4:05 4:17 4:29 4:35 4:51 5:05 5:14 5:263:46 4:06 4:18 4:25 4:36 4:48 4:54 5:10 5:24 5:33 5:454:05 4:25 4:36 4:43 4:54 5:06 5:12 5:28 5:41 5:49 6:014:23 4:43 4:54 5:01 5:12 5:24 5:30 5:46 5:59 6:07 6:194:41 5:01 5:12 5:19 5:30 5:42 5:48 6:04 6:16 6:24 6:365:00 5:20 5:31 5:38 5:49 6:01 6:07 6:22 6:34 6:42 6:535:19 5:39 5:50 5:57 6:07 6:18 6:24 6:38 6:50 6:58 7:085:48 6:08 6:19 6:25 6:35 6:46 6:52 7:06 7:18 7:26 7:366:21 6:40 6:51 6:57 7:07 7:18 7:24 7:37 7:48 7:56 8:067:08 7:26 7:36 7:42 7:52 8:03 8:08 8:21 8:32 8:39 8:498:01 8:19 8:29 8:35 8:45 8:55 9:00 9:12 9:22 9:29 9:398:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24 151004 ROUTE MAP MAP NOTES a LAX City Bus Center Metro 40 Owl, 102, 111, 117, 232, 311; C6, R6; T8; BBB3, BBB Rapid 3; BC109 b Plaza El Segundo Metro 125, 232 (N/B only); BC109 c King Harbor Metro 130, 232; BC102, BC109; CE438; T3, T7 d Pacific Coast Highway Station Freeway Level: Metro 450; Street Level: Metro 205, 232; CE448; DASH Wilmington e LA Harbor College Metro 205, 232 f Downtown Long Beach Station Metro Blue Line; Metro 60 Owl, 232; T3; T R3; CE142; LB1, 21, 22, 23, 46, 51, 61, 52, 71, 72, 81, 91, 92, 93, 94, 111, 112, 121, 151, 172, 173, 174, 181, 182, 191, 192; LB Passport 9th St Anita St Diamond S t Ave I El Segundo Bl Rosecrans Av Manhattan Beach Bl Artesia Bl 2nd St SEE INSET # 1 Marine Av b d Herondo St Beryl StSepulveda Bl110 EL SEGUNDO HERMOSABEACH REDONDOBEACH TORRANCE LOMITA WILMINGTON HARBOR CITY MANHATTAN BEACHMETRO GREEN LINE125 126 130 130 BC102 Torrance Bl T3 T7 BC109 Palo s VerdesBl Prospect AvHawthorne Bl344T8 CE448 Crensha w Bl T10Pacific Coast HwyNarbonne AvWestern AvNormandie AvVermont AvFigueroa StAvalon BlSanford AvAlameda StWilmington BlT5205550205550202LDLD246246202Anza AvBC109 Calle Mayor GA2Henry Ford AvSanta Fe AvLB 191LB 192Anaheim St450CE448NorwalkStation c PV225PV226 710Nash SteGA2 Los Angeles RiverLEGEND Line 232 Route Local Stop Timepoint Metro Rail / Busway Station Metro Rail / Busway Station & Timepoint Metro Rail Transit Center Santa Monica’s Big Blue Bus Beach Cities Transit Culver CityBus LADOT Commuter Express Gardena Bus Lines Long Beach Transit LADOT DASH Palos Verdes Peninsula Transit Authority Rapid Torrance Transit BC CE C GA LB T BBB PV R LD Line 232 Route Metro Rail Station Metro Rail Station Entrance Metro Rail INSET 1 & 2 234 5 6 7 8 9 SEE INSET # 2 El Segundo Airport BlJenny AvAviation BlGrand Av Douglas StNash StVicksburg AvMariposa Av Century Bl Imperial Hwy a 111 117 625 102T8LAX METRO GREEN LINE Arbor Vitae St NINSET MAP 1 - LAX CITY BUS CENTER 0 ! Mariposa Aviation/LAX 96th St 98th StSepulveda Bl5th St 1st St Broadway 4th St 6th StPine Av7th St 3rd StOregon Av10th St Pacific AvAtlantic AvOcean BlLB181LB182LB45,46 LB81 8th St LB91,92,93,94,96 LB 151 LB111,112 METRO BLUE LINE f LB 21, 22, 23, 121LB PassportLB61LB51LB52LB1METRO BLUE LINE Anaheim St METRO BLUE LINE1 INSET MAP 2 - DOWNTOWN LONG BEACH N T3R3Long Beach Bl9th St Magnolia Av5th Street 1st Street Anaheim St Pacific Av Downtown Long Beach Redondo BeachStation BC109 Pacific Coast HwyPacific Coast Hwy Monday t hrough Friday 232Southbound Al Sur (Approximate Times/Tiempo Aproximados)LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACHCity Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:15A 4:25A 4:31A 4:40A 4:53A 4:58A 5:07A 5:17A 5:23A 5:33A 5:43A4:52 5:02 5:10 5:19 5:32 5:37 5:47 5:57 6:03 6:13 6:245:20 5:30 5:39 5:49 6:02 6:07 6:17 6:27 6:33 6:43 6:545:44 5:55 6:04 6:14 6:27 6:32 6:43 6:53 6:59 7:09 7:205:59 6:10 6:20 6:30 6:44 6:49 7:00 7:10 7:16 7:26 7:386:14 6:25 6:35 6:46 7:00 7:05 7:17 7:27 7:33 7:43 7:556:28 6:40 6:50 7:01 7:15 7:20 7:32 7:43 7:49 7:59 8:116:42 6:54 7:04 7:16 7:30 7:36 7:48 7:59 8:05 8:15 8:276:56 7:10 7:20 7:32 7:47 7:53 8:05 8:16 8:22 8:32 8:447:14 7:28 7:38 7:51 8:06 8:12 8:24 8:35 8:41 8:51 9:037:34 7:47 7:57 8:10 8:25 8:31 8:43 8:54 9:00 9:10 9:238:02 8:14 8:24 8:37 8:52 8:58 9:10 9:21 9:27 9:37 9:508:31 8:43 8:52 9:05 9:20 9:26 9:38 9:49 9:55 10:05 10:189:00 9:12 9:21 9:34 9:49 9:55 10:07 10:18 10:25 10:35 10:489:28 9:41 9:50 10:03 10:18 10:25 10:37 10:48 10:55 11:05 11:199:57 10:10 10:19 10:32 10:47 10:54 11:06 11:18 11:25 11:35 11:4910:23 10:36 10:45 10:58 11:14 11:21 11:34 11:46 11:53 12:03P 12:17P10:52 11:05 11:14 11:27 11:43 11:50 12:03P 12:15P 12:22P 12:32 12:4611:21 11:34 11:43 11:56 12:12P 12:19P 12:32 12:44 12:51 1:01 1:1511:49 12:02P 12:11P 12:24P 12:41 12:48 1:01 1:13 1:20 1:30 1:4412:18P 12:31 12:40 12:53 1:10 1:17 1:30 1:42 1:49 1:59 2:1312:45 12:58 1:07 1:20 1:37 1:45 1:59 2:11 2:18 2:28 2:421:12 1:25 1:34 1:47 2:04 2:12 2:27 2:39 2:46 2:56 3:101:38 1:51 2:00 2:14 2:30 2:38 2:53 3:05 3:12 3:22 3:362:00 2:13 2:22 2:36 2:52 3:00 3:16 3:28 3:34 3:44 3:58——2:41 2:55 3:11 3:19 3:35 3:47 3:53 4:03 4:172:36 2:49 2:58 3:12 3:28 3:36 3:52 4:04 4:10 4:20 4:34——3:13 3:27 3:43 3:51 4:07 4:19 4:25 4:35 4:493:06 3:19 3:28 3:42 3:58 4:06 4:22 4:34 4:40 4:50 5:04——3:43 3:57 4:13 4:21 4:37 4:49 4:55 5:05 5:193:35 3:48 3:58 4:12 4:28 4:36 4:52 5:04 5:10 5:20 5:343:49 4:02 4:12 4:26 4:43 4:51 5:07 5:19 5:25 5:35 5:484:03 4:16 4:26 4:41 4:58 5:06 5:22 5:34 5:40 5:49 6:024:22 4:35 4:45 5:00 5:17 5:25 5:40 5:51 5:57 6:06 6:194:39 4:52 5:02 5:17 5:34 5:42 5:57 6:08 6:14 6:23 6:364:58 5:11 5:21 5:36 5:53 6:01 6:15 6:26 6:32 6:41 6:545:24 5:37 5:47 6:02 6:19 6:26 6:39 6:50 6:56 7:05 7:175:50 6:03 6:13 6:28 6:45 6:52 7:05 7:15 7:21 7:30 7:426:34 6:46 6:55 7:08 7:24 7:31 7:43 7:53 7:59 8:08 8:207:29 7:40 7:48 8:00 8:15 8:21 8:32 8:42 8:48 8:56 9:078:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01987654320!1 9 8 7 6 5 4 3 20!1 319 Saturday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center —B4:05A 4:13A 4:18A 4:26A 4:34A 4:38A 4:48A 4:56A 5:02A 5:11A4:52A 5:05 5:13 5:18 5:26 5:34 5:38 5:48 5:56 6:02 6:125:39 5:53 6:01 6:07 6:16 6:25 6:30 6:41 6:50 6:57 7:076:03 6:18 6:27 6:33 6:43 6:53 6:58 7:11 7:20 7:27 7:376:26 6:42 6:51 6:57 7:08 7:18 7:23 7:36 7:46 7:53 8:036:50 7:06 7:15 7:21 7:32 7:43 7:49 8:03 8:13 8:20 8:307:11 7:27 7:37 7:43 7:54 8:05 8:11 8:25 8:36 8:43 8:537:32 7:49 7:59 8:05 8:16 8:27 8:33 8:47 8:58 9:05 9:167:55 8:12 8:22 8:28 8:39 8:50 8:56 9:10 9:21 9:28 9:398:21 8:38 8:48 8:55 9:06 9:18 9:24 9:39 9:51 9:59 10:108:49 9:06 9:16 9:23 9:34 9:47 9:53 10:08 10:20 10:28 10:399:16 9:33 9:44 9:51 10:02 10:15 10:21 10:36 10:48 10:56 11:079:44 10:01 10:12 10:19 10:30 10:43 10:49 11:04 11:17 11:25 11:3610:13 10:30 10:41 10:48 10:59 11:12 11:19 11:34 11:47 11:55 12:06P10:44 11:01 11:11 11:18 11:29 11:43 11:50 12:06P 12:19P 12:27P 12:3811:13 11:31 11:41 11:48 11:59 12:13P 12:20P 12:36 12:49 12:57 1:0811:44 12:02P 12:12P 12:19P 12:31P 12:45 12:52 1:08 1:21 1:29 1:4012:14P 12:33 12:43 12:50 1:02 1:16 1:23 1:39 1:52 2:00 2:1112:45 1:04 1:14 1:21 1:33 1:47 1:53 2:09 2:22 2:30 2:411:17 1:35 1:45 1:52 2:03 2:16 2:22 2:38 2:51 2:59 3:091:48 2:06 2:16 2:23 2:34 2:47 2:53 3:08 3:21 3:29 3:392:18 2:36 2:47 2:54 3:05 3:18 3:24 3:39 3:52 4:00 4:102:49 3:07 3:18 3:25 3:36 3:49 3:55 4:10 4:23 4:31 4:413:20 3:38 3:49 3:56 4:07 4:19 4:25 4:40 4:53 5:01 5:113:51 4:10 4:20 4:27 4:38 4:50 4:56 5:11 5:24 5:32 5:424:22 4:41 4:51 4:58 5:09 5:21 5:27 5:41 5:54 6:01 6:114:54 5:13 5:23 5:29 5:40 5:52 5:58 6:12 6:24 6:31 6:415:27 5:46 5:56 6:02 6:12 6:23 6:29 6:43 6:55 7:02 7:126:16 6:35 6:45 6:51 7:01 7:12 7:17 7:30 7:41 7:48 7:587:06 7:24 7:34 7:40 7:50 8:01 8:06 8:19 8:30 8:37 8:477:55 8:13 8:23 8:29 8:39 8:49 8:54 9:06 9:16 9:23 9:338:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24 Saturday 232 Southbound Al Sur (Approximate Times/Tiempo Aproximados) LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACH City Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:30A 4:39A 4:46A 4:53A 5:03A 5:07A 5:15A 5:23A 5:28A 5:36A 5:45A5:24 5:33 5:40 5:48 5:58 6:02 6:10 6:18 6:23 6:32 6:426:05 6:15 6:22 6:30 6:41 6:46 6:55 7:04 7:10 7:19 7:306:32 6:42 6:49 6:58 7:10 7:15 7:24 7:33 7:39 7:48 7:596:56 7:06 7:14 7:24 7:36 7:41 7:51 8:01 8:07 8:16 8:277:22 7:32 7:40 7:51 8:04 8:09 8:19 8:29 8:35 8:44 8:567:49 7:59 8:07 8:18 8:32 8:37 8:47 8:57 9:03 9:12 9:248:15 8:25 8:33 8:45 8:59 9:05 9:15 9:25 9:31 9:40 9:528:42 8:52 9:00 9:12 9:26 9:32 9:43 9:53 9:59 10:09 10:219:09 9:19 9:27 9:39 9:54 10:00 10:12 10:22 10:29 10:39 10:519:39 9:49 9:57 10:09 10:24 10:30 10:42 10:52 10:59 11:09 11:2210:06 10:17 10:25 10:37 10:52 10:59 11:11 11:22 11:29 11:39 11:5310:33 10:45 10:53 11:05 11:21 11:28 11:41 11:52 11:59 12:09P 12:23P11:02 11:14 11:22 11:35 11:51 11:58 12:11P 12:22P 12:29P 12:39 12:5311:32 11:44 11:52 12:05P 12:21P 12:28P 12:41 12:52 12:59 1:09 1:2312:02P 12:14P 12:22P 12:36 12:52 12:59 1:12 1:23 1:30 1:40 1:5412:33 12:45 12:53 1:07 1:23 1:30 1:43 1:54 2:01 2:11 2:251:02 1:15 1:23 1:37 1:54 2:01 2:14 2:25 2:32 2:42 2:561:32 1:45 1:53 2:07 2:24 2:32 2:45 2:56 3:03 3:12 3:262:02 2:15 2:23 2:37 2:54 3:02 3:16 3:27 3:34 3:43 3:572:33 2:46 2:54 3:08 3:25 3:33 3:47 3:58 4:05 4:14 4:273:04 3:17 3:25 3:39 3:56 4:04 4:18 4:29 4:36 4:45 4:583:36 3:49 3:57 4:10 4:27 4:35 4:49 5:00 5:07 5:16 5:294:08 4:21 4:29 4:42 4:59 5:06 5:19 5:30 5:36 5:45 5:584:40 4:53 5:01 5:13 5:30 5:37 5:49 6:00 6:06 6:14 6:275:13 5:25 5:33 5:45 6:01 6:08 6:20 6:30 6:36 6:44 6:565:44 5:56 6:04 6:16 6:31 6:38 6:50 7:00 7:06 7:14 7:266:14 6:26 6:34 6:46 7:01 7:08 7:20 7:30 7:36 7:44 7:566:56 7:07 7:15 7:27 7:42 7:48 8:00 8:10 8:16 8:24 8:367:41 7:52 8:00 8:11 8:26 8:32 8:43 8:53 8:59 9:07 9:188:29 8:40 8:48 8:59 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01 Sunday and Holiday Schedule 232 Northbound Al Norte (Approximate Times/Tiempos Aproximados) LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAX Downtown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 4:38A 4:51A 4:59A 5:04A 5:12A 5:20A 5:24A 5:34A 5:42A 5:48A 5:57A5:37 5:51 5:59 6:04 6:13 6:21 6:25 6:36 6:44 6:50 6:596:10 6:24 6:32 6:37 6:46 6:55 6:59 7:11 7:19 7:25 7:346:41 6:56 7:04 7:10 7:19 7:28 7:33 7:45 7:54 8:00 8:097:11 7:26 7:34 7:40 7:50 8:00 8:06 8:18 8:28 8:34 8:437:41 7:56 8:04 8:10 8:20 8:30 8:36 8:49 8:59 9:05 9:148:06 8:21 8:29 8:35 8:46 8:56 9:02 9:15 9:26 9:32 9:428:30 8:45 8:54 9:00 9:11 9:22 9:28 9:41 9:53 9:59 10:098:59 9:15 9:24 9:30 9:41 9:52 9:58 10:11 10:23 10:29 10:399:29 9:45 9:54 10:00 10:11 10:22 10:28 10:41 10:53 10:59 11:099:59 10:15 10:24 10:30 10:41 10:52 10:58 11:12 11:24 11:30 11:4010:29 10:45 10:54 11:00 11:11 11:22 11:28 11:42 11:54 12:01P 12:11P10:59 11:15 11:24 11:30 11:41 11:53 11:59 12:13P 12:25P 12:32 12:4211:28 11:45 11:54 12:00P 12:11P 12:23P 12:29P 12:43 12:55 1:02 1:1211:58 12:15P 12:24P 12:30 12:41 12:53 12:59 1:13 1:25 1:32 1:4212:29P 12:46 12:55 1:01 1:12 1:24 1:30 1:44 1:56 2:03 2:131:00 1:17 1:26 1:32 1:43 1:55 2:01 2:15 2:27 2:34 2:441:31 1:48 1:57 2:03 2:14 2:26 2:32 2:46 2:58 3:05 3:152:02 2:19 2:28 2:34 2:45 2:57 3:03 3:17 3:29 3:36 3:462:33 2:50 2:59 3:05 3:16 3:28 3:34 3:48 4:00 4:07 4:173:04 3:21 3:30 3:36 3:47 3:59 4:05 4:19 4:31 4:38 4:483:35 3:52 4:01 4:07 4:18 4:29 4:35 4:48 5:00 5:07 5:174:06 4:23 4:32 4:38 4:48 4:59 5:05 5:18 5:30 5:37 5:474:39 4:56 5:05 5:11 5:21 5:32 5:37 5:50 6:01 6:08 6:185:19 5:36 5:45 5:51 6:01 6:12 6:17 6:30 6:41 6:48 6:586:13 6:30 6:39 6:45 6:55 7:06 7:11 7:24 7:35 7:42 7:527:07 7:24 7:33 7:39 7:49 8:00 8:05 8:18 8:29 8:36 8:468:01 8:18 8:27 8:33 8:42 8:52 8:57 9:09 9:19 9:26 9:368:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24 Sunday and Holiday Schedule 232 Southbound Al Sur (Approximate Times/Tiempo Aproximados) LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACH City Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 5:25A 5:34A 5:41A 5:49A 5:59A 6:03A 6:11A 6:19A 6:24A 6:32A 6:42A6:10 6:19 6:26 6:34 6:44 6:48 6:56 7:04 7:09 7:17 7:276:41 6:51 6:58 7:07 7:18 7:22 7:31 7:40 7:45 7:53 8:047:14 7:24 7:31 7:41 7:54 7:58 8:07 8:16 8:21 8:29 8:417:49 7:59 8:06 8:16 8:29 8:34 8:43 8:52 8:57 9:05 9:178:22 8:32 8:39 8:49 9:03 9:08 9:18 9:28 9:34 9:42 9:548:54 9:05 9:12 9:23 9:37 9:42 9:52 10:03 10:09 10:18 10:309:26 9:37 9:44 9:55 10:09 10:15 10:26 10:37 10:43 10:52 11:059:59 10:10 10:17 10:28 10:42 10:48 10:59 11:10 11:16 11:25 11:3810:32 10:43 10:50 11:01 11:15 11:21 11:32 11:43 11:49 11:58 12:11P11:02 11:13 11:20 11:31 11:45 11:51 12:02P 12:13P 12:19P 12:28P 12:4211:28 11:40 11:47 11:59 12:14P 12:21P 12:32 12:43 12:49 12:58 1:1211:58 12:10P 12:17P 12:29P 12:44 12:51 1:02 1:13 1:19 1:28 1:4212:27P 12:39 12:47 12:59 1:14 1:21 1:32 1:43 1:49 1:58 2:1212:56 1:08 1:16 1:28 1:43 1:50 2:02 2:13 2:19 2:28 2:421:25 1:37 1:45 1:57 2:13 2:20 2:32 2:43 2:49 2:58 3:121:56 2:08 2:16 2:28 2:44 2:51 3:03 3:13 3:19 3:28 3:412:26 2:38 2:46 2:58 3:14 3:21 3:33 3:43 3:49 3:57 4:102:56 3:08 3:16 3:29 3:45 3:52 4:04 4:14 4:20 4:28 4:413:27 3:39 3:47 4:00 4:16 4:23 4:35 4:45 4:51 4:59 5:123:58 4:10 4:18 4:31 4:47 4:54 5:06 5:16 5:22 5:30 5:434:29 4:41 4:49 5:02 5:18 5:25 5:37 5:47 5:53 6:01 6:145:01 5:13 5:21 5:34 5:49 5:56 6:08 6:18 6:24 6:32 6:455:36 5:48 5:56 6:09 6:24 6:31 6:43 6:53 6:59 7:07 7:196:13 6:25 6:33 6:45 7:00 7:07 7:18 7:28 7:34 7:42 7:546:58 7:09 7:17 7:28 7:43 7:50 8:01 8:11 8:17 8:25 8:367:44 7:55 8:03 8:14 8:28 8:34 8:45 8:55 9:01 9:09 9:208:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01 Sunday & Holiday Schedules Sunday & Holiday schedule in effect on New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day. Text “metro” and your intersection or stop number to 41411 (example: metro vignes&cesarechavez or metro 1563). You can also visit m.metro.net or call 511 and say “Nextrip” Nextrip Special Notes B Originates at Anaheim St Blue Line Station 5-7 minutes before time shown. Horarios de domingo y días feriados Horarios de domingo y días feriados en vigor para New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day y Christmas Day. Nextrip Envíe un mensaje de texto con “Metro” y la intersección de la calleo el número de su parada al 41411. Nextrip le enviará un mensajede texto con la próxima llegada de cada autobús en esa parada.También puede visitar m.metro.net o llamar al 511 y decir “Nextrip” Avisos especiales B Comienza en Anaheim St Blue Line Station 5-7 minutos antes de la hora mostrada. 98765432 0 !1 9 8 7 6 5 4 3 20!1 98765432 0 !1 9 8 7 6 5 4 3 20!1 320 APPENDIX C EXISTING TRAFFIC COUNTS 321 File Name : Sepulveda_2nd Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Unshifted Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 3 176 10 3 5 16 2 738 2 8 4 3 970 07:15 AM 3 179 16 4 6 13 5 658 0 13 12 4 913 07:30 AM 12 267 13 3 14 6 1 724 5 14 35 1 1095 07:45 AM 16 240 8 12 24 31 4 809 3 11 37 5 1200 Total 34 862 47 22 49 66 12 2929 10 46 88 13 4178 08:00 AM 9 246 25 9 38 14 7 721 4 15 17 5 1110 08:15 AM 6 222 19 15 17 13 8 646 5 15 19 4 989 08:30 AM 6 249 9 10 17 14 8 651 8 15 21 10 1018 08:45 AM 5 221 19 12 30 14 3 626 2 21 28 9 990 Total 26 938 72 46 102 55 26 2644 19 66 85 28 4107 04:00 PM 10 537 13 5 11 11 6 362 5 17 15 13 1005 04:15 PM 9 507 4 11 25 14 7 317 7 24 26 13 964 04:30 PM 8 529 13 10 11 13 4 346 5 15 9 16 979 04:45 PM 6 524 5 10 15 8 6 284 8 23 30 16 935 Total 33 2097 35 36 62 46 23 1309 25 79 80 58 3883 05:00 PM 3 564 8 9 10 11 8 352 6 25 25 17 1038 05:15 PM 13 583 6 12 10 9 3 314 8 19 18 19 1014 05:30 PM 6 567 8 9 13 10 7 362 7 16 22 18 1045 05:45 PM 12 550 4 11 14 7 9 324 4 13 23 13 984 Total 34 2264 26 41 47 37 27 1352 25 73 88 67 4081 06:00 PM 4 584 9 7 15 7 3 360 7 21 14 18 1049 06:15 PM 4 598 10 11 14 8 7 272 1 16 17 14 972 06:30 PM 5 635 7 9 6 9 4 336 6 12 11 10 1050 06:45 PM 1 564 6 8 13 11 4 289 5 14 13 12 940 Total 14 2381 32 35 48 35 18 1257 19 63 55 54 4011 Grand Total 141 8542 212 180 308 239 106 9491 98 327 396 220 20260 Apprch %1.6 96 2.4 24.8 42.4 32.9 1.1 97.9 1 34.7 42 23.3 Total %0.7 42.2 1 0.9 1.5 1.2 0.5 46.8 0.5 1.6 2 1.1 CITY TRAFFIC COUNTERS www.ctcounters.com 322 File Name : Sepulveda_2nd Site Code : 00000000Start Date : 3/2/2016Page No : 2 Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 12 267 13 292 3 14 6 23 1 724 5 730 14 35 1 50 1095 07:45 AM 16 240 8 264 12 24 31 67 4 809 3 816 11 37 5 53 1200 08:00 AM 9 246 25 280 9 38 14 61 7 721 4 732 15 17 5 37 1110 08:15 AM 6 222 19 247 15 17 13 45 8 646 5 659 15 19 4 38 989 Total Volume 43 975 65 1083 39 93 64 196 20 2900 17 2937 55 108 15 178 4394 % App. Total 4 90 6 19.9 47.4 32.7 0.7 98.7 0.6 30.9 60.7 8.4 PHF .672 .913 .650 .927 .650 .612 .516 .731 .625 .896 .850 .900 .917 .730 .750 .840 .915 Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd Right65 Thru975 Left43 InOut Total3019 1083 4102 Right64 Thru93 Left39 OutTotalIn168 196 364 Left20 Thru2900 Right17 Out TotalIn1029 2937 3966 Left55 Thru108 Right15 TotalOutIn178 178 356 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 323 File Name : Sepulveda_2nd Site Code : 00000000Start Date : 3/2/2016Page No : 3 Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 13 583 6 602 12 10 9 31 3 314 8 325 19 18 19 56 1014 05:30 PM 6 567 8 581 9 13 10 32 7 362 7 376 16 22 18 56 1045 05:45 PM 12 550 4 566 11 14 7 32 9 324 4 337 13 23 13 49 984 06:00 PM 4 584 9 597 7 15 7 29 3 360 7 370 21 14 18 53 1049 Total Volume 35 2284 27 2346 39 52 33 124 22 1360 26 1408 69 77 68 214 4092 % App. Total 1.5 97.4 1.2 31.5 41.9 26.6 1.6 96.6 1.8 32.2 36 31.8 PHF .673 .978 .750 .974 .813 .867 .825 .969 .611 .939 .813 .936 .821 .837 .895 .955 .975 Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd Right27 Thru2284 Left35 InOut Total1462 2346 3808 Right33 Thru52 Left39 OutTotalIn138 124 262 Left22 Thru1360 Right26 Out TotalIn2391 1408 3799 Left69 Thru77 Right68 TotalOutIn101 214 315 Peak Hour Begins at 05:15 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 324 File Name : Sepulveda_2nd_BP Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Bank 1 Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 1 0 0 0 0 0 0 1 07:15 AM 0 1 0 0 0 0 0 2 3 07:30 AM 0 1 0 3 0 0 0 0 4 07:45 AM 0 1 0 3 0 3 0 2 9 Total 0 4 0 6 0 3 0 4 17 08:00 AM 0 3 0 4 0 0 0 0 7 08:15 AM 0 1 0 2 1 0 0 0 4 08:30 AM 0 1 0 2 0 1 0 2 6 08:45 AM 0 0 0 2 1 0 0 1 4 Total 0 5 0 10 2 1 0 3 21 04:00 PM 0 3 0 1 0 0 0 0 4 04:15 PM 0 0 0 0 0 1 0 0 1 04:30 PM 0 0 0 2 0 0 1 0 3 04:45 PM 0 2 0 0 0 1 0 1 4 Total 0 5 0 3 0 2 1 1 12 05:00 PM 0 0 0 3 0 2 0 4 9 05:30 PM 0 1 0 1 0 1 0 1 4 05:45 PM 0 0 0 1 0 0 1 2 4 Total 0 1 0 5 0 3 1 7 17 06:00 PM 0 1 1 1 0 1 0 2 6 06:15 PM 0 0 0 5 0 0 0 1 6 06:30 PM 0 0 0 0 0 1 0 1 2 06:45 PM 0 0 0 2 0 0 0 2 4 Total 0 1 1 8 0 2 0 6 18 Grand Total 0 16 1 32 2 11 2 21 85 Apprch %0 100 3 97 15.4 84.6 8.7 91.3 Total %0 18.8 1.2 37.6 2.4 12.9 2.4 24.7 CITY TRAFFIC COUNTERS www.ctcounters.com 325 File Name : Sepulveda_2nd_BP Site Code : 00000000Start Date : 3/2/2016Page No : 2 Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 1 1 0 3 3 0 3 3 0 2 2 9 08:00 AM 0 3 3 0 4 4 0 0 0 0 0 0 7 08:15 AM 0 1 1 0 2 2 1 0 1 0 0 0 4 08:30 AM 0 1 1 0 2 2 0 1 1 0 2 2 6 Total Volume 0 6 6 0 11 11 1 4 5 0 4 4 26 % App. Total 0 100 0 100 20 80 0 100 PHF .000 .500 .500 .000 .688 .688 .250 .333 .417 .000 .500 .500 .722 Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd Thru0 Peds6 InOut Total1 6 7 Thru0 Peds11 OutTotalIn0 11 11 Thru1 Peds4 Out TotalIn0 5 5 Thru0 Peds4 TotalOutIn0 4 4 Peak Hour Begins at 07:45 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 326 File Name : Sepulveda_2nd_BP Site Code : 00000000Start Date : 3/2/2016Page No : 3 Sepulveda Blvd Southbound 2nd Street Westbound Sepulveda Blvd Northbound 2nd Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:30 PM 05:30 PM 0 1 1 0 1 1 0 1 1 0 1 1 4 05:45 PM 0 0 0 0 1 1 0 0 0 1 2 3 4 06:00 PM 0 1 1 1 1 2 0 1 1 0 2 2 6 06:15 PM 0 0 0 0 5 5 0 0 0 0 1 1 6 Total Volume 0 2 2 1 8 9 0 2 2 1 6 7 20 % App. Total 0 100 11.1 88.9 0 100 14.3 85.7 PHF .000 .500 .500 .250 .400 .450 .000 .500 .500 .250 .750 .583 .833 Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd Thru0 Peds2 InOut Total0 2 2 Thru1 Peds8 OutTotalIn1 9 10 Thru0 Peds2 Out TotalIn0 2 2 Thru1 Peds6 TotalOutIn1 7 8 Peak Hour Begins at 05:30 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 327 File Name : PacificCoastHwy_Longfellow Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 2 152 2 1 2 8 2 759 1 1 2 1 933 07:15 AM 2 197 3 3 0 4 2 711 3 2 4 0 931 07:30 AM 11 244 3 1 1 15 0 790 1 1 11 4 1082 07:45 AM 15 249 1 5 12 18 0 792 4 6 10 1 1113 Total 30 842 9 10 15 45 4 3052 9 10 27 6 4059 08:00 AM 8 220 2 0 5 10 3 731 6 2 2 2 991 08:15 AM 12 249 5 5 0 4 4 720 8 2 2 3 1014 08:30 AM 5 250 3 3 2 9 2 720 7 3 4 4 1012 08:45 AM 9 278 4 3 2 7 2 649 9 7 6 4 980 Total 34 997 14 11 9 30 11 2820 30 14 14 13 3997 04:00 PM 9 523 3 12 2 12 5 336 8 2 6 7 925 04:15 PM 12 551 3 8 6 11 5 328 8 3 5 10 950 04:30 PM 6 559 4 11 5 9 14 327 7 4 4 6 956 04:45 PM 14 583 2 8 6 10 8 295 8 1 3 3 941 Total 41 2216 12 39 19 42 32 1286 31 10 18 26 3772 05:00 PM 5 538 4 10 7 6 13 334 4 3 1 7 932 05:15 PM 6 624 3 6 5 6 5 312 8 6 4 4 989 05:30 PM 5 593 4 7 6 7 10 363 1 4 5 2 1007 05:45 PM 3 612 4 6 3 6 5 325 3 1 3 6 977 Total 19 2367 15 29 21 25 33 1334 16 14 13 19 3905 06:00 PM 4 565 2 10 3 7 4 330 4 2 2 3 936 06:15 PM 4 642 2 8 2 5 3 266 4 4 0 1 941 06:30 PM 1 620 4 5 3 7 7 315 2 3 5 4 976 06:45 PM 1 584 5 5 0 3 5 293 1 0 0 5 902 Total 10 2411 13 28 8 22 19 1204 11 9 7 13 3755 Grand Total 134 8833 63 117 72 164 99 9696 97 57 79 77 19488 Apprch %1.5 97.8 0.7 33.1 20.4 46.5 1 98 1 26.8 37.1 36.2 Total %0.7 45.3 0.3 0.6 0.4 0.8 0.5 49.8 0.5 0.3 0.4 0.4 CITY TRAFFIC COUNTERS www.ctcounters.com 328 File Name : PacificCoastHwy_Longfellow Site Code : 00000000Start Date : 3/2/2016Page No : 2 Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 11 244 3 258 1 1 15 17 0 790 1 791 1 11 4 16 1082 07:45 AM 15 249 1 265 5 12 18 35 0 792 4 796 6 10 1 17 1113 08:00 AM 8 220 2 230 0 5 10 15 3 731 6 740 2 2 2 6 991 08:15 AM 12 249 5 266 5 0 4 9 4 720 8 732 2 2 3 7 1014 Total Volume 46 962 11 1019 11 18 47 76 7 3033 19 3059 11 25 10 46 4200 % App. Total 4.5 94.4 1.1 14.5 23.7 61.8 0.2 99.2 0.6 23.9 54.3 21.7 PHF .767 .966 .550 .958 .550 .375 .653 .543 .438 .957 .594 .961 .458 .568 .625 .676 .943 Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy Right11 Thru962 Left46 InOut Total3091 1019 4110 Right47 Thru18 Left11 OutTotalIn90 76 166 Left7 Thru3033 Right19 Out TotalIn983 3059 4042 Left11 Thru25 Right10 TotalOutIn36 46 82 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 329 File Name : PacificCoastHwy_Longfellow Site Code : 00000000Start Date : 3/2/2016Page No : 3 Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 6 624 3 633 6 5 6 17 5 312 8 325 6 4 4 14 989 05:30 PM 5 593 4 602 7 6 7 20 10 363 1 374 4 5 2 11 1007 05:45 PM 3 612 4 619 6 3 6 15 5 325 3 333 1 3 6 10 977 06:00 PM 4 565 2 571 10 3 7 20 4 330 4 338 2 2 3 7 936 Total Volume 18 2394 13 2425 29 17 26 72 24 1330 16 1370 13 14 15 42 3909 % App. Total 0.7 98.7 0.5 40.3 23.6 36.1 1.8 97.1 1.2 31 33.3 35.7 PHF .750 .959 .813 .958 .725 .708 .929 .900 .600 .916 .500 .916 .542 .700 .625 .750 .970 Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy Right13 Thru2394 Left18 InOut Total1369 2425 3794 Right26 Thru17 Left29 OutTotalIn48 72 120 Left24 Thru1330 Right16 Out TotalIn2438 1370 3808 Left13 Thru14 Right15 TotalOutIn54 42 96 Peak Hour Begins at 05:15 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 330 File Name : PacificCoastHwy_Longfellow_BP Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Bank 1 Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 0 0 6 0 1 0 0 7 07:15 AM 0 2 0 7 0 1 0 1 11 07:30 AM 0 4 0 6 0 4 0 2 16 07:45 AM 0 0 0 13 0 0 1 1 15 Total 0 6 0 32 0 6 1 4 49 08:00 AM 0 3 0 6 0 1 0 1 11 08:15 AM 0 2 0 12 0 4 0 3 21 08:30 AM 0 1 0 9 0 3 0 4 17 08:45 AM 0 1 0 14 0 2 0 2 19 Total 0 7 0 41 0 10 0 10 68 04:00 PM 0 4 0 4 0 3 0 1 12 04:15 PM 0 1 0 3 0 2 0 0 6 04:30 PM 0 0 0 15 0 0 1 1 17 04:45 PM 0 6 0 5 1 2 0 0 14 Total 0 11 0 27 1 7 1 2 49 05:00 PM 0 1 0 17 0 4 0 2 24 05:15 PM 0 1 0 5 0 0 0 2 8 05:30 PM 0 4 0 14 0 4 0 0 22 05:45 PM 0 0 0 12 0 3 0 3 18 Total 0 6 0 48 0 11 0 7 72 06:00 PM 0 1 1 10 0 4 0 3 19 06:15 PM 0 1 0 7 0 0 0 0 8 06:30 PM 0 0 0 1 0 0 0 0 1 06:45 PM 0 0 0 2 0 0 0 1 3 Total 0 2 1 20 0 4 0 4 31 Grand Total 0 32 1 168 1 38 2 27 269 Apprch %0 100 0.6 99.4 2.6 97.4 6.9 93.1 Total %0 11.9 0.4 62.5 0.4 14.1 0.7 10 CITY TRAFFIC COUNTERS www.ctcounters.com 331 File Name : PacificCoastHwy_Longfellow_BP Site Code : 00000000Start Date : 3/2/2016Page No : 2 Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 3 3 0 6 6 0 1 1 0 1 1 11 08:15 AM 0 2 2 0 12 12 0 4 4 0 3 3 21 08:30 AM 0 1 1 0 9 9 0 3 3 0 4 4 17 08:45 AM 0 1 1 0 14 14 0 2 2 0 2 2 19 Total Volume 0 7 7 0 41 41 0 10 10 0 10 10 68 % App. Total 0 100 0 100 0 100 0 100 PHF .000 .583 .583 .000 .732 .732 .000 .625 .625 .000 .625 .625 .810 Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy Thru0 Peds7 InOut Total0 7 7 Thru0 Peds41 OutTotalIn0 41 41 Thru0 Peds10 Out TotalIn0 10 10 Thru0 Peds10 TotalOutIn0 10 10 Peak Hour Begins at 08:00 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 332 File Name : PacificCoastHwy_Longfellow_BP Site Code : 00000000Start Date : 3/2/2016Page No : 3 Pacific Coast Hwy Southbound Longfellow Ave Westbound Pacific Coast Hwy Northbound Longfellow Ave Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 1 1 0 17 17 0 4 4 0 2 2 24 05:15 PM 0 1 1 0 5 5 0 0 0 0 2 2 8 05:30 PM 0 4 4 0 14 14 0 4 4 0 0 0 22 05:45 PM 0 0 0 0 12 12 0 3 3 0 3 3 18 Total Volume 0 6 6 0 48 48 0 11 11 0 7 7 72 % App. Total 0 100 0 100 0 100 0 100 PHF .000 .375 .375 .000 .706 .706 .000 .688 .688 .000 .583 .583 .750 Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy Thru0 Peds6 InOut Total0 6 6 Thru0 Peds48 OutTotalIn0 48 48 Thru0 Peds11 Out TotalIn0 11 11 Thru0 Peds7 TotalOutIn0 7 7 Peak Hour Begins at 05:00 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 333 File Name : PacificCoastHwy_Gould-Artesia Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 24 126 5 46 81 107 2 670 28 10 65 6 1170 07:15 AM 38 141 6 45 103 130 0 555 32 7 57 10 1124 07:30 AM 44 156 8 34 78 115 2 643 40 10 74 8 1212 07:45 AM 60 147 8 60 139 181 8 579 45 28 122 15 1392 Total 166 570 27 185 401 533 12 2447 145 55 318 39 4898 08:00 AM 42 168 9 54 118 127 19 589 34 22 75 12 1269 08:15 AM 50 179 17 64 136 144 11 556 20 27 92 22 1318 08:30 AM 23 209 11 104 113 138 8 572 55 15 74 20 1342 08:45 AM 54 203 7 94 105 111 8 519 39 9 62 18 1229 Total 169 759 44 316 472 520 46 2236 148 73 303 72 5158 04:00 PM 107 414 19 53 78 66 18 269 32 20 89 17 1182 04:15 PM 129 430 17 72 78 75 6 218 46 22 119 13 1225 04:30 PM 92 455 20 57 75 81 12 229 43 18 72 6 1160 04:45 PM 132 452 17 97 96 59 12 222 63 27 117 20 1314 Total 460 1751 73 279 327 281 48 938 184 87 397 56 4881 05:00 PM 112 476 18 61 78 68 14 247 73 24 87 4 1262 05:15 PM 122 475 22 81 94 62 6 215 64 19 97 21 1278 05:30 PM 117 464 17 53 75 73 15 267 85 22 75 8 1271 05:45 PM 123 480 16 70 106 73 10 241 56 11 117 14 1317 Total 474 1895 73 265 353 276 45 970 278 76 376 47 5128 06:00 PM 115 468 10 64 71 62 9 264 60 15 115 10 1263 06:15 PM 127 503 12 67 66 66 4 178 67 23 102 8 1223 06:30 PM 101 467 8 55 57 64 11 256 54 8 80 7 1168 06:45 PM 112 495 13 75 94 66 9 207 53 19 77 13 1233 Total 455 1933 43 261 288 258 33 905 234 65 374 38 4887 Grand Total 1724 6908 260 1306 1841 1868 184 7496 989 356 1768 252 24952 Apprch %19.4 77.7 2.9 26 36.7 37.2 2.1 86.5 11.4 15 74.4 10.6 Total %6.9 27.7 1 5.2 7.4 7.5 0.7 30 4 1.4 7.1 1 CITY TRAFFIC COUNTERS www.ctcounters.com 334 File Name : PacificCoastHwy_Gould-Artesia Site Code : 00000000Start Date : 3/2/2016Page No : 2 Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 60 147 8 215 60 139 181 380 8 579 45 632 28 122 15 165 1392 08:00 AM 42 168 9 219 54 118 127 299 19 589 34 642 22 75 12 109 1269 08:15 AM 50 179 17 246 64 136 144 344 11 556 20 587 27 92 22 141 1318 08:30 AM 23 209 11 243 104 113 138 355 8 572 55 635 15 74 20 109 1342 Total Volume 175 703 45 923 282 506 590 1378 46 2296 154 2496 92 363 69 524 5321 % App. Total 19 76.2 4.9 20.5 36.7 42.8 1.8 92 6.2 17.6 69.3 13.2 PHF .729 .841 .662 .938 .678 .910 .815 .907 .605 .975 .700 .972 .821 .744 .784 .794 .956 Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy Right45 Thru703 Left175 InOut Total2978 923 3901 Right590 Thru506 Left282 OutTotalIn692 1378 2070 Left46 Thru2296 Right154 Out TotalIn1054 2496 3550 Left92 Thru363 Right69 TotalOutIn597 524 1121 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 335 File Name : PacificCoastHwy_Gould-Artesia Site Code : 00000000Start Date : 3/2/2016Page No : 3 Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 122 475 22 619 81 94 62 237 6 215 64 285 19 97 21 137 1278 05:30 PM 117 464 17 598 53 75 73 201 15 267 85 367 22 75 8 105 1271 05:45 PM 123 480 16 619 70 106 73 249 10 241 56 307 11 117 14 142 1317 06:00 PM 115 468 10 593 64 71 62 197 9 264 60 333 15 115 10 140 1263 Total Volume 477 1887 65 2429 268 346 270 884 40 987 265 1292 67 404 53 524 5129 % App. Total 19.6 77.7 2.7 30.3 39.1 30.5 3.1 76.4 20.5 12.8 77.1 10.1 PHF .970 .983 .739 .981 .827 .816 .925 .888 .667 .924 .779 .880 .761 .863 .631 .923 .974 Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy Right65 Thru1887 Left477 InOut Total1324 2429 3753 Right270 Thru346 Left268 OutTotalIn1146 884 2030 Left40 Thru987 Right265 Out TotalIn2208 1292 3500 Left67 Thru404 Right53 TotalOutIn451 524 975 Peak Hour Begins at 05:15 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 336 File Name : PacificCoastHwy_Gould-Artesia_BP Site Code : 00000000Start Date : 3/2/2016Page No : 1 Groups Printed- Bank 1 Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 2 2 0 0 0 1 1 2 8 07:15 AM 1 7 0 2 0 0 0 4 14 07:30 AM 0 3 0 0 0 0 0 2 5 07:45 AM 0 6 0 1 0 1 0 3 11 Total 3 18 0 3 0 2 1 11 38 08:00 AM 0 8 0 1 0 0 0 2 11 08:15 AM 3 1 0 0 0 0 0 2 6 08:30 AM 0 11 0 3 2 2 0 2 20 08:45 AM 0 3 0 0 0 0 0 4 7 Total 3 23 0 4 2 2 0 10 44 04:00 PM 0 2 0 0 0 0 1 3 6 04:15 PM 0 8 0 0 0 0 0 3 11 04:30 PM 0 2 0 0 0 0 0 11 13 04:45 PM 0 11 0 0 0 0 0 5 16 Total 0 23 0 0 0 0 1 22 46 05:00 PM 0 3 0 2 1 0 0 3 9 05:15 PM 1 6 0 0 0 2 1 3 13 05:30 PM 1 0 0 0 0 0 0 7 8 05:45 PM 0 6 0 1 0 0 0 7 14 Total 2 15 0 3 1 2 1 20 44 06:00 PM 0 4 0 2 0 3 0 4 13 06:15 PM 1 1 0 0 0 0 0 1 3 06:30 PM 0 3 0 1 0 0 0 0 4 06:45 PM 0 4 0 0 0 0 0 0 4 Total 1 12 0 3 0 3 0 5 24 Grand Total 9 91 0 13 3 9 3 68 196 Apprch %9 91 0 100 25 75 4.2 95.8 Total %4.6 46.4 0 6.6 1.5 4.6 1.5 34.7 CITY TRAFFIC COUNTERS www.ctcounters.com 337 File Name : PacificCoastHwy_Gould-Artesia_BP Site Code : 00000000Start Date : 3/2/2016Page No : 2 Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 6 6 0 1 1 0 1 1 0 3 3 11 08:00 AM 0 8 8 0 1 1 0 0 0 0 2 2 11 08:15 AM 3 1 4 0 0 0 0 0 0 0 2 2 6 08:30 AM 0 11 11 0 3 3 2 2 4 0 2 2 20 Total Volume 3 26 29 0 5 5 2 3 5 0 9 9 48 % App. Total 10.3 89.7 0 100 40 60 0 100 PHF .250 .591 .659 .000 .417 .417 .250 .375 .313 .000 .750 .750 .600 Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy Thru3 Peds26 InOut Total2 29 31 Thru0 Peds5 OutTotalIn0 5 5 Thru2 Peds3 Out TotalIn3 5 8 Thru0 Peds9 TotalOutIn0 9 9 Peak Hour Begins at 07:45 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 338 File Name : PacificCoastHwy_Gould-Artesia_BP Site Code : 00000000Start Date : 3/2/2016Page No : 3 Pacific Coast Hwy Southbound Artesia Blvd Westbound Pacific Coast Hwy Northbound Gould Ave Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 2 2 0 0 0 0 0 0 0 11 11 13 04:45 PM 0 11 11 0 0 0 0 0 0 0 5 5 16 05:00 PM 0 3 3 0 2 2 1 0 1 0 3 3 9 05:15 PM 1 6 7 0 0 0 0 2 2 1 3 4 13 Total Volume 1 22 23 0 2 2 1 2 3 1 22 23 51 % App. Total 4.3 95.7 0 100 33.3 66.7 4.3 95.7 PHF .250 .500 .523 .000 .250 .250 .250 .250 .375 .250 .500 .523 .797 Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy Thru1 Peds22 InOut Total1 23 24 Thru0 Peds2 OutTotalIn1 2 3 Thru1 Peds2 Out TotalIn1 3 4 Thru1 Peds22 TotalOutIn0 23 23 Peak Hour Begins at 04:30 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 339 File Name : PacificCoastHwy_21st Site Code : 00000000Start Date : 3/8/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 1 128 6 6 4 11 10 617 5 9 7 3 807 07:15 AM 2 195 5 3 7 8 14 686 5 12 28 1 966 07:30 AM 1 158 4 4 14 18 14 654 9 13 16 3 908 07:45 AM 6 201 1 9 19 19 13 646 8 16 30 4 972 Total 10 682 16 22 44 56 51 2603 27 50 81 11 3653 08:00 AM 1 230 5 27 32 14 8 598 6 15 15 3 954 08:15 AM 4 220 4 23 20 15 10 641 16 7 32 3 995 08:30 AM 9 243 4 16 21 15 11 589 3 16 7 3 937 08:45 AM 3 243 8 11 20 15 13 584 2 18 17 5 939 Total 17 936 21 77 93 59 42 2412 27 56 71 14 3825 04:00 PM 9 514 12 7 12 8 8 293 9 3 6 4 885 04:15 PM 17 514 16 7 17 6 4 292 5 7 16 4 905 04:30 PM 6 508 10 8 9 6 12 284 3 4 13 7 870 04:45 PM 22 496 24 7 15 10 9 260 9 4 8 3 867 Total 54 2032 62 29 53 30 33 1129 26 18 43 18 3527 05:00 PM 21 537 27 6 18 13 6 297 3 2 16 3 949 05:15 PM 17 457 14 12 14 4 9 300 4 9 12 4 856 05:30 PM 21 535 15 10 12 12 10 332 11 8 7 1 974 05:45 PM 15 539 20 5 12 12 6 310 7 2 12 5 945 Total 74 2068 76 33 56 41 31 1239 25 21 47 13 3724 06:00 PM 16 537 27 5 11 8 7 224 1 6 13 10 865 06:15 PM 14 493 28 6 9 6 9 303 6 3 15 7 899 06:30 PM 13 479 17 2 10 5 4 272 3 5 5 2 817 06:45 PM 22 392 28 5 8 10 7 259 2 6 8 3 750 Total 65 1901 100 18 38 29 27 1058 12 20 41 22 3331 Grand Total 220 7619 275 179 284 215 184 8441 117 165 283 78 18060 Apprch %2.7 93.9 3.4 26.4 41.9 31.7 2.1 96.6 1.3 31.4 53.8 14.8 Total %1.2 42.2 1.5 1 1.6 1.2 1 46.7 0.6 0.9 1.6 0.4 CITY TRAFFIC COUNTERS www.ctcounters.com 340 File Name : PacificCoastHwy_21st Site Code : 00000000Start Date : 3/8/2016Page No : 2 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 6 201 1 208 9 19 19 47 13 646 8 667 16 30 4 50 972 08:00 AM 1 230 5 236 27 32 14 73 8 598 6 612 15 15 3 33 954 08:15 AM 4 220 4 228 23 20 15 58 10 641 16 667 7 32 3 42 995 08:30 AM 9 243 4 256 16 21 15 52 11 589 3 603 16 7 3 26 937 Total Volume 20 894 14 928 75 92 63 230 42 2474 33 2549 54 84 13 151 3858 % App. Total 2.2 96.3 1.5 32.6 40 27.4 1.6 97.1 1.3 35.8 55.6 8.6 PHF .556 .920 .700 .906 .694 .719 .829 .788 .808 .957 .516 .955 .844 .656 .813 .755 .969 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Right14 Thru894 Left20 InOut Total2591 928 3519 Right63 Thru92 Left75 OutTotalIn137 230 367 Left42 Thru2474 Right33 Out TotalIn982 2549 3531 Left54 Thru84 Right13 TotalOutIn148 151 299 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 341 File Name : PacificCoastHwy_21st Site Code : 00000000Start Date : 3/8/2016Page No : 3 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 21 537 27 585 6 18 13 37 6 297 3 306 2 16 3 21 949 05:15 PM 17 457 14 488 12 14 4 30 9 300 4 313 9 12 4 25 856 05:30 PM 21 535 15 571 10 12 12 34 10 332 11 353 8 7 1 16 974 05:45 PM 15 539 20 574 5 12 12 29 6 310 7 323 2 12 5 19 945 Total Volume 74 2068 76 2218 33 56 41 130 31 1239 25 1295 21 47 13 81 3724 % App. Total 3.3 93.2 3.4 25.4 43.1 31.5 2.4 95.7 1.9 25.9 58 16 PHF .881 .959 .704 .948 .688 .778 .788 .878 .775 .933 .568 .917 .583 .734 .650 .810 .956 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Right76 Thru2068 Left74 InOut Total1301 2218 3519 Right41 Thru56 Left33 OutTotalIn146 130 276 Left31 Thru1239 Right25 Out TotalIn2114 1295 3409 Left21 Thru47 Right13 TotalOutIn163 81 244 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 342 File Name : PacificCoastHwy_21st_BP Site Code : 00000000Start Date : 3/8/2016Page No : 1 Groups Printed- Bank 1 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 1 0 1 0 0 0 1 3 07:15 AM 0 3 0 2 0 0 0 0 5 07:30 AM 1 1 0 2 0 0 0 1 5 07:45 AM 0 9 1 4 0 7 0 0 21 Total 1 14 1 9 0 7 0 2 34 08:00 AM 1 24 0 4 0 11 0 2 42 08:15 AM 1 7 1 4 0 2 0 1 16 08:30 AM 2 6 0 1 0 4 0 1 14 08:45 AM 1 5 1 1 0 6 0 1 15 Total 5 42 2 10 0 23 0 5 87 04:00 PM 0 2 0 2 0 1 0 1 6 04:15 PM 0 1 0 1 0 3 1 1 7 04:30 PM 0 2 2 1 0 2 0 6 13 04:45 PM 0 4 0 5 0 2 0 2 13 Total 0 9 2 9 0 8 1 10 39 05:00 PM 0 4 0 0 1 1 1 4 11 05:15 PM 0 3 0 1 0 4 1 3 12 05:30 PM 0 0 0 1 1 0 1 0 3 05:45 PM 0 1 0 2 0 7 0 1 11 Total 0 8 0 4 2 12 3 8 37 06:00 PM 0 1 0 3 0 5 0 0 9 06:15 PM 0 3 0 4 0 1 0 0 8 06:30 PM 0 0 0 2 0 0 0 3 5 06:45 PM 0 2 0 2 0 1 0 0 5 Total 0 6 0 11 0 7 0 3 27 Grand Total 6 79 5 43 2 57 4 28 224 Apprch %7.1 92.9 10.4 89.6 3.4 96.6 12.5 87.5 Total %2.7 35.3 2.2 19.2 0.9 25.4 1.8 12.5 CITY TRAFFIC COUNTERS www.ctcounters.com 343 File Name : PacificCoastHwy_21st_BP Site Code : 00000000Start Date : 3/8/2016Page No : 2 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 9 9 1 4 5 0 7 7 0 0 0 21 08:00 AM 1 24 25 0 4 4 0 11 11 0 2 2 42 08:15 AM 1 7 8 1 4 5 0 2 2 0 1 1 16 08:30 AM 2 6 8 0 1 1 0 4 4 0 1 1 14 Total Volume 4 46 50 2 13 15 0 24 24 0 4 4 93 % App. Total 8 92 13.3 86.7 0 100 0 100 PHF .500 .479 .500 .500 .813 .750 .000 .545 .545 .000 .500 .500 .554 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Thru4 Peds46 InOut Total0 50 50 Thru2 Peds13 OutTotalIn0 15 15 Thru0 Peds24 Out TotalIn4 24 28 Thru0 Peds4 TotalOutIn2 4 6 Peak Hour Begins at 07:45 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 344 File Name : PacificCoastHwy_21st_BP Site Code : 00000000Start Date : 3/8/2016Page No : 3 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 2 2 2 1 3 0 2 2 0 6 6 13 04:45 PM 0 4 4 0 5 5 0 2 2 0 2 2 13 05:00 PM 0 4 4 0 0 0 1 1 2 1 4 5 11 05:15 PM 0 3 3 0 1 1 0 4 4 1 3 4 12 Total Volume 0 13 13 2 7 9 1 9 10 2 15 17 49 % App. Total 0 100 22.2 77.8 10 90 11.8 88.2 PHF .000 .813 .813 .250 .350 .450 .250 .563 .625 .500 .625 .708 .942 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Thru0 Peds13 InOut Total1 13 14 Thru2 Peds7 OutTotalIn2 9 11 Thru1 Peds9 Out TotalIn0 10 10 Thru2 Peds15 TotalOutIn2 17 19 Peak Hour Begins at 04:30 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 345 File Name : PacificCoastHwy_16th Site Code : 00000000Start Date : 3/1/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total07:00 AM 0 123 19 1 1 4 9 569 2 23 0 19 77007:15 AM 0 172 26 2 0 2 6 636 1 15 1 16 87707:30 AM 1 143 15 1 0 0 7 629 0 28 0 9 83307:45 AM 4 180 32 1 1 4 14 611 4 17 0 7 875Total56189252103624457831513355 08:00 AM 1 199 36 6 0 6 19 577 14 24 0 9 89108:15 AM 2 234 47 13 1 13 20 546 8 23 1 14 92208:30 AM 0 197 44 9 0 2 17 574 4 15 1 22 88508:45 AM 2 205 34 6 0 3 29 526 2 27 0 16 850 Total 5 835 161 34 1 24 85 2223 28 89 2 61 3548 04:00 PM 0 425 52 9 1 0 17 297 1 27 0 25 85404:15 PM 3 465 41 6 1 1 23 251 10 16 1 21 83904:30 PM 0 435 49 12 0 2 31 211 4 29 1 18 79204:45 PM 4 428 58 6 2 2 26 245 7 43 1 31 853Total717532003345971004221153953338 05:00 PM 1 428 82 8 0 2 23 239 6 33 0 35 85705:15 PM 1 473 62 9 0 1 21 280 10 47 0 25 92905:30 PM 1 523 71 6 0 0 21 267 2 36 2 20 94905:45 PM 1 454 56 4 0 1 24 234 3 51 2 32 862Total4187827127048910202116741123597 06:00 PM 2 425 47 4 0 3 20 264 8 37 1 25 836 06:15 PM 1 482 52 9 0 2 16 257 4 47 0 23 89306:30 PM 2 461 66 2 0 1 25 225 5 39 0 28 85406:45 PM 2 463 62 5 0 2 14 218 1 41 0 27 835Total718312272008759641816411033418 Grand Total 28 6915 951 119 7 51 382 7656 96 618 11 422 17256Apprch %0.4 87.6 12 67.2 4 28.8 4.7 94.1 1.2 58.8 1 40.2 Total %0.2 40.1 5.5 0.7 0 0.3 2.2 44.4 0.6 3.6 0.1 2.4 CITY TRAFFIC COUNTERS www.ctcounters.com 346 File Name : PacificCoastHwy_16th Site Code : 00000000Start Date : 3/1/2016Page No : 2 Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:45 AM07:45 AM 4 180 32 216 1 1 4 6 14 611 4 629 17 0 7 24 87508:00 AM 1 199 36 236 6 0 6 12 19 577 14 610 24 0 9 33 89108:15 AM 2 234 47 283 13 1 13 27 20 546 8 574 23 1 14 38 922 08:30 AM 0 197 44 241 9 0 2 11 17 574 4 595 15 1 22 38 885Total Volume 7 810 159 976 29 2 25 56 70 2308 30 2408 79 2 52 133 3573% App. Total 0.7 83 16.3 51.8 3.6 44.6 2.9 95.8 1.2 59.4 1.5 39.1 PHF .438 .865 .846 .862 .558 .500 .481 .519 .875 .944 .536 .957 .823 .500 .591 .875 .969 Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy Right159 Thru810 Left7 InOut Total2412 976 3388 Right25 Thru2 Left29 OutTotalIn39 56 95 Left70 Thru2308 Right30 Out TotalIn891 2408 3299 Left79 Thru2 Right52 TotalOutIn231 133 364 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 347 File Name : PacificCoastHwy_16th Site Code : 00000000Start Date : 3/1/2016Page No : 3 Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street EastboundStart Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM05:00 PM 1 428 82 511 8 0 2 10 23 239 6 268 33 0 35 68 85705:15 PM 1 473 62 536 9 0 1 10 21 280 10 311 47 0 25 72 929 05:30 PM 1 523 71 595 6 0 0 6 21 267 2 290 36 2 20 58 949 05:45 PM 1 454 56 511 4 0 1 5 24 234 3 261 51 2 32 85 862Total Volume 4 1878 271 2153 27 0 4 31 89 1020 21 1130 167 4 112 283 3597% App. Total 0.2 87.2 12.6 87.1 0 12.9 7.9 90.3 1.9 59 1.4 39.6 PHF 1.00 .898 .826 .905 .750 .000 .500 .775 .927 .911 .525 .908 .819 .500 .800 .832 .948 Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy Right271 Thru1878 Left4 InOut Total1191 2153 3344 Right4 Thru0 Left27 OutTotalIn29 31 60 Left89 Thru1020 Right21 Out TotalIn2017 1130 3147 Left167 Thru4 Right112 TotalOutIn360 283 643 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 348 File Name : PacificCoastHwy_16th_BP Site Code : 00000000Start Date : 3/1/2016Page No : 1 Groups Printed- Bank 1 Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total07:00 AM 0 0 0 1 0 2 0 0 307:15 AM 0 6 0 1 0 1 0 0 807:30 AM 0 4 0 4 1 3 0 0 1207:45 AM 0 19 0 0 0 6 0 1 26Total029061120149 08:00 AM 0 46 1 3 0 5 0 1 5608:15 AM 1 8 0 2 0 4 0 1 1608:30 AM 0 3 0 2 0 4 0 0 908:45 AM 0 2 2 2 0 3 0 2 11 Total 1 59 3 9 0 16 0 4 92 04:00 PM 0 12 0 4 0 4 0 0 2004:15 PM 1 6 0 2 0 3 1 0 1304:30 PM 0 11 0 5 0 2 0 0 1804:45 PM 0 5 0 8 0 4 0 1 18Total1340190131169 05:00 PM 2 6 0 8 0 7 0 0 2305:15 PM 0 5 0 6 0 8 0 2 2105:30 PM 0 6 0 2 0 1 0 1 1005:45 PM 0 2 0 8 0 5 0 1 16Total2190240210470 06:00 PM 0 6 0 0 0 7 0 3 16 06:15 PM 0 7 0 4 0 6 2 2 2106:30 PM 0 3 1 2 0 1 0 0 706:45 PM 0 2 0 5 0 1 1 0 9Total0181110153553 Grand Total 4 159 4 69 1 77 4 15 333Apprch %2.5 97.5 5.5 94.5 1.3 98.7 21.1 78.9 Total %1.2 47.7 1.2 20.7 0.3 23.1 1.2 4.5 CITY TRAFFIC COUNTERS www.ctcounters.com 349 File Name : PacificCoastHwy_16th_BP Site Code : 00000000Start Date : 3/1/2016Page No : 2 Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 0 4 4 0 4 4 1 3 4 0 0 0 1207:45 AM 0 19 19 0 0 0 0 6 6 0 1 1 2608:00 AM 0 46 46 1 3 4 0 5 5 0 1 1 5608:15 AM 1 8 9 0 2 2 0 4 4 0 1 1 16Total Volume 1 77 78 1 9 10 1 18 19 0 3 3 110% App. Total 1.3 98.7 10 90 5.3 94.7 0 100 PHF .250 .418 .424 .250 .563 .625 .250 .750 .792 .000 .750 .750 .491 Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy Thru1 Peds77 InOut Total1 78 79 Thru1 Peds9 OutTotalIn0 10 10 Thru1 Peds18 Out TotalIn1 19 20 Thru0 Peds3 TotalOutIn1 3 4 Peak Hour Begins at 07:30 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 350 File Name : PacificCoastHwy_16th_BP Site Code : 00000000Start Date : 3/1/2016Page No : 3 Pacific Coast Hwy Southbound 16th Street Westbound Pacific Coast Hwy Northbound 16th Street EastboundStart Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 11 11 0 5 5 0 2 2 0 0 0 1804:45 PM 0 5 5 0 8 8 0 4 4 0 1 1 1805:00 PM 2 6 8 0 8 8 0 7 7 0 0 0 23 05:15 PM 0 5 5 0 6 6 0 8 8 0 2 2 21Total Volume 2 27 29 0 27 27 0 21 21 0 3 3 80% App. Total 6.9 93.1 0 100 0 100 0 100 PHF .250 .614 .659 .000 .844 .844 .000 .656 .656 .000 .375 .375 .870 Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy Thru2 Peds27 InOut Total0 29 29 Thru0 Peds27 OutTotalIn0 27 27 Thru0 Peds21 Out TotalIn2 21 23 Thru0 Peds3 TotalOutIn0 3 3 Peak Hour Begins at 04:30 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 351 File Name : Prospect_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Unshifted Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 9 3 1 20 205 14 27 6 25 1 105 4 420 07:15 AM 1 3 0 19 226 9 27 10 33 9 127 10 474 07:30 AM 9 10 12 30 250 20 25 20 56 24 199 14 669 07:45 AM 4 24 18 39 355 23 45 18 64 5 185 20 800 Total 23 40 31 108 1036 66 124 54 178 39 616 48 2363 08:00 AM 9 6 3 29 260 21 46 23 47 4 135 44 627 08:15 AM 5 9 11 27 284 19 63 15 57 9 135 38 672 08:30 AM 5 10 4 23 273 20 39 10 60 13 143 17 617 08:45 AM 5 6 3 21 303 26 43 25 31 12 117 13 605 Total 24 31 21 100 1120 86 191 73 195 38 530 112 2521 04:00 PM 14 13 4 24 177 6 23 5 6 10 257 24 563 04:15 PM 9 15 4 24 171 11 36 8 11 10 203 27 529 04:30 PM 16 19 9 39 171 6 28 6 11 7 275 26 613 04:45 PM 14 13 3 39 142 2 21 4 10 11 226 24 509 Total 53 60 20 126 661 25 108 23 38 38 961 101 2214 05:00 PM 10 26 1 31 158 7 22 7 15 12 298 35 622 05:15 PM 21 28 3 45 236 11 25 8 22 8 234 36 677 05:30 PM 10 20 9 53 150 12 21 14 7 6 281 24 607 05:45 PM 9 23 8 38 148 8 30 11 9 7 255 24 570 Total 50 97 21 167 692 38 98 40 53 33 1068 119 2476 06:00 PM 15 20 7 38 184 10 29 8 17 6 253 26 613 06:15 PM 15 25 9 43 160 11 30 3 6 13 243 24 582 06:30 PM 8 18 8 41 154 26 27 13 10 14 183 19 521 06:45 PM 18 17 8 50 185 22 38 10 11 18 187 14 578 Total 56 80 32 172 683 69 124 34 44 51 866 83 2294 Grand Total 206 308 125 673 4192 284 645 224 508 199 4041 463 11868 Apprch %32.2 48.2 19.6 13.1 81.4 5.5 46.8 16.3 36.9 4.2 85.9 9.8 Total %1.7 2.6 1.1 5.7 35.3 2.4 5.4 1.9 4.3 1.7 34 3.9 CITY TRAFFIC COUNTERS www.ctcounters.com 352 File Name : Prospect_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 2 Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 9 10 12 31 30 250 20 300 25 20 56 101 24 199 14 237 669 07:45 AM 4 24 18 46 39 355 23 417 45 18 64 127 5 185 20 210 800 08:00 AM 9 6 3 18 29 260 21 310 46 23 47 116 4 135 44 183 627 08:15 AM 5 9 11 25 27 284 19 330 63 15 57 135 9 135 38 182 672 Total Volume 27 49 44 120 125 1149 83 1357 179 76 224 479 42 654 116 812 2768 % App. Total 22.5 40.8 36.7 9.2 84.7 6.1 37.4 15.9 46.8 5.2 80.5 14.3 PHF .750 .510 .611 .652 .801 .809 .902 .814 .710 .826 .875 .887 .438 .822 .659 .857 .865 Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave Right44 Thru49 Left27 InOut Total201 120 321 Right83 Thru1149 Left125 OutTotalIn905 1357 2262 Left179 Thru76 Right224 Out TotalIn290 479 769 Left42 Thru654 Right116 TotalOutIn1372 812 2184 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 353 File Name : Prospect_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 3 Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 10 26 1 37 31 158 7 196 22 7 15 44 12 298 35 345 622 05:15 PM 21 28 3 52 45 236 11 292 25 8 22 55 8 234 36 278 677 05:30 PM 10 20 9 39 53 150 12 215 21 14 7 42 6 281 24 311 607 05:45 PM 9 23 8 40 38 148 8 194 30 11 9 50 7 255 24 286 570 Total Volume 50 97 21 168 167 692 38 897 98 40 53 191 33 1068 119 1220 2476 % App. Total 29.8 57.7 12.5 18.6 77.1 4.2 51.3 20.9 27.7 2.7 87.5 9.8 PHF .595 .866 .583 .808 .788 .733 .792 .768 .817 .714 .602 .868 .688 .896 .826 .884 .914 Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave Right21 Thru97 Left50 InOut Total111 168 279 Right38 Thru692 Left167 OutTotalIn1171 897 2068 Left98 Thru40 Right53 Out TotalIn383 191 574 Left33 Thru1068 Right119 TotalOutIn811 1220 2031 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 354 File Name : Prospect_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Bank 1 Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 1 0 7 0 8 0 1 17 07:15 AM 0 3 0 5 1 7 0 0 16 07:30 AM 0 2 0 5 0 7 0 1 15 07:45 AM 0 4 0 2 1 3 0 8 18 Total 0 10 0 19 2 25 0 10 66 08:00 AM 0 3 1 5 0 3 0 4 16 08:15 AM 0 3 1 4 1 4 0 3 16 08:30 AM 0 7 0 4 0 0 0 3 14 08:45 AM 0 2 1 6 0 0 0 0 9 Total 0 15 3 19 1 7 0 10 55 04:00 PM 0 1 0 5 0 3 0 0 9 04:15 PM 0 0 0 3 1 10 1 2 17 04:30 PM 1 4 0 6 0 2 0 1 14 04:45 PM 0 1 0 5 0 4 1 1 12 Total 1 6 0 19 1 19 2 4 52 05:00 PM 0 0 0 6 1 6 0 0 13 05:15 PM 0 2 0 1 0 6 0 5 14 05:30 PM 1 0 0 1 0 7 0 1 10 05:45 PM 0 3 0 1 0 5 1 0 10 Total 1 5 0 9 1 24 1 6 47 06:00 PM 0 3 0 1 0 7 0 0 11 06:15 PM 0 4 0 1 0 0 0 1 6 06:30 PM 2 0 0 0 0 4 0 2 8 06:45 PM 0 3 0 2 0 1 0 0 6 Total 2 10 0 4 0 12 0 3 31 Grand Total 4 46 3 70 5 87 3 33 251 Apprch %8 92 4.1 95.9 5.4 94.6 8.3 91.7 Total %1.6 18.3 1.2 27.9 2 34.7 1.2 13.1 CITY TRAFFIC COUNTERS www.ctcounters.com 355 File Name : Prospect_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 2 Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 1 1 0 7 7 0 8 8 0 1 1 17 07:15 AM 0 3 3 0 5 5 1 7 8 0 0 0 16 07:30 AM 0 2 2 0 5 5 0 7 7 0 1 1 15 07:45 AM 0 4 4 0 2 2 1 3 4 0 8 8 18 Total Volume 0 10 10 0 19 19 2 25 27 0 10 10 66 % App. Total 0 100 0 100 7.4 92.6 0 100 PHF .000 .625 .625 .000 .679 .679 .500 .781 .844 .000 .313 .313 .917 Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave Thru0 Peds10 InOut Total2 10 12 Thru0 Peds19 OutTotalIn0 19 19 Thru2 Peds25 Out TotalIn0 27 27 Thru0 Peds10 TotalOutIn0 10 10 Peak Hour Begins at 07:00 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 356 File Name : Prospect_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 3 Prospect Ave Southbound Artesia Blvd Westbound Prospect Ave Northbound Artesia Blvd Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 0 0 3 3 1 10 11 1 2 3 17 04:30 PM 1 4 5 0 6 6 0 2 2 0 1 1 14 04:45 PM 0 1 1 0 5 5 0 4 4 1 1 2 12 05:00 PM 0 0 0 0 6 6 1 6 7 0 0 0 13 Total Volume 1 5 6 0 20 20 2 22 24 2 4 6 56 % App. Total 16.7 83.3 0 100 8.3 91.7 33.3 66.7 PHF .250 .313 .300 .000 .833 .833 .500 .550 .545 .500 .500 .500 .824 Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave Thru1 Peds5 InOut Total2 6 8 Thru0 Peds20 OutTotalIn2 20 22 Thru2 Peds22 Out TotalIn1 24 25 Thru2 Peds4 TotalOutIn0 6 6 Peak Hour Begins at 04:15 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 357 File Name : Meadows_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Unshifted Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 5 0 9 0 218 10 0 0 0 8 154 0 404 07:15 AM 6 0 9 0 261 17 0 0 0 14 139 0 446 07:30 AM 18 0 15 0 333 42 0 0 0 25 283 0 716 07:45 AM 14 0 15 0 392 43 0 0 0 23 196 0 683 Total 43 0 48 0 1204 112 0 0 0 70 772 0 2249 08:00 AM 18 0 16 0 252 40 0 0 0 22 173 0 521 08:15 AM 24 0 10 0 295 32 0 0 0 29 182 0 572 08:30 AM 24 0 15 0 346 24 0 0 0 12 166 0 587 08:45 AM 19 0 15 0 308 55 0 0 0 6 121 0 524 Total 85 0 56 0 1201 151 0 0 0 69 642 0 2204 04:00 PM 30 0 13 0 193 14 0 0 0 29 268 0 547 04:15 PM 24 0 15 0 191 21 0 0 0 25 237 0 513 04:30 PM 25 0 30 0 194 16 0 0 0 20 309 0 594 04:45 PM 28 0 29 0 168 9 0 0 0 11 266 0 511 Total 107 0 87 0 746 60 0 0 0 85 1080 0 2165 05:00 PM 33 0 20 0 182 14 0 0 0 16 316 0 581 05:15 PM 37 0 24 0 280 25 0 0 0 20 273 0 659 05:30 PM 32 0 30 0 190 30 0 0 0 17 291 0 590 05:45 PM 40 0 16 0 213 20 0 0 0 20 289 0 598 Total 142 0 90 0 865 89 0 0 0 73 1169 0 2428 06:00 PM 43 0 22 0 222 17 0 0 0 13 319 0 636 06:15 PM 34 0 32 0 189 12 0 0 0 7 261 0 535 06:30 PM 23 0 25 0 213 32 0 0 0 18 208 1 520 06:45 PM 35 0 23 0 223 37 0 0 0 28 206 0 552 Total 135 0 102 0 847 98 0 0 0 66 994 1 2243 Grand Total 512 0 383 0 4863 510 0 0 0 363 4657 1 11289 Apprch %57.2 0 42.8 0 90.5 9.5 0 0 0 7.2 92.8 0 Total %4.5 0 3.4 0 43.1 4.5 0 0 0 3.2 41.3 0 CITY TRAFFIC COUNTERS www.ctcounters.com 358 File Name : Meadows_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 2 Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 18 0 15 33 0 333 42 375 0 0 0 0 25 283 0 308 716 07:45 AM 14 0 15 29 0 392 43 435 0 0 0 0 23 196 0 219 683 08:00 AM 18 0 16 34 0 252 40 292 0 0 0 0 22 173 0 195 521 08:15 AM 24 0 10 34 0 295 32 327 0 0 0 0 29 182 0 211 572 Total Volume 74 0 56 130 0 1272 157 1429 0 0 0 0 99 834 0 933 2492 % App. Total 56.9 0 43.1 0 89 11 0 0 0 10.6 89.4 0 PHF .771 .000 .875 .956 .000 .811 .913 .821 .000 .000 .000 .000 .853 .737 .000 .757 .870 Meadows Ave Artesia Blvd Artesia Blvd Right56 Thru0 Left74 InOut Total256 130 386 Right157 Thru1272 Left0 OutTotalIn908 1429 2337 Left0 Thru0 Right0 Out TotalIn0 0 0 Left99 Thru834 Right0 TotalOutIn1328 933 2261 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 359 File Name : Meadows_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 3 Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 37 0 24 61 0 280 25 305 0 0 0 0 20 273 0 293 659 05:30 PM 32 0 30 62 0 190 30 220 0 0 0 0 17 291 0 308 590 05:45 PM 40 0 16 56 0 213 20 233 0 0 0 0 20 289 0 309 598 06:00 PM 43 0 22 65 0 222 17 239 0 0 0 0 13 319 0 332 636 Total Volume 152 0 92 244 0 905 92 997 0 0 0 0 70 1172 0 1242 2483 % App. Total 62.3 0 37.7 0 90.8 9.2 0 0 0 5.6 94.4 0 PHF .884 .000 .767 .938 .000 .808 .767 .817 .000 .000 .000 .000 .875 .918 .000 .935 .942 Meadows Ave Artesia Blvd Artesia Blvd Right92 Thru0 Left152 InOut Total162 244 406 Right92 Thru905 Left0 OutTotalIn1324 997 2321 Left0 Thru0 Right0 Out TotalIn0 0 0 Left70 Thru1172 Right0 TotalOutIn997 1242 2239 Peak Hour Begins at 05:15 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 360 File Name : Meadows_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Bank 1 Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 1 0 0 0 3 0 0 4 07:15 AM 0 3 0 2 0 6 0 0 11 07:30 AM 0 0 1 20 0 30 0 0 51 07:45 AM 0 0 0 2 0 14 0 0 16 Total 0 4 1 24 0 53 0 0 82 08:00 AM 0 0 0 1 0 2 0 0 3 08:15 AM 0 0 0 1 0 1 0 0 2 08:30 AM 1 0 0 1 0 1 0 0 3 08:45 AM 0 0 0 1 0 1 0 0 2 Total 1 0 0 4 0 5 0 0 10 04:00 PM 0 3 0 0 0 0 0 2 5 04:15 PM 0 4 0 3 1 18 0 0 26 04:30 PM 1 2 0 2 2 9 0 0 16 04:45 PM 0 2 0 1 0 5 0 0 8 Total 1 11 0 6 3 32 0 2 55 05:00 PM 0 0 0 2 1 7 0 0 10 05:15 PM 0 1 0 0 0 6 0 0 7 05:30 PM 1 0 0 3 0 10 0 0 14 05:45 PM 1 0 0 1 0 6 0 0 8 Total 2 1 0 6 1 29 0 0 39 06:00 PM 0 7 0 4 0 2 0 0 13 06:15 PM 2 1 0 4 2 11 0 0 20 06:30 PM 1 1 0 0 0 6 0 0 8 06:45 PM 0 0 0 7 1 3 0 0 11 Total 3 9 0 15 3 22 0 0 52 Grand Total 7 25 1 55 7 141 0 2 238 Apprch %21.9 78.1 1.8 98.2 4.7 95.3 0 100 Total %2.9 10.5 0.4 23.1 2.9 59.2 0 0.8 CITY TRAFFIC COUNTERS www.ctcounters.com 361 File Name : Meadows_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 2 Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 1 1 0 0 0 0 3 3 0 0 0 4 07:15 AM 0 3 3 0 2 2 0 6 6 0 0 0 11 07:30 AM 0 0 0 1 20 21 0 30 30 0 0 0 51 07:45 AM 0 0 0 0 2 2 0 14 14 0 0 0 16 Total Volume 0 4 4 1 24 25 0 53 53 0 0 0 82 % App. Total 0 100 4 96 0 100 0 0 PHF .000 .333 .333 .250 .300 .298 .000 .442 .442 .000 .000 .000 .402 Meadows Ave Artesia Blvd Artesia Blvd Thru0 Peds4 InOut Total0 4 4 Thru1 Peds24 OutTotalIn0 25 25 Thru0 Peds53 Out TotalIn0 53 53 Thru0 Peds0 TotalOutIn1 0 1 Peak Hour Begins at 07:00 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 362 File Name : Meadows_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 3 Meadows Ave Southbound Artesia Blvd Westbound Northbound Artesia Blvd Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 4 4 0 3 3 1 18 19 0 0 0 26 04:30 PM 1 2 3 0 2 2 2 9 11 0 0 0 16 04:45 PM 0 2 2 0 1 1 0 5 5 0 0 0 8 05:00 PM 0 0 0 0 2 2 1 7 8 0 0 0 10 Total Volume 1 8 9 0 8 8 4 39 43 0 0 0 60 % App. Total 11.1 88.9 0 100 9.3 90.7 0 0 PHF .250 .500 .563 .000 .667 .667 .500 .542 .566 .000 .000 .000 .577 Meadows Ave Artesia Blvd Artesia Blvd Thru1 Peds8 InOut Total4 9 13 Thru0 Peds8 OutTotalIn0 8 8 Thru4 Peds39 Out TotalIn1 43 44 Thru0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 04:15 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 363 File Name : Peck-Ford_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 22 1 29 2 201 17 17 14 4 31 122 9 469 07:15 AM 8 1 9 7 256 20 17 7 0 25 118 2 470 07:30 AM 21 3 16 5 215 28 38 19 1 47 175 4 572 07:45 AM 34 4 34 5 339 47 33 35 1 46 171 4 753 Total 85 9 88 19 1011 112 105 75 6 149 586 19 2264 08:00 AM 25 3 41 10 285 23 29 28 4 37 182 6 673 08:15 AM 14 6 15 7 270 15 52 27 2 22 154 8 592 08:30 AM 8 11 21 4 279 11 36 29 3 40 191 6 639 08:45 AM 10 5 35 4 319 10 34 20 4 21 156 3 621 Total 57 25 112 25 1153 59 151 104 13 120 683 23 2525 04:00 PM 12 10 9 9 189 11 11 10 1 19 253 10 544 04:15 PM 11 9 20 9 174 12 9 6 1 18 233 9 511 04:30 PM 13 9 22 6 169 17 13 4 0 24 290 6 573 04:45 PM 14 8 16 4 139 7 13 6 2 20 256 14 499 Total 50 36 67 28 671 47 46 26 4 81 1032 39 2127 05:00 PM 6 10 17 11 175 5 14 7 4 19 296 19 583 05:15 PM 9 11 17 16 263 9 15 8 2 15 258 18 641 05:30 PM 13 14 15 13 180 13 12 10 3 19 266 26 584 05:45 PM 13 8 22 17 205 16 17 9 2 33 274 23 639 Total 41 43 71 57 823 43 58 34 11 86 1094 86 2447 06:00 PM 16 11 32 16 194 11 11 7 1 14 292 15 620 06:15 PM 11 10 10 8 174 12 8 4 2 12 273 23 547 06:30 PM 12 2 7 7 226 13 12 2 4 10 220 16 531 06:45 PM 5 3 21 13 239 9 9 1 2 17 234 12 565 Total 44 26 70 44 833 45 40 14 9 53 1019 66 2263 Grand Total 277 139 408 173 4491 306 400 253 43 489 4414 233 11626 Apprch %33.6 16.9 49.5 3.5 90.4 6.2 57.5 36.4 6.2 9.5 85.9 4.5 Total %2.4 1.2 3.5 1.5 38.6 2.6 3.4 2.2 0.4 4.2 38 2 CITY TRAFFIC COUNTERS www.ctcounters.com 364 File Name : Peck-Ford_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 2 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 34 4 34 72 5 339 47 391 33 35 1 69 46 171 4 221 753 08:00 AM 25 3 41 69 10 285 23 318 29 28 4 61 37 182 6 225 673 08:15 AM 14 6 15 35 7 270 15 292 52 27 2 81 22 154 8 184 592 08:30 AM 8 11 21 40 4 279 11 294 36 29 3 68 40 191 6 237 639 Total Volume 81 24 111 216 26 1173 96 1295 150 119 10 279 145 698 24 867 2657 % App. Total 37.5 11.1 51.4 2 90.6 7.4 53.8 42.7 3.6 16.7 80.5 2.8 PHF .596 .545 .677 .750 .650 .865 .511 .828 .721 .850 .625 .861 .788 .914 .750 .915 .882 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Right111 Thru24 Left81 InOut Total360 216 576 Right96 Thru1173 Left26 OutTotalIn789 1295 2084 Left150 Thru119 Right10 Out TotalIn74 279 353 Left145 Thru698 Right24 TotalOutIn1434 867 2301 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 365 File Name : Peck-Ford_Artesia Site Code : 00000000Start Date : 3/9/2016Page No : 3 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 9 11 17 37 16 263 9 288 15 8 2 25 15 258 18 291 641 05:30 PM 13 14 15 42 13 180 13 206 12 10 3 25 19 266 26 311 584 05:45 PM 13 8 22 43 17 205 16 238 17 9 2 28 33 274 23 330 639 06:00 PM 16 11 32 59 16 194 11 221 11 7 1 19 14 292 15 321 620 Total Volume 51 44 86 181 62 842 49 953 55 34 8 97 81 1090 82 1253 2484 % App. Total 28.2 24.3 47.5 6.5 88.4 5.1 56.7 35.1 8.2 6.5 87 6.5 PHF .797 .786 .672 .767 .912 .800 .766 .827 .809 .850 .667 .866 .614 .933 .788 .949 .969 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Right86 Thru44 Left51 InOut Total164 181 345 Right49 Thru842 Left62 OutTotalIn1149 953 2102 Left55 Thru34 Right8 Out TotalIn188 97 285 Left81 Thru1090 Right82 TotalOutIn983 1253 2236 Peak Hour Begins at 05:15 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 366 File Name : Peck-Ford_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 1 Groups Printed- Bank 1 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 4 0 1 0 1 0 0 6 07:15 AM 0 1 0 0 1 3 0 0 5 07:30 AM 0 1 0 4 0 3 1 0 9 07:45 AM 0 1 0 22 0 2 1 0 26 Total 0 7 0 27 1 9 2 0 46 08:00 AM 0 2 0 1 1 1 0 2 7 08:15 AM 0 3 0 1 0 0 0 0 4 08:30 AM 0 2 0 0 0 1 0 0 3 08:45 AM 0 3 0 3 0 0 0 0 6 Total 0 10 0 5 1 2 0 2 20 04:00 PM 0 5 2 1 0 3 1 2 14 04:15 PM 0 2 0 0 0 1 0 0 3 04:30 PM 0 3 0 2 0 0 0 1 6 04:45 PM 0 1 0 0 0 1 0 1 3 Total 0 11 2 3 0 5 1 4 26 05:00 PM 0 3 0 1 1 0 0 0 5 05:15 PM 0 5 1 0 0 0 1 0 7 05:30 PM 0 2 0 8 0 1 0 0 11 05:45 PM 0 2 0 3 0 1 0 0 6 Total 0 12 1 12 1 2 1 0 29 06:00 PM 0 2 0 4 0 0 0 0 6 06:15 PM 1 1 1 1 2 2 0 1 9 06:30 PM 2 1 1 2 0 6 2 3 17 06:45 PM 0 0 0 1 0 1 0 0 2 Total 3 4 2 8 2 9 2 4 34 Grand Total 3 44 5 55 5 27 6 10 155 Apprch %6.4 93.6 8.3 91.7 15.6 84.4 37.5 62.5 Total %1.9 28.4 3.2 35.5 3.2 17.4 3.9 6.5 CITY TRAFFIC COUNTERS www.ctcounters.com 367 File Name : Peck-Ford_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 2 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 1 1 0 0 0 1 3 4 0 0 0 5 07:30 AM 0 1 1 0 4 4 0 3 3 1 0 1 9 07:45 AM 0 1 1 0 22 22 0 2 2 1 0 1 26 08:00 AM 0 2 2 0 1 1 1 1 2 0 2 2 7 Total Volume 0 5 5 0 27 27 2 9 11 2 2 4 47 % App. Total 0 100 0 100 18.2 81.8 50 50 PHF .000 .625 .625 .000 .307 .307 .500 .750 .688 .500 .250 .500 .452 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Thru0 Peds5 InOut Total2 5 7 Thru0 Peds27 OutTotalIn2 27 29 Thru2 Peds9 Out TotalIn0 11 11 Thru2 Peds2 TotalOutIn0 4 4 Peak Hour Begins at 07:15 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 368 File Name : Peck-Ford_Artesia_BP Site Code : 00000000Start Date : 3/9/2016Page No : 3 Pacific Coast Hwy Southbound 21st Street Westbound Pacific Coast Hwy Northbound 21st Street Eastbound Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:45 PM 05:45 PM 0 2 2 0 3 3 0 1 1 0 0 0 6 06:00 PM 0 2 2 0 4 4 0 0 0 0 0 0 6 06:15 PM 1 1 2 1 1 2 2 2 4 0 1 1 9 06:30 PM 2 1 3 1 2 3 0 6 6 2 3 5 17 Total Volume 3 6 9 2 10 12 2 9 11 2 4 6 38 % App. Total 33.3 66.7 16.7 83.3 18.2 81.8 33.3 66.7 PHF .375 .750 .750 .500 .625 .750 .250 .375 .458 .250 .333 .300 .559 Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy Thru3 Peds6 InOut Total2 9 11 Thru2 Peds10 OutTotalIn2 12 14 Thru2 Peds9 Out TotalIn3 11 14 Thru2 Peds4 TotalOutIn2 6 8 Peak Hour Begins at 05:45 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS www.ctcounters.com 369 DATA PROVIDED BY: THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91005 PH: 626-446-7978 FAX: 626-446-2877 . INTERSECTION TURNING MOVEMENT COUNT SUMMARY CLIENT:LLG - PASADENA PROJECT: DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S ARDMORE AVENUE E/W GOULD AVENUE FILE NUMBER:4-AM 15 MINUTE 1 2 3 4 5 6 7 8 9 10 11 12 TOTALS SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT 0700-0715 2 7 5 19 55 2 5 33 8 6 58 3 0715-0730 1 6 10 21 69 3 5 54 12 9 73 2 0730-0745 0 10 19 22 74 2 2 62 11 4 91 5 0745-0800 0 15 23 30 90 3 5 60 16 8 83 9 0800-0815 2 20 19 48 95 6 10 54 22 14 81 6 0815-0830 3 15 12 36 84 3 9 77 20 16 84 6 0830-0845 3 11 8 29 78 6 7 75 19 10 75 7 0845-0900 0 10 8 31 74 2 7 55 14 11 71 4 1 HOUR 1 2 3 4 5 6 7 8 9 10 11 12 TOTALS SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTALS 0700-0800 3 38 57 92 288 10 17 209 47 27 305 19 1112 0715-0815 3 51 71 121 328 14 22 230 61 35 328 22 1286 0730-0830 5 60 73 136 343 14 26 253 69 42 339 26 1386 0745-0845 8 61 62 143 347 18 31 266 77 48 323 28 1412 0800-0900 8 56 47 144 331 17 33 261 75 51 311 23 1357 8 61 62 77 266 31 HERMOSA BEACH / MANHATTAN BEACH PROJECT 48 18 ARDMORE AVENUE THURSDAY, MARCH 03, 2016 A.M. PEAK HOUR 0745-0845 28 143 GOULD AVENUE 323 347 370 DATA PROVIDED BY: THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91005 PH: 626-446-7978 FAX: 626-446-2877 . INTERSECTION TURNING MOVEMENT COUNT SUMMARY CLIENT:LLG - PASADENA PROJECT: DATE: PERIOD:04:00 PM TO 07:00 PM INTERSECTION N/S ARDMORE AVENUE E/W GOULD AVENUE FILE NUMBER:4-PM 15 MINUTE 1 2 3 4 5 6 7 8 9 10 11 12 TOTALS SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT 0400-0415 4 30 18 23 84 5 7 29 6 9 95 5 0415-0430 2 43 21 34 76 7 10 47 11 14 99 4 0430-0445 2 46 20 22 77 6 11 38 13 12 97 4 0445-0500 3 51 21 34 76 6 6 47 14 13 96 7 0500-0515 5 55 18 35 71 10 5 43 16 18 87 7 0515-0530 2 69 17 30 92 5 10 48 15 14 70 6 0530-0545 3 52 19 32 81 6 7 31 16 10 78 5 0545-0600 2 41 14 33 73 6 7 44 10 7 82 6 0600-0615 2 40 12 34 87 8 10 37 11 11 81 4 0615-0630 3 47 18 24 81 4 8 36 13 9 70 2 0630-0645 4 35 15 16 75 8 5 24 14 11 66 3 0645-0700 4 25 18 19 60 9 8 38 8 9 54 3 1 HOUR 1 2 3 4 5 6 7 8 9 10 11 12 TOTALS SBRT SBTH SBLT WBRT WBTH WBLT NBRT NBTH NBLT EBRT EBTH EBLT TOTALS 0400-0500 11 170 80 113 313 24 34 161 44 48 387 20 1405 0415-0515 12 195 80 125 300 29 32 175 54 57 379 22 1460 0430-0530 12 221 76 121 316 27 32 176 58 57 350 24 1470 0445-0545 13 227 75 131 320 27 28 169 61 55 331 25 1462 0500-0600 12 217 68 130 317 27 29 166 57 49 317 24 1413 0515-0615 9 202 62 129 333 25 34 160 52 42 311 21 1380 0530-0630 10 180 63 123 322 24 32 148 50 37 311 17 1317 0545-0645 11 163 59 107 316 26 30 141 48 38 299 15 1253 0600-0700 13 147 63 93 303 29 31 135 46 40 271 12 1183 12 221 76 58 176 32 HERMOSA BEACH / MANHATTAN BEACH PROJECT THURSDAY, MARCH 03, 2016 P.M. PEAK HOUR 0430-0530 24 121 GOULD AVENUE 350 316 57 27 ARDMORE AVENUE 371 File Name : Sepulveda_8th Site Code : 00000000Start Date : 3/8/2016Page No : 1 Groups Printed- Unshifted Sepulveda Blvd Southbound 8th Street Westbound Sepulveda Blvd Northbound 8th Street Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 2 168 3 4 0 11 7 725 3 4 2 1 930 07:15 AM 1 241 8 2 6 9 4 805 1 1 4 0 1082 07:30 AM 1 300 9 5 4 11 5 779 2 6 13 0 1135 07:45 AM 3 304 6 6 41 14 6 756 3 9 16 0 1164 Total 7 1013 26 17 51 45 22 3065 9 20 35 1 4311 08:00 AM 1 259 17 9 21 21 3 746 1 5 13 2 1098 08:15 AM 0 264 6 7 4 14 4 683 2 2 8 4 998 08:30 AM 0 283 6 4 12 14 3 738 2 10 6 0 1078 08:45 AM 2 262 3 8 13 18 4 652 3 4 5 1 975 Total 3 1068 32 28 50 67 14 2819 8 21 32 7 4149 04:00 PM 15 522 5 11 5 8 4 366 6 12 9 11 974 04:15 PM 14 563 4 2 6 3 1 363 3 11 13 9 992 04:30 PM 12 500 1 5 9 10 0 328 2 17 13 5 902 04:45 PM 5 639 9 4 9 4 0 315 3 6 9 6 1009 Total 46 2224 19 22 29 25 5 1372 14 46 44 31 3877 05:00 PM 15 546 7 3 5 6 0 382 4 22 14 6 1010 05:15 PM 13 619 7 4 3 3 0 350 5 12 8 5 1029 05:30 PM 14 591 0 5 6 6 1 369 5 12 8 4 1021 05:45 PM 11 662 3 8 4 2 1 328 5 12 5 6 1047 Total 53 2418 17 20 18 17 2 1429 19 58 35 21 4107 06:00 PM 11 607 2 3 4 6 0 327 3 5 9 7 984 06:15 PM 12 686 4 5 4 5 0 349 3 5 6 3 1082 06:30 PM 14 593 2 6 11 6 0 320 5 5 6 4 972 06:45 PM 15 609 5 11 7 12 3 259 4 8 7 2 942 Total 52 2495 13 25 26 29 3 1255 15 23 28 16 3980 Grand Total 161 9218 107 112 174 183 46 9940 65 168 174 76 20424 Apprch %1.7 97.2 1.1 23.9 37.1 39 0.5 98.9 0.6 40.2 41.6 18.2 Total %0.8 45.1 0.5 0.5 0.9 0.9 0.2 48.7 0.3 0.8 0.9 0.4 CITY TRAFFIC COUNTERS www.ctcounters.com 372 File Name : PacificCoastHwy_Pier-14th Site Code : 00000000Start Date : 3/1/2016Page No : 1 Groups Printed- Unshifted Pacific Coast Hwy Southbound 14th Street Westbound Pacific Coast Hwy Northbound Pier Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total07:00 AM 0 148 10 0 0 0 35 592 0 40 0 26 85107:15 AM 1 162 26 0 0 0 45 623 0 45 0 33 93507:30 AM 0 147 14 0 0 0 51 614 0 63 0 31 92007:45 AM 0 172 16 0 0 3 47 589 2 87 0 37 953Total1629660031782418223501273659 08:00 AM 0 185 27 0 0 0 91 585 3 71 0 55 101708:15 AM 0 212 32 0 1 1 63 556 2 65 0 54 98608:30 AM 0 205 39 0 0 1 87 563 4 54 0 40 99308:45 AM 0 204 28 0 0 0 88 540 0 57 0 37 954 Total 0 806 126 0 1 2 329 2244 9 247 0 186 3950 04:00 PM 2 438 31 0 0 1 73 253 2 57 0 81 93804:15 PM 1 461 18 0 0 5 75 247 1 60 0 80 94804:30 PM 1 427 36 0 0 1 88 242 6 35 0 74 91004:45 PM 1 434 38 0 0 2 77 236 4 71 0 68 931Total517601230093139781322303033727 05:00 PM 0 457 29 0 0 2 69 219 1 71 0 77 92505:15 PM 3 455 30 0 0 3 71 233 1 46 0 65 90705:30 PM 0 508 38 0 0 2 86 243 2 36 0 74 98905:45 PM 2 463 27 0 0 3 85 247 3 41 0 64 935Total518831240010311942719402803756 06:00 PM 2 416 36 0 0 12 80 244 5 56 0 90 941 06:15 PM 0 454 42 0 0 3 80 232 3 56 0 58 92806:30 PM 1 449 29 0 0 4 67 221 1 52 0 62 88606:45 PM 0 466 40 0 0 4 74 214 2 45 0 57 902Total3178514700233019111120902673657 Grand Total 14 6863 586 0 1 47 1432 7493 42 1108 0 1163 18749Apprch %0.2 92 7.9 0 2.1 97.9 16 83.6 0.5 48.8 0 51.2 Total %0.1 36.6 3.1 0 0 0.3 7.6 40 0.2 5.9 0 6.2 CITY TRAFFIC COUNTERS www.ctcounters.com 373 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:10 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 0 1 1 0 1 2 0 1 2 0 0 0 0 0 11:00 AM 13 1 1 5 3 11 8 192 5 12 238 5 494 0 0 1 4 511:15 AM 9 0 1 8 4 12 4 158 6 7 187 2 398 0 0 0 3 311:30 AM 8 1 0 24 2 10 9 138 8 3 198 3 404 0 0 0 1 111:45 AM 6 3 1 27 4 18 11 179 8 5 197 6 465 0 0 0 1 1 12:00 PM 6 2 0 45 16 15 7 209 4 13 205 9 531 0 0 1 2 312:15 PM 9 2 0 19 5 10 17 230 7 4 207 6 516 0 0 1 0 112:30 PM 11 4 2 22 2 6 13 187 14 12 215 4 492 0 0 0 1 1 12:45 PM 11 2 1 6 3 4 9 228 10 7 233 4 518 0 0 1 1 2VOLUMES731561563986781,521 62 63 1,680 39 3,818 0 0 4 13 17APPROACH %78%16%6%56%14%31%5%92%4%4%94%2%APP/DEPART 94 /128 281 /151 1,661 /1,696 1,782 /1,843 0 BEGIN PEAK HRVOLUMES 37 10 3 92 26 35 46 854 35 36 860 23 2,057APPROACH %74%20%6%60%17%23%5%91%4%4%94%3%PEAK HR FACTOR 0.735 0.503 0.920 0.942 0.968APP/DEPART 50 /76 153 /93 935 /953 919 /935 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 Peck NORTH SIDE Artesia WEST SIDE EAST SIDE Artesia SOUTH SIDE Peck N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0 11:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 011:30 AM 0 2 0 3 5 0 2 0 3 5 0 0 0 0 0 11:45 AM 0 2 1 0 3 0 2 0 0 2 0 0 1 0 112:00 PM 0 2 2 2 6 0 0 0 1 1 0 2 2 1 512:15 PM 3 1 0 0 4 3 0 0 0 3 0 1 0 0 1 12:30 PM 5 2 0 1 8 4 0 0 1 5 1 2 0 0 312:45 PM 2 2 0 2 6 0 2 0 2 4 2 0 0 0 2 TOTAL 10 13 4 8 35 7 8 1 7 23 3 5 3 1 12 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachPeckArtesia U-TURNS Peck Peck Artesia Artesia BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 374 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:9 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 0 0 0 1 0 1 2 0 0 1 0 0 0 0 0 11:00 AM 0 0 1 34 0 14 11 142 2 0 222 36 462 0 0 0 0 011:15 AM 0 1 0 16 0 8 9 154 1 0 186 7 382 0 0 0 0 011:30 AM 0 0 1 9 0 11 6 144 0 0 198 10 379 0 0 0 0 011:45 AM 0 0 0 20 0 11 7 169 0 0 203 11 421 0 0 1 0 1 12:00 PM 0 0 0 35 0 17 3 187 0 0 233 17 492 0 0 0 0 012:15 PM 0 0 2 37 0 24 4 186 0 0 213 15 481 0 0 0 0 012:30 PM 0 0 0 26 0 14 6 169 0 0 238 9 462 0 0 0 0 0 12:45 PM 0 0 1 20 0 7 2 202 0 0 245 4 481 0 0 1 0 1VOLUMES0151970106481,353 3 0 1,738 109 3,560 0 0 2 0 2APPROACH %0%17%83%65%0%35%3%96%0%0%94%6%APP/DEPART 6 /156 303 /3 1,404 /1,555 1,847 /1,846 0 BEGIN PEAK HRVOLUMES 0 0 3 118 0 62 15 744 0 0 929 45 1,916APPROACH %0%0%100%66%0%34%2%98%0%0%95%5%PEAK HR FACTOR 0.375 0.738 0.930 0.974 0.974APP/DEPART 3 /59 180 /0 759 /865 974 /992 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 EAST WEST APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%0 0 0 0PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 Meadows NORTH SIDE Artesia WEST SIDE EAST SIDE Artesia SOUTH SIDE Meadows N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 51 0 0 14 65 51 0 0 14 65 0 0 0 0 0 11:15 AM 23 2 0 3 28 22 2 0 3 27 1 0 0 0 111:30 AM 5 7 0 0 12 5 4 0 0 9 0 3 0 0 3 11:45 AM 2 1 0 0 3 2 1 0 0 3 0 0 0 0 012:00 PM 68 10 0 7 85 66 6 0 7 79 2 4 0 0 612:15 PM 45 1 0 9 55 45 0 0 9 54 0 1 0 0 1 12:30 PM 14 3 0 0 17 13 0 0 0 13 1 3 0 0 412:45 PM 10 1 0 2 13 7 0 0 2 9 3 1 0 0 4 TOTAL 218 25 0 35 278 211 13 0 35 259 7 12 0 0 19 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachMeadowsArtesia U-TURNS Meadows Meadows Artesia Artesia BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 375 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:8 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 1 0 1 0 1 2 0 1 2 0 0 0 0 0 11:00 AM 23 5 20 9 9 10 20 127 7 27 204 10 471 0 0 2 4 611:15 AM 20 6 19 10 5 9 17 132 17 20 170 4 429 0 0 2 3 511:30 AM 17 4 18 5 5 7 9 127 10 27 179 3 411 0 0 5 0 511:45 AM 23 4 17 5 4 6 8 153 12 17 193 5 447 0 0 3 1 4 12:00 PM 24 7 14 19 12 25 11 152 22 24 223 3 536 0 0 2 5 712:15 PM 27 4 17 10 16 20 10 160 11 22 211 4 512 0 0 3 3 612:30 PM 33 4 13 6 8 13 12 155 19 19 227 6 515 0 0 6 1 7 12:45 PM 24 3 15 7 8 6 18 182 21 22 223 8 537 0 0 7 0 7VOLUMES191371337167961051,188 119 178 1,630 43 3,858 0 0 30 17 47APPROACH %53%10%37%30%29%41%7%84%8%10%88%2%APP/DEPART 361 /155 234 /347 1,412 /1,409 1,851 /1,947 0 BEGIN PEAK HRVOLUMES 108 18 59 42 44 64 51 649 73 87 884 21 2,100APPROACH %58%10%32%28%29%43%7%84%9%9%89%2%PEAK HR FACTOR 0.925 0.670 0.874 0.980 0.978APP/DEPART 185 /72 150 /195 773 /759 992 /1,074 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 Prospect NORTH SIDE Artesia WEST SIDE EAST SIDE Artesia SOUTH SIDE Prospect N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 26 5 25 14 70 25 5 24 14 68 1 0 1 0 2 11:15 AM 1 3 9 4 17 0 3 9 4 16 1 0 0 0 111:30 AM 3 5 0 8 16 3 5 0 8 16 0 0 0 0 0 11:45 AM 1 1 2 2 6 1 1 2 2 6 0 0 0 0 012:00 PM 32 12 24 6 74 30 11 24 6 71 2 1 0 0 312:15 PM 41 5 18 32 96 41 4 18 32 95 0 1 0 0 1 12:30 PM 8 2 6 7 23 7 2 5 7 21 1 0 1 0 212:45 PM 1 0 4 2 7 0 0 2 2 4 1 0 2 0 3 TOTAL 113 33 88 75 309 107 31 84 75 297 6 2 4 0 12 BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS U-TURNS Prospect Prospect Artesia Artesia INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachProspectArtesia Add U-Turns to Left Turns 376 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:6 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 1 1 0 1 0.5 0 0.5 0 0 0 0 11:00 AM 31 328 5 1 270 31 30 0 33 5 0 5 739 1 0 0 0 111:15 AM 12 293 3 1 258 32 18 0 24 5 1 2 649 1 0 0 0 111:30 AM 21 314 4 2 287 24 24 0 21 2 0 1 700 1 0 0 0 111:45 AM 13 326 6 1 252 38 14 0 27 2 0 4 683 0 0 0 0 0 12:00 PM 18 313 3 2 273 38 33 0 31 4 0 4 719 1 0 0 0 112:15 PM 20 320 2 2 296 40 19 0 19 2 0 2 722 1 1 0 0 212:30 PM 17 290 0 2 292 39 20 1 15 2 0 5 683 0 0 0 0 0 12:45 PM 10 324 1 0 286 42 24 0 17 2 0 1 707 0 0 0 0 0VOLUMES1422,508 24 11 2,214 284 182 1 187 24 1 24 5,602 5 1 0 0 6APPROACH %5%94%1%0%88%11%49%0%51%49%2%49%APP/DEPART 2,674 /2,715 2,509 /2,430 370 /35 49 /422 0 BEGIN PEAK HRVOLUMES 65 1,247 6 6 1,147 159 96 1 82 10 0 12 2,831APPROACH %5%95%0%0%87%12%54%1%46%45%0%55%PEAK HR FACTOR 0.963 0.970 0.699 0.688 0.980APP/DEPART 1,318 /1,356 1,312 /1,241 179 /12 22 /222 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 PCH NORTH SIDE 16th WEST SIDE EAST SIDE 16th SOUTH SIDE PCH N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 10 8 2 10 30 9 7 2 10 28 1 1 0 0 2 11:15 AM 12 6 6 8 32 10 6 6 8 30 2 0 0 0 211:30 AM 3 4 4 4 15 3 2 4 3 12 0 2 0 1 3 11:45 AM 4 8 5 3 20 4 8 5 2 19 0 0 0 1 112:00 PM 4 4 4 1 13 4 4 3 1 12 0 0 1 0 112:15 PM 5 5 1 7 18 2 5 1 7 15 3 0 0 0 3 12:30 PM 4 7 5 6 22 4 6 5 5 20 0 1 0 1 212:45 PM 8 7 6 9 30 8 7 6 7 28 0 0 0 2 2 TOTAL 50 49 33 48 180 44 45 32 43 164 6 4 1 5 16 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachPCH16th U-TURNS PCH PCH 16th 16th BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 377 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:5 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 0 1 0 0 1 0 0 0 0 0 11:00 AM 8 310 0 9 284 7 6 11 4 10 8 10 667 0 1 0 0 111:15 AM 6 316 3 10 282 9 6 6 8 13 9 3 671 0 1 0 0 111:30 AM 15 309 4 10 276 12 3 5 5 2 11 6 658 0 2 0 0 211:45 AM 8 315 1 6 275 10 6 8 3 4 5 6 647 1 0 0 0 1 12:00 PM 10 327 9 7 292 11 8 6 4 10 8 8 700 0 2 0 0 212:15 PM 5 343 4 8 349 12 1 5 5 2 5 2 741 0 0 0 0 012:30 PM 12 334 3 10 323 13 10 1 3 6 9 7 731 0 0 0 0 0 12:45 PM 12 364 6 11 360 18 4 6 3 7 13 8 812 0 1 0 0 1VOLUMES762,618 30 71 2,441 92 44 48 35 54 68 50 5,627 1 7 0 0 8APPROACH %3%96%1%3%94%4%35%38%28%31%40%29%APP/DEPART 2,724 /2,719 2,604 /2,531 127 /142 172 /235 0 BEGIN PEAK HRVOLUMES 39 1,368 22 36 1,324 54 23 18 15 25 35 25 2,984APPROACH %3%96%2%3%94%4%41%32%27%29%41%29%PEAK HR FACTOR 0.935 0.909 0.778 0.759 0.919APP/DEPART 1,429 /1,419 1,414 /1,364 56 /73 85 /128 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 PCH NORTH SIDE 21st WEST SIDE EAST SIDE 21st SOUTH SIDE PCH N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 3 7 0 4 14 3 7 0 4 14 0 0 0 0 0 11:15 AM 3 3 3 0 9 2 2 3 0 7 1 1 0 0 211:30 AM 1 0 0 2 3 1 0 0 2 3 0 0 0 0 0 11:45 AM 0 1 2 1 4 0 0 2 1 3 0 1 0 0 112:00 PM 2 3 0 3 8 2 2 0 3 7 0 1 0 0 112:15 PM 1 1 1 2 5 0 0 0 2 2 1 1 1 0 3 12:30 PM 2 2 2 3 9 2 2 2 2 8 0 0 0 1 112:45 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 12 18 8 15 53 10 14 7 14 45 2 4 1 1 8 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachPCH21st U-TURNS PCH PCH 21st 21st BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 378 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:4 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 1 2 3 0 1 2 0 2 2 1 0 0 0 0 11:00 AM 18 250 43 54 204 20 17 50 22 63 90 64 895 0 0 0 0 011:15 AM 14 252 43 61 212 35 33 70 16 56 81 62 935 2 0 0 0 211:30 AM 13 273 42 37 217 14 23 68 20 57 74 60 898 0 0 0 0 011:45 AM 19 254 50 61 219 25 19 61 15 64 88 58 933 0 0 0 0 0 12:00 PM 10 248 57 44 209 27 26 77 16 73 105 81 973 0 0 0 0 012:15 PM 13 297 59 49 259 31 17 61 16 84 100 82 1,068 1 0 0 0 112:30 PM 11 254 50 56 257 23 25 67 17 98 83 98 1,039 2 0 0 0 2 12:45 PM 20 318 49 45 288 24 22 68 14 70 90 88 1,096 3 0 0 0 3VOLUMES1182,146 393 407 1,865 199 182 522 136 565 711 593 7,837 8 0 0 0 8APPROACH %4%81%15%16%75%8%22%62%16%30%38%32%APP/DEPART 2,657 /2,921 2,471 /2,574 840 /1,322 1,869 /1,020 0 BEGIN PEAK HRVOLUMES 54 1,117 215 194 1,013 105 90 273 63 325 378 349 4,176APPROACH %4%81%16%15%77%8%21%64%15%31%36%33%PEAK HR FACTOR 0.895 0.919 0.895 0.943 0.953APP/DEPART 1,386 /1,556 1,312 /1,407 426 /682 1,052 /531 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 PCH NORTH SIDE Artesia-Gould WEST SIDE EAST SIDE Artesia-Gould SOUTH SIDE PCH N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 1 5 4 1 11 0 5 4 1 10 1 0 0 0 1 11:15 AM 1 8 7 0 16 1 7 6 0 14 0 1 1 0 211:30 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 0 13 2 0 15 0 8 2 0 10 0 5 0 0 512:15 PM 0 2 3 1 6 0 2 1 0 3 0 0 2 1 3 12:30 PM 1 4 2 1 8 0 4 1 1 6 1 0 1 0 212:45 PM 0 2 6 0 8 0 2 6 0 8 0 0 0 0 0 TOTAL 3 36 24 3 66 1 30 20 2 53 2 6 4 1 13 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachPCHArtesia-Gould U-TURNS PCH PCH Artesia-Gould Artesia-Gould BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 379 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 1 1 0 0 1 0 0 0 0 0 11:00 AM 3 320 0 0 281 1 0 0 2 2 0 3 612 0 0 0 0 011:15 AM 3 369 1 1 294 5 4 0 0 3 0 1 681 1 0 0 0 111:30 AM 1 356 0 0 280 5 3 0 1 1 0 2 649 0 0 0 0 011:45 AM 1 362 0 0 321 4 1 0 1 0 0 6 696 0 0 0 0 0 12:00 PM 6 389 0 0 311 0 1 2 2 1 0 2 714 2 0 0 0 212:15 PM 1 409 0 2 335 4 0 1 4 0 1 3 760 1 0 0 0 112:30 PM 2 428 0 0 320 1 1 0 0 0 0 2 754 1 0 0 0 1 12:45 PM 0 448 0 0 388 5 1 0 2 0 0 2 846 0 0 0 0 0VOLUMES173,081 1 3 2,530 25 11 3 12 7 1 21 5,712 5 0 0 0 5APPROACH %1%99%0%0%99%1%42%12%46%24%3%72%APP/DEPART 3,099 /3,113 2,558 /2,554 26 /7 29 /38 0 BEGIN PEAK HRVOLUMES 9 1,674 0 2 1,354 10 3 3 8 1 1 9 3,074APPROACH %1%99%0%0%99%1%21%21%57%9%9%82%PEAK HR FACTOR 0.939 0.869 0.700 0.688 0.908APP/DEPART 1,683 /1,686 1,366 /1,367 14 /5 11 /16 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 Sepulveda NORTH SIDE Longfellow WEST SIDE EAST SIDE Longfellow SOUTH SIDE Sepulveda N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 1 1 0 1 3 1 1 0 1 3 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 PM 0 0 3 1 4 0 0 2 1 3 0 0 1 0 1 12:30 PM 0 0 1 3 4 0 0 1 3 4 0 0 0 0 012:45 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 TOTAL 1 3 4 5 13 1 3 3 5 12 0 0 1 0 1 INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachSepulvedaLongfellow U-TURNS Sepulveda Sepulveda Longfellow Longfellow BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 380 DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:2 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 1 1 0 1 0.5 0.5 0 0 0 0 11:00 AM 2 313 4 7 264 12 14 7 11 7 11 12 664 0 2 0 0 211:15 AM 2 368 3 7 301 10 10 5 5 6 10 17 744 0 4 0 0 411:30 AM 2 351 2 4 288 18 13 5 3 5 9 15 715 0 1 0 0 111:45 AM 3 344 1 5 336 12 15 8 4 8 4 13 753 0 1 0 0 1 12:00 PM 3 382 1 1 303 18 12 4 4 4 9 6 747 0 0 0 0 012:15 PM 1 392 1 2 323 12 10 8 3 4 9 9 774 0 0 0 0 012:30 PM 2 408 4 5 352 16 10 5 4 1 6 14 827 0 1 0 0 1 12:45 PM 3 398 2 4 367 16 10 8 7 5 10 6 836 0 0 0 0 0VOLUMES182,956 18 35 2,534 114 94 50 41 40 68 92 6,060 0 9 0 0 9APPROACH %1%99%1%1%94%4%51%27%22%20%34%46%APP/DEPART 2,992 /3,151 2,683 /2,615 185 /94 200 /200 0 BEGIN PEAK HRVOLUMES 9 1,580 8 12 1,345 62 42 25 18 14 34 35 3,184APPROACH %1%99%1%1%95%4%49%29%21%17%41%42%PEAK HR FACTOR 0.964 0.917 0.850 0.943 0.952APP/DEPART 1,597 /1,658 1,419 /1,377 85 /44 83 /105 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 Sepulveda NORTH SIDE 2nd WEST SIDE EAST SIDE 2nd SOUTH SIDE Sepulveda N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 11:00 AM 5 1 1 0 7 4 1 1 0 6 1 0 0 0 1 11:15 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 011:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 1 0 2 0 3 1 0 2 0 3 0 0 0 0 012:15 PM 1 0 1 0 2 1 0 0 0 1 0 0 1 0 1 12:30 PM 3 0 0 1 4 0 0 0 1 1 3 0 0 0 312:45 PM 0 1 3 1 5 0 1 3 1 5 0 0 0 0 0 TOTAL 10 3 7 3 23 6 3 6 3 18 4 0 1 0 5 BICYCLE CROSSINGS AMAM12:00 PM PM5:45 PM PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS U-TURNS Sepulveda Sepulveda 2nd 2nd INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa BeachSepulveda2nd Add U-Turns to Left Turns 381 DATE:LOCATION:PROJECT #:SC1012 Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:11 EAST & WEST:CONTROL:STOP ALL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:0 1 0 0 1 0 0 1 0 0.5 1.5 1 11:00 AM 15 36 2 16 19 1 10 73 9 6 96 23 306 11:15 AM 14 31 4 12 6 1 9 103 12 5 100 33 330 11:30 AM 13 33 2 6 12 0 12 96 9 6 68 12 269 11:45 AM 13 23 5 9 17 2 7 85 10 6 114 12 303 12:00 PM 16 24 11 6 15 1 13 87 9 4 102 17 305 12:15 PM 14 27 6 9 15 3 3 89 6 6 121 32 331 12:30 PM 19 28 5 9 13 0 7 84 13 4 89 15 286 12:45 PM 8 42 3 12 15 3 3 92 10 4 104 22 318 VOLUMES 112 244 38 79 112 11 64 709 78 41 794 166 2,448 APPROACH %28%62%10%39%55%5%8%83%9%4%79%17% APP/DEPART 394 /474 202 /231 851 /826 1,001 /917 0 BEGIN PEAK HR VOLUMES 57 121 25 36 58 7 26 352 38 18 416 86 1,240 APPROACH %28%60%12%36%57%7%6%85%9%3%80%17% PEAK HR FACTOR 0.958 0.842 0.954 0.818 0.937 APP/DEPART 203 /233 101 /114 416 /413 520 /480 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa Beach Ardmore Gould Ardmore Ardmore Gould Gould AM12:00 PM PM5:45 PM 382 DATE:LOCATION:PROJECT #:SC1012 Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:7 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:2 3 0 1 3 0 2 0 1 0 1 0 11:00 AM 83 270 1 1 252 48 33 0 65 0 0 3 756 11:15 AM 86 266 4 0 252 43 62 0 75 0 0 1 789 11:30 AM 73 271 0 2 227 42 59 0 76 1 0 3 754 11:45 AM 97 336 1 0 227 49 46 0 68 0 0 1 825 12:00 PM 91 287 0 0 242 26 63 0 68 0 0 12 789 12:15 PM 71 263 1 1 300 55 61 0 71 0 0 4 827 12:30 PM 80 234 3 3 263 42 64 0 75 0 0 3 767 12:45 PM 83 332 1 0 280 49 62 0 66 0 0 5 878 VOLUMES 664 2,259 11 7 2,043 354 450 0 564 1 0 32 6,385 APPROACH %23%77%0%0%85%15%44%0%56%3%0%97% APP/DEPART 2,934 /2,741 2,404 /2,609 1,014 /17 33 /1,018 0 BEGIN PEAK HR VOLUMES 325 1,116 5 4 1,085 172 250 0 280 0 0 24 3,261 APPROACH %22%77%0%0%86%14%47%0%53%0%0%100% PEAK HR FACTOR 0.869 0.886 0.953 0.500 0.929 APP/DEPART 1,446 /1,390 1,261 /1,365 530 /8 24 /498 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa Beach PCH Pier PCH PCH Pier Pier AM12:00 PM PM5:45 PM 383 DATE:LOCATION:PROJECT #:SC1012 Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:1 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:1 3 0 1 3 0 0 1 0 0 1 1 11:00 AM 4 354 0 5 322 3 5 3 0 3 2 3 704 11:15 AM 1 355 7 5 297 5 0 3 3 5 5 6 692 11:30 AM 2 401 0 9 323 5 7 1 5 4 4 8 769 11:45 AM 1 336 3 9 314 5 8 4 5 4 2 6 697 12:00 PM 0 420 0 11 334 5 8 0 5 3 2 9 797 12:15 PM 0 385 3 9 344 7 2 2 1 5 5 8 771 12:30 PM 1 398 2 10 331 5 9 2 5 2 1 10 776 12:45 PM 3 425 3 11 401 4 3 2 3 10 4 10 879 VOLUMES 12 3,074 18 69 2,666 39 42 17 27 36 25 60 6,085 APPROACH %0%99%1%2%96%1%49%20%31%30%21%50% APP/DEPART 3,104 /3,198 2,774 /2,732 86 /82 121 /73 0 BEGIN PEAK HR VOLUMES 4 1,628 8 41 1,410 21 22 6 14 20 12 37 3,223 APPROACH %0%99%0%3%96%1%52%14%33%29%17%54% PEAK HR FACTOR 0.951 0.885 0.656 0.719 0.917 APP/DEPART 1,640 /1,699 1,472 /1,445 42 /43 69 /36 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0AM12:00 PM PM5:45 PM Sepulveda Sepulveda 8th 8th INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Hermosa Beach Sepulveda 8th 384 DATE:LOCATION:PROJECT #:SC1143 Sun, Dec 4, 16 NORTH & SOUTH:LOCATION #:1 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:1 2 0 1 2 0 1 2 1 1 2 0 11:00 AM 25 142 35 31 140 52 45 124 23 38 113 31 799 11:15 AM 26 166 43 42 172 41 34 110 12 49 118 29 842 11:30 AM 23 149 38 36 144 40 53 103 16 48 108 23 781 11:45 AM 16 195 41 50 166 37 44 101 15 47 106 26 844 12:00 PM 26 129 41 38 142 53 60 147 26 45 109 30 846 12:15 PM 23 174 29 50 177 46 59 190 31 42 116 32 969 12:30 PM 17 151 34 38 145 43 67 216 34 45 138 34 962 12:45 PM 33 198 40 40 181 52 46 145 25 45 130 31 966 VOLUMES 189 1,304 301 325 1,267 364 408 1,136 182 359 938 236 7,009 APPROACH %11%73%17%17%65%19%24%66%11%23%61%15% APP/DEPART 1,794 /1,945 1,956 /1,798 1,726 /1,771 1,533 /1,495 0 BEGIN PEAK HR VOLUMES 99 652 144 166 645 194 232 698 116 177 493 127 3,743 APPROACH %11%73%16%17%64%19%22%67%11%22%62%16% PEAK HR FACTOR 0.826 0.920 0.825 0.918 0.966 APP/DEPART 895 /1,011 1,005 /933 1,046 /1,012 797 /787 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH %0%0%0%0%0%0%0%0%0%0%0%0% PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0AM12:00 PM PM5:45 PM Aviation Aviation Artesia Artesia INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Redondo Beach Aviation Artesia 385 DATE:LOCATION:PROJECT #:SC1143 Tue, Dec 6, 16 NORTH & SOUTH:LOCATION #:1 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:1 2 0 1 2 0 1 2 1 1 2 0 7:00 AM 32 232 23 16 73 36 46 107 3 34 174 47 823 7:15 AM 39 392 35 22 182 62 31 127 9 62 213 34 1,208 7:30 AM 45 301 27 21 149 56 44 134 13 43 205 41 1,079 7:45 AM 56 330 36 33 156 78 54 115 18 28 191 27 1,122 8:00 AM 48 250 48 25 133 58 42 161 15 46 185 32 1,043 8:15 AM 48 268 28 23 129 45 53 115 13 24 174 33 953 8:30 AM 38 240 25 27 116 60 41 141 13 54 224 34 1,013 8:45 AM 55 277 36 29 138 87 46 115 15 39 193 37 1,067 VOLUMES 361 2,290 258 196 1,076 482 357 1,015 99 330 1,559 285 8,308 APPROACH %12%79%9%11%61%27%24%69%7%15%72%13% APP/DEPART 2,909 /2,916 1,754 /1,491 1,471 /1,483 2,174 /2,418 0 BEGIN PEAK HR VOLUMES 188 1,273 146 101 620 254 171 537 55 179 794 134 4,452 APPROACH %12%79%9%10%64%26%22%70%7%16%72%12% PEAK HR FACTOR 0.862 0.913 0.875 0.896 0.921 APP/DEPART 1,607 /1,569 975 /849 763 /789 1,107 /1,245 0 4:00 PM 24 149 37 56 218 34 65 196 21 63 138 30 1,031 4:15 PM 31 162 42 66 256 32 53 179 28 46 125 32 1,052 4:30 PM 33 149 42 56 222 31 61 201 30 55 134 37 1,051 4:45 PM 43 157 38 71 288 31 28 186 32 66 141 31 1,112 5:00 PM 28 171 40 54 222 28 44 188 35 75 148 39 1,072 5:15 PM 35 210 46 58 261 28 35 188 31 71 135 40 1,138 5:30 PM 23 153 38 58 247 25 49 214 32 77 153 29 1,098 5:45 PM 45 178 33 54 229 25 39 174 42 68 141 28 1,056 VOLUMES 262 1,329 316 473 1,943 234 374 1,526 251 521 1,115 266 8,610 APPROACH %14%70%17%18%73%9%17%71%12%27%59%14% APP/DEPART 1,907 /1,967 2,650 /2,693 2,151 /2,337 1,902 /1,613 0 BEGIN PEAK HR VOLUMES 129 691 162 241 1,018 112 156 776 130 289 577 139 4,420 APPROACH %13%70%16%18%74%8%15%73%12%29%57%14% PEAK HR FACTOR 0.844 0.879 0.900 0.959 0.971 APP/DEPART 982 /985 1,371 /1,424 1,062 /1,192 1,005 /819 0 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Redondo Beach Aviation Artesia Aviation Aviation Artesia Artesia AM7:15 AM PM4:45 PM 386 Data Collection at Ralphs Supermarket 1644 Cloverfield, Santa Monica 387 Average Daily Traffic Volumes Prepared by: Field Data Services of Arizona, Inc. CITY:SANTA MONICA PROJECT: AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out 00:30 0 1 0 0 12:00 31 22 0 0 00:15 1 1 0 0 12:15 25 13 0 0 00:30 3 2 0 0 12:30 15 18 0 0 00:45 3 7 3 7 0 0 0 0 14 12:45 15 86 11 64 0 0 0 0 150 01:00 1 1 0 0 13:00 23 16 0 0 01:15 0 0 0 0 13:15 23 19 0 0 01:30 1 0 0 0 13:30 25 18 0 0 01:45 0 2 1 2 0 0 0 0 4 13:45 26 97 17 70 0 0 0 0 167 02:00 0 0 0 0 14:00 21 15 0 0 02:15 0 1 0 0 14:15 34 21 0 0 02:30 1 1 0 0 14:30 25 16 0 0 02:45 2 3 0 2 0 0 0 0 5 14:45 30 110 28 80 0 0 0 0 190 03:00 1 0 0 0 15:00 22 22 0 0 03:15 0 0 0 0 15:15 30 17 0 0 03:30 1 0 0 0 15:30 36 20 0 0 03:45 1 3 1 1 0 0 0 0 4 15:45 30 118 25 84 0 0 0 0 202 04:00 0 0 0 0 16:00 31 22 0 0 04:15 0 0 0 0 16:15 17 22 0 0 04:30 0 0 0 0 16:30 24 21 0 0 04:45 0 0 0 0 0 0 0 0 16:45 20 92 16 81 0 0 0 0 173 05:00 0 1 0 0 17:00 31 24 0 0 05:15 0 0 0 0 17:15 26 26 0 0 05:30 1 1 0 0 17:30 30 20 0 0 05:45 2 3 3 5 0 0 0 0 8 17:45 21 108 31 101 0 0 0 0 209 06:00 6 2 0 0 18:00 22 20 0 0 06:15 2 2 0 0 18:15 22 27 0 0 06:30 5 6 0 0 18:30 15 18 0 0 06:45 8 21 1 11 0 0 0 0 32 18:45 26 85 21 86 0 0 0 0 171 07:00 5 2 0 0 19:00 24 12 0 0 07:15 9 2 0 0 19:15 18 24 0 0 07:30 6 5 0 0 19:30 14 9 0 0 07:45 5 25 5 14 0 0 0 0 39 19:45 13 69 12 57 0 0 0 0 126 08:00 9 2 0 0 20:00 15 11 0 0 08:15 6 10 0 0 20:15 23 10 0 0 08:30 17 10 0 0 20:30 18 8 0 0 08:45 10 42 24 46 0 0 0 0 88 20:45 19 75 13 42 0 0 0 0 117 09:00 11 13 0 0 21:00 10 6 0 0 09:15 14 13 0 0 21:15 6 11 0 0 09:30 26 18 0 0 21:30 8 7 0 0 09:45 15 66 19 63 0 0 0 0 129 21:45 12 36 11 35 0 0 0 0 71 10:00 19 18 0 0 22:00 10 2 0 0 10:15 24 16 0 0 22:15 10 5 0 0 10:30 35 23 0 0 22:30 9 6 0 0 10:45 26 104 17 74 0 0 0 0 178 22:45 5 34 1 14 0 0 0 0 48 11:00 40 21 0 0 23:00 4 5 0 0 11:15 26 16 0 0 23:15 6 2 0 0 11:30 25 15 0 0 23:30 4 4 0 0 11:45 17 108 27 79 0 0 0 0 187 23:45 3 17 3 14 0 0 0 0 31 Total Vol.384 304 688 927 728 1655 In Dwy1 Out In Dwy1 Out Combined 1311 1032 2343 Split %55.8%44.2%29.4%56.0%44.0%70.6% Peak Hour 10:30 11:15 00:30 00:30 10:30 15:15 17:00 15:15 Volume 127 80 204 127 101 211 P.H.F.0.79 0.74 0.84 0.88 0.81 0.94 Daily Totals AM PM cs@aimtd.com Tell. 714 458 3281 Sunday, May 08, 2016 sc0946 VADT Santa Monica Dwy1 Day1.Prepared by AimTD LLC tel. 714 458 3281 388 Average Daily Traffic Volumes Prepared by: Field Data Services of Arizona, Inc. CITY:SANTA MONICA PROJECT: AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out 00:30 1 0 0 0 12:00 33 20 0 0 00:15 1 1 0 0 12:15 26 29 0 0 00:30 3 3 0 0 12:30 22 18 0 0 00:45 2 7 2 6 0 0 0 0 13 12:45 23 104 26 93 0 0 0 0 197 01:00 1 1 0 0 13:00 27 26 0 0 01:15 1 0 0 0 13:15 25 34 0 0 01:30 0 0 0 0 13:30 33 24 0 0 01:45 0 2 0 1 0 0 0 0 3 13:45 28 113 17 101 0 0 0 0 214 02:00 0 0 0 0 14:00 38 16 0 0 02:15 0 1 0 0 14:15 21 27 0 0 02:30 2 2 0 0 14:30 27 33 0 0 02:45 2 4 0 3 0 0 0 0 7 14:45 27 113 27 103 0 0 0 0 216 03:00 0 0 0 0 15:00 28 35 0 0 03:15 0 0 0 0 15:15 27 19 0 0 03:30 1 0 0 0 15:30 22 23 0 0 03:45 0 1 0 0 0 0 0 0 1 15:45 27 104 29 106 0 0 0 0 210 04:00 0 0 0 0 16:00 24 26 0 0 04:15 0 0 0 0 16:15 32 21 0 0 04:30 0 0 0 0 16:30 37 37 0 0 04:45 0 0 0 0 0 0 0 0 16:45 29 122 26 110 0 0 0 0 232 05:00 0 0 0 0 17:00 39 29 0 0 05:15 0 0 0 0 17:15 18 26 0 0 05:30 2 4 0 0 17:30 21 30 0 0 05:45 0 2 2 6 0 0 0 0 8 17:45 25 103 15 100 0 0 0 0 203 06:00 4 4 0 0 18:00 24 23 0 0 06:15 2 2 0 0 18:15 32 13 0 0 06:30 3 6 0 0 18:30 31 23 0 0 06:45 7 16 3 15 0 0 0 0 31 18:45 20 107 18 77 0 0 0 0 184 07:00 7 2 0 0 19:00 23 17 0 0 07:15 9 4 0 0 19:15 17 20 0 0 07:30 7 4 0 0 19:30 16 16 0 0 07:45 7 30 1 11 0 0 0 0 41 19:45 16 72 13 66 0 0 0 0 138 08:00 10 4 0 0 20:00 21 16 0 0 08:15 6 9 0 0 20:15 14 13 0 0 08:30 17 10 0 0 20:30 10 8 0 0 08:45 10 43 22 45 0 0 0 0 88 20:45 11 56 9 46 0 0 0 0 102 09:00 9 15 0 0 21:00 18 13 0 0 09:15 15 14 0 0 21:15 15 6 0 0 09:30 25 9 0 0 21:30 10 26 0 0 09:45 14 63 20 58 0 0 0 0 121 21:45 8 51 5 50 0 0 0 0 101 10:00 18 20 0 0 22:00 9 7 0 0 10:15 22 18 0 0 22:15 5 6 0 0 10:30 35 22 0 0 22:30 2 4 0 0 10:45 26 101 17 77 0 0 0 0 178 22:45 8 24 2 19 0 0 0 0 43 11:00 40 21 0 0 23:00 8 3 0 0 11:15 12 23 0 0 23:15 4 4 0 0 11:30 16 15 0 0 23:30 7 5 0 0 11:45 12 80 13 72 0 0 0 0 152 23:45 0 19 4 16 0 0 0 0 35 Total Vol.349 294 643 988 887 1875 In Dwy1 Out In Dwy1 Out Combined 1337 1181 2518 Split %54.3%45.7%25.5%52.7%47.3%74.5% Peak Hour 10:15 10:30 00:30 00:30 10:15 16:15 14:15 16:15 Volume 123 83 201 137 122 250 P.H.F.0.77 0.90 0.82 0.86 0.87 0.84 Daily Totals AM PM cs@aimtd.com Tell. 714 458 3281 Sunday, May 15, 2016 sc0946 VADT Santa Monica Dwy1 Day3.Prepared by AimTD LLC tel. 714 458 3281 389 Average Daily Traffic Volumes Prepared by: Field Data Services of Arizona, Inc. CITY:SANTA MONICA PROJECT: AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out 00:30 9 7 0 0 12:00 31 28 0 0 00:15 6 2 0 0 12:15 33 28 0 0 00:30 0 3 0 0 12:30 27 34 0 0 00:45 4 19 9 21 0 0 0 0 40 12:45 35 126 31 121 0 0 0 0 247 01:00 2 1 0 0 13:00 56 38 0 0 01:15 2 1 0 0 13:15 36 34 0 0 01:30 1 2 0 0 13:30 51 41 0 0 01:45 1 6 1 5 0 0 0 0 11 13:45 26 169 39 152 0 0 0 0 321 02:00 1 2 0 0 14:00 41 46 0 0 02:15 4 0 0 0 14:15 41 26 0 0 02:30 1 2 0 0 14:30 37 23 0 0 02:45 4 10 0 4 0 0 0 0 14 14:45 23 142 36 131 0 0 0 0 273 03:00 2 1 0 0 15:00 24 33 0 0 03:15 1 1 0 0 15:15 25 31 0 0 03:30 2 1 0 0 15:30 22 30 0 0 03:45 3 8 2 5 0 0 0 0 13 15:45 27 98 42 136 0 0 0 0 234 04:00 4 0 0 0 16:00 40 30 0 0 04:15 2 1 0 0 16:15 25 36 0 0 04:30 1 1 0 0 16:30 30 31 0 0 04:45 4 11 1 3 0 0 0 0 14 16:45 35 130 37 134 0 0 0 0 264 05:00 5 1 0 0 17:00 28 37 0 0 05:15 2 1 0 0 17:15 42 28 0 0 05:30 2 1 0 0 17:30 39 47 0 0 05:45 2 11 4 7 0 0 0 0 18 17:45 28 137 31 143 0 0 0 0 280 06:00 2 1 0 0 18:00 39 37 0 0 06:15 5 2 0 0 18:15 20 25 0 0 06:30 6 0 0 0 18:30 60 56 0 0 06:45 10 23 3 6 0 0 0 0 29 18:45 27 146 24 142 0 0 0 0 288 07:00 7 7 0 0 19:00 21 37 0 0 07:15 3 7 0 0 19:15 56 31 0 0 07:30 10 4 0 0 19:30 22 23 0 0 07:45 3 23 5 23 0 0 0 0 46 19:45 33 132 23 114 0 0 0 0 246 08:00 13 13 0 0 20:00 14 18 0 0 08:15 12 3 0 0 20:15 12 20 0 0 08:30 8 9 0 0 20:30 14 15 0 0 08:45 14 47 9 34 0 0 0 0 81 20:45 21 61 25 78 0 0 0 0 139 09:00 13 9 0 0 21:00 10 12 0 0 09:15 14 18 0 0 21:15 7 18 0 0 09:30 12 8 0 0 21:30 9 8 0 0 09:45 12 51 12 47 0 0 0 0 98 21:45 5 31 12 50 0 0 0 0 81 10:00 12 12 0 0 22:00 10 8 0 0 10:15 13 20 0 0 22:15 7 7 0 0 10:30 12 12 0 0 22:30 10 11 0 0 10:45 19 56 16 60 0 0 1 1 117 22:45 6 33 11 37 0 0 0 0 70 11:00 22 15 0 0 23:00 3 8 0 0 11:15 27 29 0 0 23:15 5 4 0 0 11:30 21 30 0 0 23:30 4 9 0 0 11:45 21 91 31 105 0 0 0 0 196 23:45 2 14 3 24 0 0 0 0 38 Total Vol.356 320 1 677 1219 1262 2481 In Dwy1 Out In Dwy1 Out Combined 1575 1582 3158 Split %52.6%47.3%0.1%21.4%49.1%50.9%78.6% Peak Hour 11:45 11:45 00:30 10:00 11:45 12:45 13:15 12:45 Volume 112 121 1 233 178 160 322 P.H.F.0.85 0.89 0.25 0.95 0.73 0.87 0.86 Daily Totals AM PM cs@aimtd.com Tell. 714 458 3281 Sunday, May 08, 2016 sc0946 VADT Santa Monica Dwy2 Day1.Prepared by AimTD LLC tel. 714 458 3281 390 Average Daily Traffic Volumes Prepared by: Field Data Services of Arizona, Inc. CITY:SANTA MONICA PROJECT: AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out 00:30 8 9 0 0 12:00 38 25 0 0 00:15 5 1 0 0 12:15 31 32 0 0 00:30 2 1 0 0 12:30 31 40 0 0 00:45 2 17 7 18 0 0 0 0 35 12:45 38 138 34 131 0 0 0 0 269 01:00 0 2 0 0 13:00 42 28 0 0 01:15 1 0 0 0 13:15 39 39 0 0 01:30 0 2 0 0 13:30 31 24 0 0 01:45 1 2 2 6 0 0 0 0 8 13:45 37 149 31 122 0 0 0 0 271 02:00 0 0 0 0 14:00 24 37 0 0 02:15 2 1 0 0 14:15 39 35 0 0 02:30 0 0 0 0 14:30 24 37 0 0 02:45 2 4 2 3 0 0 0 0 7 14:45 26 113 31 140 0 0 0 0 253 03:00 0 0 0 0 15:00 27 28 0 0 03:15 0 0 0 0 15:15 53 41 0 0 03:30 1 0 0 0 15:30 29 39 0 0 03:45 1 2 0 0 0 0 0 0 2 15:45 40 149 29 137 0 0 0 0 286 04:00 2 0 0 0 16:00 31 36 0 0 04:15 1 0 0 0 16:15 28 36 0 0 04:30 2 0 0 0 16:30 28 37 0 0 04:45 2 7 0 0 0 0 0 0 7 16:45 25 112 37 146 0 0 0 0 258 05:00 4 0 0 0 17:00 28 36 0 0 05:15 2 0 0 0 17:15 30 37 0 0 05:30 2 1 0 0 17:30 20 26 0 0 05:45 1 9 2 3 0 0 0 0 12 17:45 19 97 23 122 0 0 0 0 219 06:00 2 0 0 0 18:00 19 22 0 0 06:15 4 3 0 0 18:15 19 37 0 0 06:30 4 1 0 0 18:30 34 31 0 0 06:45 10 20 2 6 0 0 0 0 26 18:45 42 114 35 125 0 0 0 0 239 07:00 5 5 0 0 19:00 29 29 0 0 07:15 4 6 0 0 19:15 30 30 0 0 07:30 9 5 0 0 19:30 23 32 0 0 07:45 3 21 6 22 0 0 0 0 43 19:45 23 105 16 107 0 0 0 0 212 08:00 11 13 0 0 20:00 28 21 0 0 08:15 12 5 0 0 20:15 15 28 0 0 08:30 10 10 0 0 20:30 11 17 0 0 08:45 16 49 7 35 0 0 0 0 84 20:45 22 76 36 102 0 0 0 0 178 09:00 12 11 0 0 21:00 14 12 0 0 09:15 14 18 0 0 21:15 8 7 0 0 09:30 12 8 0 0 21:30 8 3 0 0 09:45 11 49 10 47 0 0 0 0 96 21:45 15 45 24 46 0 0 0 0 91 10:00 12 13 0 0 22:00 13 17 0 0 10:15 12 18 0 0 22:15 12 18 0 0 10:30 13 12 0 0 22:30 11 16 0 0 10:45 17 54 18 61 0 0 0 0 115 22:45 6 42 7 58 0 0 0 0 100 11:00 23 14 0 0 23:00 5 10 0 0 11:15 21 15 0 0 23:15 5 7 0 0 11:30 30 23 0 0 23:30 2 10 0 0 11:45 31 105 28 80 0 0 0 0 185 23:45 2 14 5 32 0 0 0 0 46 Total Vol.339 281 620 1154 1268 2422 In Dwy1 Out In Dwy1 Out Combined 1493 1549 3042 Split %54.7%45.3%20.4%47.6%52.4%79.6% Peak Hour 11:45 11:45 00:30 00:30 11:45 15:15 16:30 15:15 Volume 131 125 256 153 147 298 P.H.F.0.86 0.78 0.90 0.76 0.99 0.79 Daily Totals AM PM cs@aimtd.com Tell. 714 458 3281 Sunday, May 15, 2016 sc0946 VADT Santa Monica Dwy2 Day3.Prepared by AimTD LLC tel. 714 458 3281 391 APPENDIX D ICU & HCM ANALYSIS WORKSHEETS 392 EXISTING CONDITIONS 393 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 39 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 28 323 48 0 18 347 143 0 77 266 31 Future Vol, veh/h 0 28 323 48 0 18 347 143 0 77 266 31 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 30 344 51 0 19 369 152 0 82 283 33 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 60.8 17.4 52.6 HCM LOS F C F Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %21% 7% 13% 0% 0% 47% Vol Thru, %71% 81% 87% 100% 0% 47% Vol Right, % 8% 12% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 374 399 134 231 143 131 LT Vol 77 28 18 0 0 62 Through Vol 266 323 116 231 0 61 RT Vol 31 48 0 0 143 8 Lane Flow Rate 398 424 142 246 152 139 Geometry Grp 777777 Degree of Util (X) 0.911 0.955 0.326 0.56 0.316 0.364 Departure Headway (Hd)8.241 8.098 8.263 8.193 7.469 9.408 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 442 446 434 441 479 382 Service Time 5.995 5.859 6.033 5.964 5.239 7.186 HCM Lane V/C Ratio 0.9 0.951 0.327 0.558 0.317 0.364 HCM Control Delay 52.6 60.8 15 21 13.7 17.5 HCM Lane LOS F F B C B C HCM 95th-tile Q 10 11.4 1.4 3.3 1.3 1.6 394 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 61 8 Future Vol, veh/h 0 62 61 8 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 66 65 9 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 17.5 HCM LOS C 395 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 48.4 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 24 350 57 0 27 316 121 0 58 176 32 Future Vol, veh/h 0 24 350 57 0 27 316 121 0 58 176 32 Peak Hour Factor 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 Heavy Vehicles, %111111111111 Mvmt Flow 0 25 361 59 0 28 326 125 0 60 181 33 Number of Lanes 002100100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 3 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 3 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 18.9 95.6 28.4 HCM LOS C F D Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 Vol Left, %22% 17% 0% 0% 6% 25% Vol Thru, %66% 83% 100% 0% 68% 72% Vol Right, % 12% 0% 0% 100% 26% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 266 141 233 57 464 309 LT Vol 58 24 0 0 27 76 Through Vol 176 117 233 0 316 221 RT Vol 32 0 0 57 121 12 Lane Flow Rate 274 145 241 59 478 319 Geometry Grp 777777 Degree of Util (X) 0.666 0.344 0.564 0.126 1.083 0.764 Departure Headway (Hd)9.175 8.884 8.796 8.068 8.148 9.052 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 398 407 414 447 445 401 Service Time 6.875 6.584 6.496 5.768 5.921 6.752 HCM Lane V/C Ratio 0.688 0.356 0.582 0.132 1.074 0.796 HCM Control Delay 28.4 16.2 22.3 11.9 95.6 35.7 HCM Lane LOS D C C B F E HCM 95th-tile Q 4.7 1.5 3.4 0.4 15.8 6.3 396 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 76 221 12 Future Vol, veh/h 0 76 221 12 Peak Hour Factor 1.00 0.97 0.97 0.97 Heavy Vehicles, %1111 Mvmt Flow 0 78 228 12 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 3 HCM Control Delay 35.7 HCM LOS E 397 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 21.4 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 26 352 38 0 18 418 86 0 57 121 25 Future Vol, veh/h 0 26 352 38 0 18 418 86 0 57 121 25 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 28 374 40 0 19 445 91 0 61 129 27 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 34.1 14.6 16.9 HCM LOS D B C Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %28% 6% 11% 0% 0% 36% Vol Thru, %60% 85% 89% 100% 0% 57% Vol Right, % 12% 9% 0% 0% 100% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 203 416 157 279 86 101 LT Vol 57 26 18 0 0 36 Through Vol 121 352 139 279 0 58 RT Vol 25 38 0 0 86 7 Lane Flow Rate 216 443 167 296 91 107 Geometry Grp 777777 Degree of Util (X) 0.461 0.827 0.313 0.549 0.151 0.243 Departure Headway (Hd)7.677 6.728 6.726 6.667 5.952 8.13 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 469 540 534 540 601 441 Service Time 5.428 4.475 4.476 4.417 3.701 5.892 HCM Lane V/C Ratio 0.461 0.82 0.313 0.548 0.151 0.243 HCM Control Delay 16.9 34.1 12.5 17.3 9.8 13.5 HCM Lane LOS C D B C A B HCM 95th-tile Q 2.4 8.3 1.3 3.3 0.5 0.9 398 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 36 58 7 Future Vol, veh/h 0 36 58 7 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 38 62 7 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 13.5 HCM LOS B 399 EXAM Tue Dec 13, 2016 11:23:36 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.821 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 3089 7 6 1108 40 21 46 2 22 72 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 18 3089 7 6 1108 40 21 46 2 22 72 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 18 3089 7 6 1108 40 21 46 2 22 72 55 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.90 0.10 0.30 0.67 0.03 0.23 0.77 1.00 Final Sat.: 1600 4789 11 1600 4633 167 487 1067 46 374 1226 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.64 0.65 0.00 0.24 0.24 0.01 0.04 0.04 0.01 0.06 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 400 EXAM Tue Dec 13, 2016 11:23:36 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.868 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 2903 17 43 979 65 55 108 15 39 93 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 2903 17 43 979 65 55 108 15 39 93 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 2903 17 43 979 65 55 108 15 39 93 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.81 0.19 1.00 0.88 0.12 1.00 0.59 0.41 Final Sat.: 1600 4772 28 1600 4501 299 1600 1405 195 1600 948 652 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.61 0.61 0.03 0.22 0.22 0.03 0.08 0.08 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 401 EXAM Tue Dec 13, 2016 11:23:36 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 3038 21 47 963 11 11 25 10 15 18 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3038 21 47 963 11 11 25 10 15 18 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3038 21 47 963 11 11 25 10 15 18 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.97 0.03 0.24 0.54 0.22 1.00 0.28 0.72 Final Sat.: 1600 4767 33 1600 4746 54 383 870 348 1600 443 1157 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.64 0.64 0.03 0.20 0.20 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 402 EXAM Tue Dec 13, 2016 11:23:36 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.006 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 2299 154 176 706 45 92 363 69 282 506 592 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 2299 154 176 706 45 92 363 69 282 506 592 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 2299 154 176 706 45 92 363 69 282 506 592 OvlAdjVol: 494 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.68 0.32 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4512 288 1600 2689 511 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.48 0.10 0.06 0.16 0.16 0.06 0.13 0.14 0.10 0.16 0.37 OvlAdjV/S: 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 403 EXAM Tue Dec 13, 2016 11:23:36 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 2477 33 20 897 14 54 84 13 75 92 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 2477 33 20 897 14 54 84 13 75 92 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 2477 33 20 897 14 54 84 13 75 92 63 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.95 0.05 0.36 0.56 0.08 0.33 0.40 0.27 Final Sat.: 1600 4737 63 1600 4726 74 572 890 138 522 640 438 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.52 0.52 0.01 0.19 0.19 0.03 0.09 0.09 0.05 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 404 EXAM Tue Dec 13, 2016 11:23:36 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 2311 30 7 813 159 79 0 52 29 0 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 2311 30 7 813 159 79 0 52 29 0 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 2311 30 7 813 159 79 0 52 29 0 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4738 62 1600 4800 1600 1600 0 1600 859 0 741 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.49 0.49 0.00 0.17 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 405 EXAM Tue Dec 13, 2016 11:23:36 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.658 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 45 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 329 2247 9 0 809 126 247 0 186 0 0 3 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 329 2247 9 0 809 126 247 0 186 0 0 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 329 2247 9 0 809 126 247 0 186 0 0 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 329 2247 9 0 809 126 247 0 186 0 0 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 329 2247 9 0 809 126 247 0 186 0 0 3 OvlAdjVol: 3 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.60 0.40 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4781 19 1600 4153 647 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.47 0.47 0.00 0.19 0.19 0.09 0.00 0.12 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 406 EXAM Tue Dec 13, 2016 11:23:36 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 179 76 224 27 49 44 42 655 116 125 1151 83 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 179 76 224 27 49 44 42 655 116 125 1151 83 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 179 76 224 27 49 44 42 655 116 125 1151 83 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.70 0.30 1.00 0.22 0.41 0.37 1.00 1.70 0.30 1.00 1.87 0.13 Final Sat.: 1123 477 1600 360 653 587 1600 2719 481 1600 2985 215 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.16 0.14 0.02 0.08 0.07 0.03 0.24 0.24 0.08 0.39 0.39 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 407 EXAM Tue Dec 13, 2016 11:23:36 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.690 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 74 0 56 99 835 0 0 1274 157 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 74 0 56 99 835 0 0 1274 157 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 74 0 56 99 835 0 0 1274 157 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.78 0.22 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2849 351 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.26 0.00 0.00 0.45 0.45 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 408 EXAM Tue Dec 13, 2016 11:23:36 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 119 10 81 24 111 145 699 24 26 1175 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 150 119 10 81 24 111 145 699 24 26 1175 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 150 119 10 81 24 111 145 699 24 26 1175 96 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.43 0.03 0.77 0.23 1.00 1.00 1.93 0.07 1.00 1.85 0.15 Final Sat.: 860 682 57 1234 366 1600 1600 3094 106 1600 2958 242 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.17 0.17 0.05 0.07 0.07 0.09 0.23 0.23 0.02 0.40 0.40 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 409 EXAM Tue Dec 13, 2016 11:23:36 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.003 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 188 1273 146 101 620 254 171 537 55 179 794 134 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 188 1273 146 101 620 254 171 537 55 179 794 134 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 188 1273 146 101 620 254 171 537 55 179 794 134 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.79 0.21 1.00 1.42 0.58 1.00 2.00 1.00 1.00 1.71 0.29 Final Sat.: 1600 2871 329 1600 2270 930 1600 3200 1600 1600 2738 462 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.44 0.44 0.06 0.27 0.27 0.11 0.17 0.03 0.11 0.29 0.29 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 410 EXPM Tue Dec 13, 2016 11:23:27 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 1481 16 48 2554 9 34 28 20 21 18 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 1481 16 48 2554 9 34 28 20 21 18 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 1481 16 48 2554 9 34 28 20 21 18 19 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1481 16 48 2554 9 34 28 20 21 18 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 1481 16 48 2554 9 34 28 20 21 18 19 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.99 0.01 0.42 0.34 0.24 0.54 0.46 1.00 Final Sat.: 1600 4749 51 1600 4783 17 663 546 390 862 738 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.31 0.31 0.03 0.53 0.53 0.02 0.05 0.05 0.01 0.02 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 411 EXPM Tue Dec 13, 2016 11:23:27 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.712 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1368 26 35 2292 27 69 77 68 39 52 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1368 26 35 2292 27 69 77 68 39 52 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1368 26 35 2292 27 69 77 68 39 52 33 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.97 0.03 1.00 0.53 0.47 1.00 0.61 0.39 Final Sat.: 1600 4710 90 1600 4744 56 1600 850 750 1600 979 621 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.29 0.29 0.02 0.48 0.48 0.04 0.09 0.09 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 412 EXPM Tue Dec 13, 2016 11:23:27 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1338 21 20 2398 13 13 14 15 39 17 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1338 21 20 2398 13 13 14 15 39 17 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1338 21 20 2398 13 13 14 15 39 17 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.98 0.02 0.31 0.33 0.36 1.00 0.40 0.60 Final Sat.: 1600 4726 74 1600 4774 26 495 533 571 1600 633 967 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.28 0.28 0.01 0.50 0.50 0.01 0.03 0.03 0.02 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 413 EXPM Tue Dec 13, 2016 11:23:27 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.769 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 993 265 481 1893 66 67 404 53 268 346 274 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 993 265 481 1893 66 67 404 53 268 346 274 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 993 265 481 1893 66 67 404 53 268 346 274 OvlAdjVol: 7 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.90 0.10 1.00 1.77 0.23 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4638 162 1600 2829 371 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.21 0.17 0.17 0.41 0.41 0.04 0.14 0.14 0.09 0.11 0.17 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 414 EXPM Tue Dec 13, 2016 11:23:27 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.662 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 1245 25 74 2074 76 21 47 13 33 56 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 1245 25 74 2074 76 21 47 13 33 56 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 1245 25 74 2074 76 21 47 13 33 56 41 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.89 0.11 0.26 0.58 0.16 0.25 0.43 0.32 Final Sat.: 1600 4706 94 1600 4630 170 415 928 257 406 689 505 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.26 0.26 0.05 0.45 0.45 0.01 0.05 0.05 0.02 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 415 EXPM Tue Dec 13, 2016 11:23:28 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.672 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 1026 21 4 1884 271 167 0 112 27 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 89 1026 21 4 1884 271 167 0 112 27 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 89 1026 21 4 1884 271 167 0 112 27 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4704 96 1600 4800 1600 1600 0 1600 1394 0 206 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.22 0.00 0.39 0.17 0.10 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 416 EXPM Tue Dec 13, 2016 11:23:28 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.707 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 331 971 13 4 1845 143 189 0 286 0 0 20 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 331 971 13 4 1845 143 189 0 286 0 0 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 331 971 13 4 1845 143 189 0 286 0 0 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 331 971 13 4 1845 143 189 0 286 0 0 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 331 971 13 4 1845 143 189 0 286 0 0 20 OvlAdjVol: 102 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.96 0.04 1.00 2.78 0.22 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4737 63 1600 4455 345 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.20 0.21 0.00 0.41 0.41 0.07 0.00 0.18 0.00 0.00 0.01 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 417 EXPM Tue Dec 13, 2016 11:23:28 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.743 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 56 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 40 53 50 97 21 33 1072 119 167 696 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 40 53 50 97 21 33 1072 119 167 696 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 40 53 50 97 21 33 1072 119 167 696 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.30 0.58 0.12 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1136 464 1600 476 924 200 1600 2880 320 1600 3034 166 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.09 0.03 0.03 0.11 0.11 0.02 0.37 0.37 0.10 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 418 EXPM Tue Dec 13, 2016 11:23:28 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.620 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 152 0 92 70 1176 0 0 909 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 152 0 92 70 1176 0 0 909 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 152 0 92 70 1176 0 0 909 92 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.82 0.18 Final Sat.: 0 0 0 997 0 603 1600 3200 0 0 2906 294 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.15 0.00 0.15 0.04 0.37 0.00 0.00 0.31 0.31 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 419 EXPM Tue Dec 13, 2016 11:23:28 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.600 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 34 8 51 44 86 81 1094 82 62 846 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 34 8 51 44 86 81 1094 82 62 846 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 55 34 8 51 44 86 81 1094 82 62 846 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.57 0.35 0.08 0.54 0.46 1.00 1.00 1.86 0.14 1.00 1.89 0.11 Final Sat.: 907 561 132 859 741 1600 1600 2977 223 1600 3025 175 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.06 0.06 0.03 0.06 0.05 0.05 0.37 0.37 0.04 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 420 EXPM Tue Dec 13, 2016 11:23:28 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.957 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 140 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 129 691 162 241 1018 112 156 776 130 289 577 139 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 691 162 241 1018 112 156 776 130 289 577 139 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 129 691 162 241 1018 112 156 776 130 289 577 139 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 691 162 241 1018 112 156 776 130 289 577 139 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 129 691 162 241 1018 112 156 776 130 289 577 139 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.62 0.38 1.00 1.80 0.20 1.00 2.00 1.00 1.00 1.61 0.39 Final Sat.: 1600 2592 608 1600 2883 317 1600 3200 1600 1600 2579 621 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.27 0.27 0.15 0.35 0.35 0.10 0.24 0.08 0.18 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 421 EXSUN Tue Dec 13, 2016 11:23:19 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.505 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 4 1628 8 41 1410 21 22 6 14 20 12 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 1628 8 41 1410 21 22 6 14 20 12 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 1628 8 41 1410 21 22 6 14 20 12 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 1628 8 41 1410 21 22 6 14 20 12 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 1628 8 41 1410 21 22 6 14 20 12 37 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.96 0.04 0.53 0.14 0.33 0.62 0.38 1.00 Final Sat.: 1600 4777 23 1600 4730 70 838 229 533 1000 600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.34 0.34 0.03 0.30 0.30 0.01 0.03 0.03 0.01 0.02 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 422 EXSUN Tue Dec 13, 2016 11:23:19 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.508 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1580 8 12 1345 62 42 25 18 14 34 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1580 8 12 1345 62 42 25 18 14 34 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1580 8 12 1345 62 42 25 18 14 34 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.87 0.13 1.00 0.58 0.42 1.00 0.49 0.51 Final Sat.: 1600 4776 24 1600 4588 212 1600 930 670 1600 788 812 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.33 0.33 0.01 0.29 0.29 0.03 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 423 EXSUN Tue Dec 13, 2016 11:23:19 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1674 0 2 1354 10 3 3 8 1 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1674 0 2 1354 10 3 3 8 1 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1674 0 2 1354 10 3 3 8 1 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 0.00 1.00 2.98 0.02 0.21 0.21 0.58 1.00 0.10 0.90 Final Sat.: 1600 4800 0 1600 4765 35 343 343 914 1600 160 1440 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.35 0.00 0.00 0.28 0.28 0.00 0.01 0.01 0.00 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 424 EXSUN Tue Dec 13, 2016 11:23:19 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.618 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 1117 215 194 1013 105 90 273 63 325 378 349 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 54 1117 215 194 1013 105 90 273 63 325 378 349 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 54 1117 215 194 1013 105 90 273 63 325 378 349 OvlAdjVol: 241 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.72 0.28 1.00 1.62 0.38 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4349 451 1600 2600 600 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.23 0.13 0.07 0.23 0.23 0.06 0.11 0.11 0.11 0.12 0.22 OvlAdjV/S: 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 425 EXSUN Tue Dec 13, 2016 11:23:19 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 1368 22 36 1324 54 23 18 15 25 35 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 39 1368 22 36 1324 54 23 18 15 25 35 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 1368 22 36 1324 54 23 18 15 25 35 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.88 0.12 0.41 0.32 0.27 0.29 0.42 0.29 Final Sat.: 1600 4724 76 1600 4612 188 657 514 429 471 659 471 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.29 0.29 0.02 0.29 0.29 0.01 0.04 0.03 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 426 EXSUN Tue Dec 13, 2016 11:23:19 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.453 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 65 1247 6 6 1147 159 96 1 82 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 1247 6 6 1147 159 96 1 82 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 1247 6 6 1147 159 96 1 82 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.08 0.92 0.45 0.00 0.55 Final Sat.: 1600 4777 23 1600 4800 1600 1600 134 1466 727 0 873 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.26 0.26 0.00 0.24 0.10 0.06 0.01 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 427 EXSUN Tue Dec 13, 2016 11:23:19 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.577 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 325 1116 5 4 1085 172 250 0 280 0 0 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 325 1116 5 4 1085 172 250 0 280 0 0 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 325 1116 5 4 1085 172 250 0 280 0 0 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 325 1116 5 4 1085 172 250 0 280 0 0 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 325 1116 5 4 1085 172 250 0 280 0 0 24 OvlAdjVol: 99 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.59 0.41 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4779 21 1600 4143 657 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.23 0.23 0.00 0.26 0.26 0.09 0.00 0.17 0.00 0.00 0.02 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 428 EXSUN Tue Dec 13, 2016 11:23:19 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.572 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 18 59 42 44 64 51 649 73 87 884 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 18 59 42 44 64 51 649 73 87 884 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 18 59 42 44 64 51 649 73 87 884 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 18 59 42 44 64 51 649 73 87 884 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.85 0.15 1.00 0.28 0.29 0.43 1.00 1.80 0.20 1.00 1.95 0.05 Final Sat.: 1358 242 1600 448 469 683 1600 2876 324 1600 3126 74 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.07 0.04 0.03 0.09 0.09 0.03 0.23 0.23 0.05 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 429 EXSUN Tue Dec 13, 2016 11:23:19 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 118 0 62 15 744 0 0 929 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 118 0 62 15 744 0 0 929 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 118 0 62 15 744 0 0 929 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 118 0 62 15 744 0 0 929 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.66 0.00 0.34 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 1049 0 551 1600 3200 0 0 3052 148 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.11 0.01 0.23 0.00 0.00 0.30 0.30 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 430 EXSUN Tue Dec 13, 2016 11:23:19 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.502 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 10 3 92 26 35 46 854 35 36 860 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 10 3 92 26 35 46 854 35 36 860 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 37 10 3 92 26 35 46 854 35 36 860 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 37 10 3 92 26 35 46 854 35 36 860 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.74 0.20 0.06 0.78 0.22 1.00 1.00 1.92 0.08 1.00 1.95 0.05 Final Sat.: 1184 320 96 1247 353 1600 1600 3074 126 1600 3117 83 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.06 0.07 0.02 0.03 0.28 0.28 0.02 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 431 EXSUN Tue Dec 13, 2016 11:23:19 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.791 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 65 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 99 652 144 166 645 194 232 698 116 177 493 127 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 99 652 144 166 645 194 232 698 116 177 493 127 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 99 652 144 166 645 194 232 698 116 177 493 127 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 99 652 144 166 645 194 232 698 116 177 493 127 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 99 652 144 166 645 194 232 698 116 177 493 127 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.64 0.36 1.00 1.54 0.46 1.00 2.00 1.00 1.00 1.59 0.41 Final Sat.: 1600 2621 579 1600 2460 740 1600 3200 1600 1600 2545 655 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.25 0.25 0.10 0.26 0.26 0.15 0.22 0.07 0.11 0.19 0.19 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 432 EXISTING PLUS PROJECT CONDITIONS 433 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 38.9 Intersection LOS E Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 28 322 48 0 18 348 143 0 77 266 31 Future Vol, veh/h 0 28 322 48 0 18 348 143 0 77 266 31 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 30 343 51 0 19 370 152 0 82 283 33 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 60.4 17.4 52.6 HCM LOS F C F Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %21% 7% 13% 0% 0% 47% Vol Thru, %71% 81% 87% 100% 0% 47% Vol Right, % 8% 12% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 374 398 134 232 143 131 LT Vol 77 28 18 0 0 62 Through Vol 266 322 116 232 0 61 RT Vol 31 48 0 0 143 8 Lane Flow Rate 398 423 143 247 152 139 Geometry Grp 777777 Degree of Util (X) 0.911 0.953 0.327 0.561 0.315 0.364 Departure Headway (Hd)8.239 8.099 8.26 8.19 7.466 9.405 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 442 449 435 439 481 382 Service Time 5.993 5.86 6.03 5.961 5.236 7.183 HCM Lane V/C Ratio 0.9 0.942 0.329 0.563 0.316 0.364 HCM Control Delay 52.6 60.4 15 21 13.7 17.5 HCM Lane LOS F F B C B C HCM 95th-tile Q 10 11.3 1.4 3.4 1.3 1.6 434 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 61 8 Future Vol, veh/h 0 62 61 8 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 66 65 9 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 17.5 HCM LOS C 435 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 51.7 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 24 358 57 0 27 321 123 0 58 176 32 Future Vol, veh/h 0 24 358 57 0 27 321 123 0 58 176 32 Peak Hour Factor 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 Heavy Vehicles, %111111111111 Mvmt Flow 0 25 369 59 0 28 331 127 0 60 181 33 Number of Lanes 002100100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 3 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 3 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 19.5 104 28.9 HCM LOS C F D Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 Vol Left, %22% 17% 0% 0% 6% 25% Vol Thru, %66% 83% 100% 0% 68% 71% Vol Right, % 12% 0% 0% 100% 26% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 266 143 239 57 471 312 LT Vol 58 24 0 0 27 79 Through Vol 176 119 239 0 321 221 RT Vol 32 0 0 57 123 12 Lane Flow Rate 274 148 246 59 486 322 Geometry Grp 777777 Degree of Util (X) 0.67 0.352 0.58 0.127 1.108 0.779 Departure Headway (Hd)9.283 8.971 8.884 8.156 8.217 9.138 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 392 403 408 442 442 399 Service Time 6.983 6.671 6.584 5.856 5.984 6.838 HCM Lane V/C Ratio 0.699 0.367 0.603 0.133 1.1 0.807 HCM Control Delay 28.9 16.5 23.1 12 104 37.5 HCM Lane LOS D C C B F E HCM 95th-tile Q 4.7 1.6 3.6 0.4 16.7 6.6 436 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 79 221 12 Future Vol, veh/h 0 79 221 12 Peak Hour Factor 1.00 0.97 0.97 0.97 Heavy Vehicles, %1111 Mvmt Flow 0 81 228 12 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 3 HCM Control Delay 37.5 HCM LOS E 437 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 23.7 Intersection LOS C Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 26 364 38 0 27 430 95 0 57 121 34 Future Vol, veh/h 0 26 364 38 0 27 430 95 0 57 121 34 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, %111111111111 Mvmt Flow 0 26 364 38 0 27 430 95 0 57 121 34 Number of Lanes 001000210011 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 2 Conflicting Approach Left SB NB EB Conflicting Lanes Left 2 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 2 3 HCM Control Delay 41.8 14.5 16 HCM LOS E B C Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %32% 0% 6% 16% 0% 0% 44% 0% Vol Thru, %68% 0% 85% 84% 100% 0% 56% 0% Vol Right, % 0% 100% 9% 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 178 34 428 170 287 95 103 7 LT Vol 57 0 26 27 0 0 45 0 Through Vol 121 0 364 143 287 0 58 0 RT Vol 0 34 38 0 0 95 0 7 Lane Flow Rate 178 34 428 170 287 95 103 7 Geometry Grp 88877788 Degree of Util (X) 0.414 0.071 0.869 0.323 0.537 0.159 0.253 0.015 Departure Headway (Hd)8.38 7.495 7.306 6.819 6.738 6.023 8.833 7.884 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 429 476 496 526 533 594 405 452 Service Time 6.156 5.27 5.066 4.577 4.496 3.781 6.621 5.671 HCM Lane V/C Ratio 0.415 0.071 0.863 0.323 0.538 0.16 0.254 0.015 HCM Control Delay 17 10.8 41.8 12.8 17.1 9.9 14.6 10.8 HCM Lane LOS C B E B C A B B HCM 95th-tile Q 2 0.2 9.2 1.4 3.2 0.6 1 0 438 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 45 58 7 Future Vol, veh/h 0 45 58 7 Peak Hour Factor 1.00 1.00 1.00 1.00 Heavy Vehicles, %1111 Mvmt Flow 0 45 58 7 Number of Lanes 0011 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14.4 HCM LOS B 439 EXAMP Tue Dec 13, 2016 11:23:11 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.821 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 3089 7 6 1108 40 21 46 2 22 72 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 3089 7 6 1108 40 21 46 2 22 72 55 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 18 3089 7 6 1108 40 21 46 2 22 72 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 18 3089 7 6 1108 40 21 46 2 22 72 55 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.90 0.10 0.30 0.67 0.03 0.23 0.77 1.00 Final Sat.: 1600 4789 11 1600 4633 167 487 1067 46 374 1226 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.64 0.65 0.00 0.24 0.24 0.01 0.04 0.04 0.01 0.06 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 440 EXAMP Tue Dec 13, 2016 11:23:11 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.868 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 2903 17 43 979 65 55 108 15 39 93 64 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 2903 17 43 979 65 55 108 15 39 93 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 2903 17 43 979 65 55 108 15 39 93 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 2903 17 43 979 65 55 108 15 39 93 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.81 0.19 1.00 0.88 0.12 1.00 0.59 0.41 Final Sat.: 1600 4772 28 1600 4501 299 1600 1405 195 1600 948 652 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.61 0.61 0.03 0.22 0.22 0.03 0.08 0.08 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 441 EXAMP Tue Dec 13, 2016 11:23:11 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 3038 21 47 963 11 11 25 10 15 18 47 Added Vol: 0 1 0 0 -1 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 7 3039 21 47 962 11 11 25 10 15 18 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3039 21 47 962 11 11 25 10 15 18 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3039 21 47 962 11 11 25 10 15 18 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3039 21 47 962 11 11 25 10 15 18 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.97 0.03 0.24 0.54 0.22 1.00 0.28 0.72 Final Sat.: 1600 4767 33 1600 4746 54 383 870 348 1600 443 1157 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.64 0.64 0.03 0.20 0.20 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 442 EXAMP Tue Dec 13, 2016 11:23:11 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.008 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 2299 154 176 706 45 92 363 69 282 506 592 Added Vol: 1 2 0 -2 0 0 0 -2 0 1 1 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 47 2301 154 174 706 45 92 361 69 283 507 593 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 47 2301 154 174 706 45 92 361 69 283 507 593 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 2301 154 174 706 45 92 361 69 283 507 593 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 47 2301 154 174 706 45 92 361 69 283 507 593 OvlAdjVol: 496 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.68 0.32 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4512 288 1600 2687 513 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.48 0.10 0.06 0.16 0.16 0.06 0.13 0.13 0.10 0.16 0.37 OvlAdjV/S: 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 443 EXAMP Tue Dec 13, 2016 11:23:11 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 2477 33 20 897 14 54 84 13 75 92 63 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 2476 33 20 898 14 54 84 13 75 92 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 2476 33 20 898 14 54 84 13 75 92 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2476 33 20 898 14 54 84 13 75 92 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 2476 33 20 898 14 54 84 13 75 92 63 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.95 0.05 0.36 0.56 0.08 0.33 0.40 0.27 Final Sat.: 1600 4737 63 1600 4726 74 572 890 138 522 640 438 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.52 0.52 0.01 0.19 0.19 0.03 0.09 0.09 0.05 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 444 EXAMP Tue Dec 13, 2016 11:23:11 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 2311 30 7 813 159 79 0 52 29 0 25 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 70 2310 30 7 814 159 79 0 52 29 0 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 2310 30 7 814 159 79 0 52 29 0 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 2310 30 7 814 159 79 0 52 29 0 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 2310 30 7 814 159 79 0 52 29 0 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4738 62 1600 4800 1600 1600 0 1600 859 0 741 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.49 0.49 0.00 0.17 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 445 EXAMP Tue Dec 13, 2016 11:23:11 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.657 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 45 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 329 2247 9 0 809 126 247 0 186 0 0 3 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 329 2247 9 0 809 126 247 0 186 0 0 3 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 329 2246 9 0 810 126 247 0 186 0 0 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 329 2246 9 0 810 126 247 0 186 0 0 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 329 2246 9 0 810 126 247 0 186 0 0 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 329 2246 9 0 810 126 247 0 186 0 0 3 OvlAdjVol: 3 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.60 0.40 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4781 19 1600 4154 646 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.47 0.47 0.00 0.20 0.19 0.09 0.00 0.12 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 446 EXAMP Tue Dec 13, 2016 11:23:11 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.698 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 179 76 224 27 49 44 42 655 116 125 1151 83 Added Vol: -1 0 0 0 0 0 0 2 1 0 -2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 178 76 224 27 49 44 42 657 117 125 1149 83 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 178 76 224 27 49 44 42 657 117 125 1149 83 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 178 76 224 27 49 44 42 657 117 125 1149 83 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 178 76 224 27 49 44 42 657 117 125 1149 83 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.70 0.30 1.00 0.22 0.41 0.37 1.00 1.70 0.30 1.00 1.87 0.13 Final Sat.: 1121 479 1600 360 653 587 1600 2716 484 1600 2984 216 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.16 0.14 0.02 0.08 0.07 0.03 0.24 0.24 0.08 0.39 0.38 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 447 EXAMP Tue Dec 13, 2016 11:23:11 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.690 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 74 0 56 99 835 0 0 1274 157 Added Vol: 0 0 0 0 0 0 0 1 0 0 -1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 74 0 56 99 836 0 0 1273 157 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 74 0 56 99 836 0 0 1273 157 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 74 0 56 99 836 0 0 1273 157 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 74 0 56 99 836 0 0 1273 157 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.78 0.22 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2849 351 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.26 0.00 0.00 0.45 0.45 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 448 EXAMP Tue Dec 13, 2016 11:23:11 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 119 10 81 24 111 145 699 24 26 1175 96 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 150 119 10 81 24 111 145 699 24 26 1175 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 150 119 10 81 24 111 145 699 24 26 1175 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 150 119 10 81 24 111 145 699 24 26 1175 96 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.43 0.03 0.77 0.23 1.00 1.00 1.93 0.07 1.00 1.85 0.15 Final Sat.: 860 682 57 1234 366 1600 1600 3094 106 1600 2958 242 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.17 0.17 0.05 0.07 0.07 0.09 0.23 0.23 0.02 0.40 0.40 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 449 EXAMP Tue Dec 13, 2016 11:23:11 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.003 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 188 1273 146 101 620 254 171 537 55 179 794 134 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 188 1273 146 101 620 254 171 537 55 179 794 134 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 188 1273 146 101 620 254 171 537 55 179 794 134 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 188 1273 146 101 620 254 171 537 55 179 794 134 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.79 0.21 1.00 1.42 0.58 1.00 2.00 1.00 1.00 1.71 0.29 Final Sat.: 1600 2871 329 1600 2270 930 1600 3200 1600 1600 2738 462 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.44 0.44 0.06 0.27 0.27 0.11 0.17 0.03 0.11 0.29 0.29 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 450 EXPMP Tue Dec 13, 2016 11:23:04 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 1481 16 48 2554 9 34 28 20 21 18 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 1481 16 48 2554 9 34 28 20 21 18 19 Added Vol: 0 2 0 0 3 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 1483 16 48 2557 9 34 28 20 21 18 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 1483 16 48 2557 9 34 28 20 21 18 19 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1483 16 48 2557 9 34 28 20 21 18 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 1483 16 48 2557 9 34 28 20 21 18 19 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.99 0.01 0.42 0.34 0.24 0.54 0.46 1.00 Final Sat.: 1600 4749 51 1600 4783 17 663 546 390 862 738 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.31 0.31 0.03 0.53 0.53 0.02 0.05 0.05 0.01 0.02 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 451 EXPMP Tue Dec 13, 2016 11:23:04 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.717 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1368 26 35 2292 27 69 77 68 39 52 33 Added Vol: 2 2 2 0 3 0 0 0 3 3 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 1370 28 35 2295 27 69 77 71 42 52 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1370 28 35 2295 27 69 77 71 42 52 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1370 28 35 2295 27 69 77 71 42 52 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1370 28 35 2295 27 69 77 71 42 52 33 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.97 0.03 1.00 0.52 0.48 1.00 0.61 0.39 Final Sat.: 1600 4704 96 1600 4744 56 1600 832 768 1600 979 621 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.29 0.29 0.02 0.48 0.48 0.04 0.09 0.09 0.03 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 452 EXPMP Tue Dec 13, 2016 11:23:04 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1338 21 20 2398 13 13 14 15 39 17 26 Added Vol: 2 5 2 0 8 0 0 0 3 3 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 26 1343 23 20 2406 13 13 14 18 42 17 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1343 23 20 2406 13 13 14 18 42 17 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 26 1343 23 20 2406 13 13 14 18 42 17 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 1343 23 20 2406 13 13 14 18 42 17 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.98 0.02 0.29 0.31 0.40 1.00 0.40 0.60 Final Sat.: 1600 4719 81 1600 4774 26 462 498 640 1600 633 967 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.28 0.28 0.01 0.50 0.50 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 453 EXPMP Tue Dec 13, 2016 11:23:04 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.777 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 993 265 481 1893 66 67 404 53 268 346 274 Added Vol: 5 7 0 13 0 0 0 10 0 5 4 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 45 1000 265 494 1893 66 67 414 53 273 350 276 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 1000 265 494 1893 66 67 414 53 273 350 276 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 1000 265 494 1893 66 67 414 53 273 350 276 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 1000 265 494 1893 66 67 414 53 273 350 276 OvlAdjVol: 2 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.90 0.10 1.00 1.77 0.23 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4638 162 1600 2837 363 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.21 0.17 0.17 0.41 0.41 0.04 0.15 0.15 0.09 0.11 0.17 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 454 EXPMP Tue Dec 13, 2016 11:23:04 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.665 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 1245 25 74 2074 76 21 47 13 33 56 41 Added Vol: 0 8 0 0 5 2 3 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 1253 25 74 2079 78 24 47 13 33 56 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 1253 25 74 2079 78 24 47 13 33 56 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 1253 25 74 2079 78 24 47 13 33 56 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 1253 25 74 2079 78 24 47 13 33 56 41 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.89 0.11 0.29 0.56 0.15 0.25 0.43 0.32 Final Sat.: 1600 4706 94 1600 4626 174 457 895 248 406 689 505 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.27 0.27 0.05 0.45 0.45 0.02 0.05 0.05 0.02 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 455 EXPMP Tue Dec 13, 2016 11:23:04 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 1026 21 4 1884 271 167 0 112 27 0 4 Added Vol: 0 5 0 0 4 2 3 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 89 1031 21 4 1888 273 170 0 112 27 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 89 1031 21 4 1888 273 170 0 112 27 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 1031 21 4 1888 273 170 0 112 27 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 89 1031 21 4 1888 273 170 0 112 27 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4704 96 1600 4800 1600 1600 0 1600 1394 0 206 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.22 0.00 0.39 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 456 EXPMP Tue Dec 13, 2016 11:23:04 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.709 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 331 971 13 4 1845 143 189 0 286 0 0 20 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 331 971 13 4 1845 143 189 0 286 0 0 20 Added Vol: 0 4 0 0 2 1 2 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 331 975 13 4 1847 144 191 0 286 0 0 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 331 975 13 4 1847 144 191 0 286 0 0 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 331 975 13 4 1847 144 191 0 286 0 0 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 331 975 13 4 1847 144 191 0 286 0 0 20 OvlAdjVol: 102 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.96 0.04 1.00 2.78 0.22 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4737 63 1600 4453 347 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.21 0.21 0.00 0.41 0.41 0.07 0.00 0.18 0.00 0.00 0.01 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 457 EXPMP Tue Dec 13, 2016 11:23:04 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.751 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 40 53 50 97 21 33 1072 119 167 696 38 Added Vol: 5 0 0 0 0 3 2 7 4 0 10 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 103 40 53 50 97 24 35 1079 123 167 706 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 103 40 53 50 97 24 35 1079 123 167 706 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 40 53 50 97 24 35 1079 123 167 706 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 103 40 53 50 97 24 35 1079 123 167 706 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.28 1.00 0.29 0.57 0.14 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1152 448 1600 468 908 225 1600 2873 327 1600 3037 163 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.09 0.03 0.03 0.11 0.11 0.02 0.38 0.38 0.10 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 458 EXPMP Tue Dec 13, 2016 11:23:04 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.623 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 152 0 92 70 1176 0 0 909 92 Added Vol: 0 0 0 0 0 3 2 5 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 152 0 95 72 1181 0 0 917 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 152 0 95 72 1181 0 0 917 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 152 0 95 72 1181 0 0 917 92 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 152 0 95 72 1181 0 0 917 92 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.82 0.18 Final Sat.: 0 0 0 985 0 615 1600 3200 0 0 2908 292 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.15 0.00 0.15 0.05 0.37 0.00 0.00 0.32 0.32 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 459 EXPMP Tue Dec 13, 2016 11:23:04 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.603 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 34 8 51 44 86 81 1094 82 62 846 49 Added Vol: 3 0 0 0 0 3 2 2 2 0 3 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 34 8 51 44 89 83 1096 84 62 849 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 34 8 51 44 89 83 1096 84 62 849 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 34 8 51 44 89 83 1096 84 62 849 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 34 8 51 44 89 83 1096 84 62 849 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.58 0.34 0.08 0.54 0.46 1.00 1.00 1.86 0.14 1.00 1.89 0.11 Final Sat.: 928 544 128 859 741 1600 1600 2972 228 1600 3025 175 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.06 0.06 0.03 0.06 0.06 0.05 0.37 0.37 0.04 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 460 EXPMP Tue Dec 13, 2016 11:23:04 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.957 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 140 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 129 691 162 241 1018 112 156 776 130 289 577 139 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 691 162 241 1018 112 156 776 130 289 577 139 Added Vol: 0 0 0 0 0 0 0 2 0 0 3 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 129 691 162 241 1018 112 156 778 130 289 580 139 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 129 691 162 241 1018 112 156 778 130 289 580 139 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 691 162 241 1018 112 156 778 130 289 580 139 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 129 691 162 241 1018 112 156 778 130 289 580 139 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.62 0.38 1.00 1.80 0.20 1.00 2.00 1.00 1.00 1.61 0.39 Final Sat.: 1600 2592 608 1600 2883 317 1600 3200 1600 1600 2581 619 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.27 0.27 0.15 0.35 0.35 0.10 0.24 0.08 0.18 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 461 EXSUNP Tue Dec 13, 2016 11:33:58 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.518 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 4 1628 8 41 1410 21 22 6 14 20 12 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 1628 8 41 1410 21 22 6 14 20 12 37 Added Vol: 6 18 6 0 18 0 0 0 6 6 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 10 1646 14 41 1428 21 22 6 20 26 12 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 10 1646 14 41 1428 21 22 6 20 26 12 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 10 1646 14 41 1428 21 22 6 20 26 12 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 10 1646 14 41 1428 21 22 6 20 26 12 37 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.96 0.04 0.46 0.12 0.42 0.68 0.32 1.00 Final Sat.: 1600 4760 40 1600 4730 70 733 200 667 1095 505 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.35 0.35 0.03 0.30 0.30 0.01 0.03 0.03 0.02 0.02 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 462 EXSUNP Tue Dec 13, 2016 11:33:58 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.517 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1580 8 12 1345 62 42 25 18 14 34 35 Added Vol: 15 30 15 0 30 0 0 0 15 15 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 1610 23 12 1375 62 42 25 33 29 34 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1610 23 12 1375 62 42 25 33 29 34 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1610 23 12 1375 62 42 25 33 29 34 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1610 23 12 1375 62 42 25 33 29 34 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.87 0.13 1.00 0.43 0.57 1.00 0.49 0.51 Final Sat.: 1600 4732 68 1600 4593 207 1600 690 910 1600 788 812 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.34 0.34 0.01 0.30 0.30 0.03 0.04 0.04 0.02 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 463 EXSUNP Tue Dec 13, 2016 11:33:58 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.494 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1674 0 2 1354 10 3 3 8 1 1 9 Added Vol: 15 60 15 0 59 0 0 0 15 15 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 1734 15 2 1413 10 3 3 23 16 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1734 15 2 1413 10 3 3 23 16 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1734 15 2 1413 10 3 3 23 16 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1734 15 2 1413 10 3 3 23 16 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.98 0.02 0.10 0.10 0.80 1.00 0.10 0.90 Final Sat.: 1600 4759 41 1600 4766 34 166 166 1269 1600 160 1440 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.36 0.36 0.00 0.30 0.30 0.00 0.02 0.02 0.01 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 464 EXSUNP Tue Dec 13, 2016 11:33:58 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.688 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 1117 215 194 1013 105 90 273 63 325 378 349 Added Vol: 30 68 0 89 0 0 0 30 0 45 15 23 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 84 1185 215 283 1013 105 90 303 63 370 393 372 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 84 1185 215 283 1013 105 90 303 63 370 393 372 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 84 1185 215 283 1013 105 90 303 63 370 393 372 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 1185 215 283 1013 105 90 303 63 370 393 372 OvlAdjVol: 215 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.72 0.28 1.00 1.66 0.34 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4349 451 1600 2649 551 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.25 0.13 0.10 0.23 0.23 0.06 0.11 0.11 0.13 0.12 0.23 OvlAdjV/S: 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 465 EXSUNP Tue Dec 13, 2016 11:33:58 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.501 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 1368 22 36 1324 54 23 18 15 25 35 25 Added Vol: 0 44 0 0 45 15 15 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 39 1412 22 36 1369 69 38 18 15 25 35 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 39 1412 22 36 1369 69 38 18 15 25 35 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1412 22 36 1369 69 38 18 15 25 35 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 1412 22 36 1369 69 38 18 15 25 35 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.86 0.14 0.54 0.25 0.21 0.29 0.42 0.29 Final Sat.: 1600 4726 74 1600 4570 230 856 406 338 471 659 471 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.30 0.30 0.02 0.30 0.30 0.02 0.04 0.04 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 466 EXSUNP Tue Dec 13, 2016 11:33:58 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.469 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 65 1247 6 6 1147 159 96 1 82 10 0 12 Added Vol: 0 30 0 0 30 15 15 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 65 1277 6 6 1177 174 111 1 82 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 1277 6 6 1177 174 111 1 82 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 1277 6 6 1177 174 111 1 82 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 1277 6 6 1177 174 111 1 82 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.15 0.85 0.45 0.00 0.55 Final Sat.: 1600 4778 22 1600 4800 1600 1600 247 1353 727 0 873 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.27 0.27 0.00 0.25 0.11 0.07 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 467 EXSUNP Tue Dec 13, 2016 11:33:58 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.587 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 39 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 325 1116 5 4 1085 172 250 0 280 0 0 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 325 1116 5 4 1085 172 250 0 280 0 0 24 Added Vol: 0 18 0 0 18 12 12 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 325 1134 5 4 1103 184 262 0 280 0 0 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 325 1134 5 4 1103 184 262 0 280 0 0 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 325 1134 5 4 1103 184 262 0 280 0 0 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 325 1134 5 4 1103 184 262 0 280 0 0 24 OvlAdjVol: 99 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.57 0.43 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4779 21 1600 4114 686 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.24 0.24 0.00 0.27 0.27 0.09 0.00 0.17 0.00 0.00 0.02 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 468 EXSUNP Tue Dec 13, 2016 11:33:58 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.632 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 18 59 42 44 64 51 649 73 87 884 21 Added Vol: 30 0 0 0 0 15 15 76 30 0 74 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 131 18 59 42 44 79 66 725 103 87 958 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 131 18 59 42 44 79 66 725 103 87 958 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 131 18 59 42 44 79 66 725 103 87 958 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 131 18 59 42 44 79 66 725 103 87 958 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.88 0.12 1.00 0.25 0.27 0.48 1.00 1.75 0.25 1.00 1.96 0.04 Final Sat.: 1407 193 1600 407 427 766 1600 2802 398 1600 3131 69 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.09 0.04 0.03 0.10 0.10 0.04 0.26 0.26 0.05 0.31 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 469 EXSUNP Tue Dec 13, 2016 11:33:58 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.563 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 118 0 62 15 744 0 0 929 45 Added Vol: 0 0 0 0 0 15 15 60 0 0 59 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 118 0 77 30 804 0 0 988 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 118 0 77 30 804 0 0 988 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 118 0 77 30 804 0 0 988 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 118 0 77 30 804 0 0 988 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.61 0.00 0.39 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 968 0 632 1600 3200 0 0 3061 139 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.12 0.02 0.25 0.00 0.00 0.32 0.32 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 470 EXSUNP Tue Dec 13, 2016 11:33:58 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.522 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 10 3 92 26 35 46 854 35 36 860 23 Added Vol: 15 0 0 0 0 15 15 30 15 0 30 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 52 10 3 92 26 50 61 884 50 36 890 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 52 10 3 92 26 50 61 884 50 36 890 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 10 3 92 26 50 61 884 50 36 890 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 52 10 3 92 26 50 61 884 50 36 890 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.80 0.15 0.05 0.78 0.22 1.00 1.00 1.89 0.11 1.00 1.95 0.05 Final Sat.: 1280 246 74 1247 353 1600 1600 3029 171 1600 3119 81 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.04 0.04 0.06 0.07 0.03 0.04 0.29 0.29 0.02 0.29 0.29 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 471 EXSUNP Tue Dec 13, 2016 11:33:58 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.803 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 99 652 144 166 645 194 232 698 116 177 493 127 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 99 652 144 166 645 194 232 698 116 177 493 127 Added Vol: 0 0 0 0 0 9 9 21 0 0 21 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 99 652 144 166 645 203 241 719 116 177 514 127 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 99 652 144 166 645 203 241 719 116 177 514 127 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 99 652 144 166 645 203 241 719 116 177 514 127 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 99 652 144 166 645 203 241 719 116 177 514 127 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.64 0.36 1.00 1.52 0.48 1.00 2.00 1.00 1.00 1.60 0.40 Final Sat.: 1600 2621 579 1600 2434 766 1600 3200 1600 1600 2566 634 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.25 0.25 0.10 0.27 0.26 0.15 0.22 0.07 0.11 0.20 0.20 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 472 PROJECT OPENING YEAR WITHOUT PROJECT CONDITIONS 473 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 55.3 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 37 356 52 0 18 387 147 0 81 279 32 Future Vol, veh/h 0 37 356 52 0 18 387 147 0 81 279 32 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 39 379 55 0 19 412 156 0 86 297 34 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 102.9 20 63.6 HCM LOS F C F Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %21% 8% 12% 0% 0% 47% Vol Thru, %71% 80% 88% 100% 0% 47% Vol Right, % 8% 12% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 392 445 147 258 147 137 LT Vol 81 37 18 0 0 64 Through Vol 279 356 129 258 0 65 RT Vol 32 52 0 0 147 8 Lane Flow Rate 417 473 156 274 156 146 Geometry Grp 777777 Degree of Util (X) 0.957 1.103 0.364 0.635 0.331 0.382 Departure Headway (Hd)8.676 8.386 8.715 8.651 7.924 9.999 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 421 436 416 420 457 363 Service Time 6.376 6.107 6.415 6.351 5.624 7.699 HCM Lane V/C Ratio 0.99 1.085 0.375 0.652 0.341 0.402 HCM Control Delay 63.6 102.9 16.3 25.2 14.5 18.7 HCM Lane LOS F F C D B C HCM 95th-tile Q 11.1 16.3 1.6 4.3 1.4 1.7 474 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 64 65 8 Future Vol, veh/h 0 64 65 8 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 68 69 9 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 18.7 HCM LOS C 475 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 74.4 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 25 414 69 0 31 381 128 0 69 186 33 Future Vol, veh/h 0 25 414 69 0 31 381 128 0 69 186 33 Peak Hour Factor 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 Heavy Vehicles, %111111111111 Mvmt Flow 0 26 427 71 0 32 393 132 0 71 192 34 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 168.3 22.1 37.3 HCM LOS F C E Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %24% 5% 20% 0% 0% 25% Vol Thru, %65% 81% 80% 100% 0% 71% Vol Right, % 11% 14% 0% 0% 100% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 288 508 158 254 128 326 LT Vol 69 25 31 0 0 81 Through Vol 186 414 127 254 0 233 RT Vol 33 69 0 0 128 12 Lane Flow Rate 297 524 163 262 132 336 Geometry Grp 777777 Degree of Util (X) 0.751 1.276 0.402 0.639 0.296 0.84 Departure Headway (Hd)9.955 8.774 9.63 9.527 8.796 9.822 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 365 414 376 382 412 373 Service Time 7.655 6.567 7.33 7.227 6.496 7.522 HCM Lane V/C Ratio 0.814 1.266 0.434 0.686 0.32 0.901 HCM Control Delay 37.3 168.3 18.7 27.6 15.2 47.3 HCM Lane LOS E F C D C E HCM 95th-tile Q 5.9 22.6 1.9 4.3 1.2 7.7 476 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 81 233 12 Future Vol, veh/h 0 81 233 12 Peak Hour Factor 1.00 0.97 0.97 0.97 Heavy Vehicles, %1111 Mvmt Flow 0 84 240 12 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 47.3 HCM LOS E 477 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/15/2016 Page 1 Intersection Intersection Delay, s/veh 26.4 Intersection LOS D Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 27 374 39 0 18 439 103 0 58 123 26 Future Vol, veh/h 0 27 374 39 0 18 439 103 0 58 123 26 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 29 398 41 0 19 467 110 0 62 131 28 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 46.5 16.1 18.2 HCM LOS E C C Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %28% 6% 11% 0% 0% 44% Vol Thru, %59% 85% 89% 100% 0% 50% Vol Right, % 13% 9% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 207 440 164 293 103 118 LT Vol 58 27 18 0 0 52 Through Vol 123 374 146 293 0 59 RT Vol 26 39 0 0 103 7 Lane Flow Rate 220 468 175 311 110 126 Geometry Grp 777777 Degree of Util (X) 0.488 0.908 0.339 0.599 0.189 0.295 Departure Headway (Hd)7.985 6.983 6.987 6.931 6.214 8.466 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 451 520 514 520 575 423 Service Time 5.753 4.741 4.751 4.695 3.978 6.244 HCM Lane V/C Ratio 0.488 0.9 0.34 0.598 0.191 0.298 HCM Control Delay 18.2 46.5 13.3 19.6 10.4 14.8 HCM Lane LOS C E B C B B HCM 95th-tile Q 2.6 10.6 1.5 3.9 0.7 1.2 478 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/15/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 52 59 7 Future Vol, veh/h 0 52 59 7 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 55 63 7 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14.8 HCM LOS B 479 2018AM Tue Dec 13, 2016 11:22:47 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.883 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 18 3151 7 6 1130 41 21 47 2 22 73 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 35 141 0 1 233 2 19 6 3 0 9 1 Initial Fut: 53 3292 7 7 1363 43 40 53 5 22 82 57 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3292 7 7 1363 43 40 53 5 22 82 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3292 7 7 1363 43 40 53 5 22 82 57 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 3292 7 7 1363 43 40 53 5 22 82 57 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.91 0.09 0.41 0.54 0.05 0.21 0.79 1.00 Final Sat.: 1600 4790 10 1600 4654 146 657 861 82 342 1258 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.69 0.69 0.00 0.29 0.29 0.03 0.06 0.06 0.01 0.07 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 480 2018AM Tue Dec 13, 2016 11:22:47 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.928 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 117 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 20 2961 17 44 999 66 56 110 15 40 95 65 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 2 172 0 5 220 2 2 0 4 0 3 5 Initial Fut: 22 3133 17 49 1219 68 58 110 19 40 98 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 3133 17 49 1219 68 58 110 19 40 98 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 3133 17 49 1219 68 58 110 19 40 98 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 3133 17 49 1219 68 58 110 19 40 98 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.84 0.16 1.00 0.85 0.15 1.00 0.58 0.42 Final Sat.: 1600 4774 26 1600 4545 255 1600 1361 239 1600 931 669 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.66 0.66 0.03 0.27 0.27 0.04 0.08 0.08 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 481 2018AM Tue Dec 13, 2016 11:22:47 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.882 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 7 3099 21 48 982 11 11 26 10 15 18 48 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 207 11 12 179 0 0 2 0 0 0 1 Initial Fut: 7 3306 32 60 1161 11 11 28 10 15 18 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3306 32 60 1161 11 11 28 10 15 18 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3306 32 60 1161 11 11 28 10 15 18 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3306 32 60 1161 11 11 28 10 15 18 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.97 0.03 0.23 0.56 0.21 1.00 0.27 0.73 Final Sat.: 1600 4753 47 1600 4754 46 367 899 334 1600 436 1164 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.70 0.70 0.04 0.24 0.24 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 482 2018AM Tue Dec 13, 2016 11:22:48 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.130 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 47 2345 157 180 720 46 94 370 70 288 516 604 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 181 42 36 95 5 9 19 0 61 28 99 Initial Fut: 47 2526 199 216 815 51 103 389 70 349 544 703 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 47 2526 199 216 815 51 103 389 70 349 544 703 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 2526 199 216 815 51 103 389 70 349 544 703 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 47 2526 199 216 815 51 103 389 70 349 544 703 OvlAdjVol: 583 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.69 0.31 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4518 282 1600 2710 490 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.53 0.12 0.07 0.18 0.18 0.06 0.14 0.14 0.12 0.17 0.44 OvlAdjV/S: 0.36 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 483 2018AM Tue Dec 13, 2016 11:22:48 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.881 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 43 2527 34 20 915 14 55 86 13 77 94 64 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 223 0 5 152 0 0 0 0 0 0 6 Initial Fut: 43 2750 34 25 1067 14 55 86 13 77 94 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 2750 34 25 1067 14 55 86 13 77 94 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 2750 34 25 1067 14 55 86 13 77 94 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 2750 34 25 1067 14 55 86 13 77 94 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.96 0.04 0.36 0.56 0.08 0.32 0.39 0.29 Final Sat.: 1600 4742 58 1600 4737 63 572 890 138 509 624 467 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.58 0.58 0.02 0.23 0.23 0.03 0.10 0.10 0.05 0.15 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 484 2018AM Tue Dec 13, 2016 11:22:48 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.733 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 71 2357 31 7 829 162 81 0 53 30 0 26 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 223 0 0 152 0 0 0 0 0 0 0 Initial Fut: 71 2580 31 7 981 162 81 0 53 30 0 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 71 2580 31 7 981 162 81 0 53 30 0 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 71 2580 31 7 981 162 81 0 53 30 0 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 71 2580 31 7 981 162 81 0 53 30 0 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4744 56 1600 4800 1600 1600 0 1600 859 0 741 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.54 0.54 0.00 0.20 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 485 2018AM Tue Dec 13, 2016 11:22:48 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.718 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 329 2247 9 0 809 126 247 0 186 0 0 3 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 336 2292 9 0 825 129 252 0 190 0 0 3 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 19 205 0 0 132 21 19 0 12 0 0 0 Initial Fut: 355 2497 9 0 957 150 271 0 202 0 0 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 355 2497 9 0 957 150 271 0 202 0 0 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 355 2497 9 0 957 150 271 0 202 0 0 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 355 2497 9 0 957 150 271 0 202 0 0 3 OvlAdjVol: 5 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.59 0.41 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4782 18 1600 4151 649 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.52 0.52 0.00 0.23 0.23 0.09 0.00 0.13 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 486 2018AM Tue Dec 13, 2016 11:22:48 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.780 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 183 78 229 28 50 45 43 668 118 128 1174 85 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 9 0 5 5 2 0 0 94 1 6 191 0 Initial Fut: 192 78 234 33 52 45 43 762 119 134 1365 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 192 78 234 33 52 45 43 762 119 134 1365 85 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 192 78 234 33 52 45 43 762 119 134 1365 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 192 78 234 33 52 45 43 762 119 134 1365 85 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.25 0.40 0.35 1.00 1.73 0.27 1.00 1.88 0.12 Final Sat.: 1139 461 1600 402 643 555 1600 2767 433 1600 3013 187 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.17 0.15 0.02 0.08 0.08 0.03 0.28 0.28 0.08 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 487 2018AM Tue Dec 13, 2016 11:22:48 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.763 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 75 0 57 101 852 0 0 1300 160 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 104 0 0 196 0 Initial Fut: 0 0 0 75 0 57 101 956 0 0 1496 160 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 75 0 57 101 956 0 0 1496 160 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 75 0 57 101 956 0 0 1496 160 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 75 0 57 101 956 0 0 1496 160 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.81 0.19 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2890 310 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.30 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 488 2018AM Tue Dec 13, 2016 11:22:48 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.904 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 102 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 153 121 10 83 24 113 148 713 24 27 1199 98 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 3 0 0 14 0 0 0 102 2 0 193 20 Initial Fut: 156 121 10 97 24 113 148 815 26 27 1392 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 156 121 10 97 24 113 148 815 26 27 1392 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 156 121 10 97 24 113 148 815 26 27 1392 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 156 121 10 97 24 113 148 815 26 27 1392 118 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.42 0.04 0.80 0.20 1.00 1.00 1.94 0.06 1.00 1.84 0.16 Final Sat.: 868 675 57 1277 323 1600 1600 3099 101 1600 2950 250 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.18 0.18 0.06 0.08 0.07 0.09 0.26 0.26 0.02 0.47 0.47 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 489 2018AM Tue Dec 13, 2016 11:22:48 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.088 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 192 1299 149 103 632 259 174 548 56 183 810 137 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 63 31 85 0 0 150 0 Initial Fut: 192 1299 149 103 632 322 205 633 56 183 960 137 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 192 1299 149 103 632 322 205 633 56 183 960 137 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 192 1299 149 103 632 322 205 633 56 183 960 137 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 192 1299 149 103 632 322 205 633 56 183 960 137 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.79 0.21 1.00 1.33 0.67 1.00 2.00 1.00 1.00 1.75 0.25 Final Sat.: 1600 2871 329 1600 2120 1080 1600 3200 1600 1600 2801 399 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.45 0.45 0.06 0.30 0.30 0.13 0.20 0.04 0.11 0.34 0.34 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 490 2018PM Tue Dec 13, 2016 11:22:41 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.804 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 68 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 1481 16 48 2554 9 34 28 20 21 18 19 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1511 16 49 2605 9 35 29 20 21 18 19 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 33 256 0 1 257 2 21 7 0 0 9 1 Initial Fut: 35 1767 16 50 2862 11 56 36 20 21 27 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 1767 16 50 2862 11 56 36 20 21 27 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 1767 16 50 2862 11 56 36 20 21 27 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 1767 16 50 2862 11 56 36 20 21 27 20 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.99 0.01 0.50 0.32 0.18 0.44 0.56 1.00 Final Sat.: 1600 4756 44 1600 4781 19 798 510 292 703 897 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.37 0.37 0.03 0.60 0.60 0.03 0.07 0.07 0.01 0.03 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 491 2018PM Tue Dec 13, 2016 11:22:41 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.779 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 22 1395 27 36 2338 28 70 79 69 40 53 34 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 8 304 0 6 227 2 1 0 3 0 3 4 Initial Fut: 30 1699 27 42 2565 30 71 79 72 40 56 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 1699 27 42 2565 30 71 79 72 40 56 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 1699 27 42 2565 30 71 79 72 40 56 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 1699 27 42 2565 30 71 79 72 40 56 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.97 0.03 1.00 0.52 0.48 1.00 0.60 0.40 Final Sat.: 1600 4726 74 1600 4745 55 1600 833 767 1600 957 643 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.36 0.36 0.03 0.54 0.54 0.04 0.09 0.09 0.02 0.06 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 492 2018PM Tue Dec 13, 2016 11:22:41 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.747 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 1365 21 20 2446 13 13 14 15 40 17 27 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 259 -1 -4 303 0 0 0 0 7 0 1 Initial Fut: 24 1624 20 16 2749 13 13 14 15 47 17 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1624 20 16 2749 13 13 14 15 47 17 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1624 20 16 2749 13 13 14 15 47 17 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1624 20 16 2749 13 13 14 15 47 17 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.99 0.01 0.31 0.33 0.36 1.00 0.39 0.61 Final Sat.: 1600 4740 60 1600 4777 23 495 533 571 1600 618 982 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.34 0.34 0.01 0.58 0.58 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 493 2018PM Tue Dec 13, 2016 11:22:41 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.890 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 95 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 41 1013 270 491 1931 67 68 412 54 273 353 280 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 149 109 108 245 24 15 45 0 107 39 54 Initial Fut: 41 1162 379 599 2176 91 83 457 54 380 392 334 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 1162 379 599 2176 91 83 457 54 380 392 334 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1162 379 599 2176 91 83 457 54 380 392 334 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 1162 379 599 2176 91 83 457 54 380 392 334 OvlAdjVol: 1 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.88 0.12 1.00 1.79 0.21 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4607 193 1600 2862 338 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.24 0.21 0.47 0.47 0.05 0.16 0.16 0.13 0.12 0.21 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 494 2018PM Tue Dec 13, 2016 11:22:41 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.758 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 32 1270 26 75 2116 78 21 48 13 34 57 42 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 249 0 20 338 0 0 0 0 0 0 23 Initial Fut: 32 1519 26 95 2454 78 21 48 13 34 57 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1519 26 95 2454 78 21 48 13 34 57 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1519 26 95 2454 78 21 48 13 34 57 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1519 26 95 2454 78 21 48 13 34 57 65 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.91 0.09 0.26 0.58 0.16 0.21 0.37 0.42 Final Sat.: 1600 4721 79 1600 4653 147 415 928 257 346 587 667 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.06 0.53 0.53 0.01 0.05 0.05 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 495 2018PM Tue Dec 13, 2016 11:22:41 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.754 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 91 1047 21 4 1922 276 170 0 114 28 0 4 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 249 0 0 338 0 0 0 0 0 0 0 Initial Fut: 91 1296 21 4 2260 276 170 0 114 28 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1296 21 4 2260 276 170 0 114 28 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1296 21 4 2260 276 170 0 114 28 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1296 21 4 2260 276 170 0 114 28 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4722 78 1600 4800 1600 1600 0 1600 1394 0 206 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.27 0.27 0.00 0.47 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 496 2018PM Tue Dec 13, 2016 11:22:41 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.804 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 331 971 13 4 1846 143 189 0 286 0 0 20 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 338 991 13 4 1883 146 193 0 292 0 0 20 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 17 228 0 0 313 25 22 0 18 0 0 0 Initial Fut: 355 1219 13 4 2196 171 215 0 310 0 0 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 355 1219 13 4 2196 171 215 0 310 0 0 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 355 1219 13 4 2196 171 215 0 310 0 0 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 355 1219 13 4 2196 171 215 0 310 0 0 20 OvlAdjVol: 113 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.97 0.03 1.00 2.78 0.22 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4748 52 1600 4453 347 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.26 0.26 0.00 0.49 0.49 0.07 0.00 0.19 0.00 0.00 0.01 OvlAdjV/S: 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 497 2018PM Tue Dec 13, 2016 11:22:41 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.870 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 100 41 54 51 99 21 34 1094 121 170 710 39 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 7 0 20 17 6 0 0 256 5 23 216 0 Initial Fut: 107 41 74 68 105 21 34 1350 126 193 926 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 107 41 74 68 105 21 34 1350 126 193 926 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 41 74 68 105 21 34 1350 126 193 926 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 107 41 74 68 105 21 34 1350 126 193 926 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.28 1.00 0.35 0.54 0.11 1.00 1.83 0.17 1.00 1.92 0.08 Final Sat.: 1158 442 1600 560 864 176 1600 2926 274 1600 3071 129 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.09 0.05 0.04 0.12 0.12 0.02 0.46 0.46 0.12 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 498 2018PM Tue Dec 13, 2016 11:22:41 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.722 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 155 0 94 71 1200 0 0 927 94 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 294 0 0 239 0 Initial Fut: 0 0 0 155 0 94 71 1494 0 0 1166 94 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 155 0 94 71 1494 0 0 1166 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 155 0 94 71 1494 0 0 1166 94 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 155 0 94 71 1494 0 0 1166 94 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.85 0.15 Final Sat.: 0 0 0 997 0 603 1600 3200 0 0 2962 238 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.16 0.00 0.16 0.04 0.47 0.00 0.00 0.39 0.39 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 499 2018PM Tue Dec 13, 2016 11:22:41 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.728 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 56 35 8 52 45 88 83 1116 84 63 863 50 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 6 0 0 38 0 0 0 288 6 0 234 32 Initial Fut: 62 35 8 90 45 88 83 1404 90 63 1097 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 62 35 8 90 45 88 83 1404 90 63 1097 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 62 35 8 90 45 88 83 1404 90 63 1097 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 35 8 90 45 88 83 1404 90 63 1097 82 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.59 0.33 0.08 0.67 0.33 1.00 1.00 1.88 0.12 1.00 1.86 0.14 Final Sat.: 947 529 124 1068 532 1600 1600 3008 192 1600 2977 223 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.07 0.07 0.06 0.08 0.05 0.05 0.47 0.47 0.04 0.37 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 500 2018PM Tue Dec 13, 2016 11:22:41 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.071 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 129 691 162 241 1018 112 156 776 130 289 577 139 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 132 705 165 246 1038 114 159 792 133 295 589 142 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 70 85 240 0 0 196 0 Initial Fut: 132 705 165 246 1038 184 244 1032 133 295 785 142 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 132 705 165 246 1038 184 244 1032 133 295 785 142 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 132 705 165 246 1038 184 244 1032 133 295 785 142 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 132 705 165 246 1038 184 244 1032 133 295 785 142 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.62 0.38 1.00 1.70 0.30 1.00 2.00 1.00 1.00 1.69 0.31 Final Sat.: 1600 2592 608 1600 2718 482 1600 3200 1600 1600 2710 490 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.27 0.27 0.15 0.38 0.38 0.15 0.32 0.08 0.18 0.29 0.29 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 501 2018SUN Tue Dec 13, 2016 11:22:33 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.534 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 4 1628 8 41 1410 21 22 6 14 20 12 37 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 4 1661 8 42 1438 21 22 6 14 20 12 38 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 4 1761 8 42 1538 21 22 6 14 20 12 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 1761 8 42 1538 21 22 6 14 20 12 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 1761 8 42 1538 21 22 6 14 20 12 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 1761 8 42 1538 21 22 6 14 20 12 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.96 0.04 0.53 0.14 0.33 0.62 0.38 1.00 Final Sat.: 1600 4778 22 1600 4734 66 838 229 533 1000 600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.37 0.37 0.03 0.32 0.32 0.01 0.03 0.03 0.01 0.02 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 502 2018SUN Tue Dec 13, 2016 11:22:33 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.537 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1612 8 12 1372 63 43 26 18 14 35 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 9 1712 8 12 1472 63 43 26 18 14 35 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1712 8 12 1472 63 43 26 18 14 35 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1712 8 12 1472 63 43 26 18 14 35 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1712 8 12 1472 63 43 26 18 14 35 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.88 0.12 1.00 0.58 0.42 1.00 0.49 0.51 Final Sat.: 1600 4777 23 1600 4602 198 1600 930 670 1600 788 812 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.36 0.36 0.01 0.32 0.32 0.03 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 503 2018SUN Tue Dec 13, 2016 11:22:33 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.486 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1708 0 2 1381 10 3 3 8 1 1 9 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 9 1808 0 2 1481 10 3 3 8 1 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1808 0 2 1481 10 3 3 8 1 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1808 0 2 1481 10 3 3 8 1 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1808 0 2 1481 10 3 3 8 1 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 0.00 1.00 2.98 0.02 0.21 0.21 0.58 1.00 0.10 0.90 Final Sat.: 1600 4800 0 1600 4767 33 343 343 914 1600 160 1440 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.38 0.00 0.00 0.31 0.31 0.00 0.01 0.01 0.00 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 504 2018SUN Tue Dec 13, 2016 11:22:33 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.666 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 55 1139 219 198 1033 107 92 278 64 332 386 356 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 5 70 15 20 70 10 10 30 5 15 30 20 Initial Fut: 60 1209 234 218 1103 117 102 308 69 347 416 376 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 60 1209 234 218 1103 117 102 308 69 347 416 376 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 1209 234 218 1103 117 102 308 69 347 416 376 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 60 1209 234 218 1103 117 102 308 69 347 416 376 OvlAdjVol: 255 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.71 0.29 1.00 1.63 0.37 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4339 461 1600 2613 587 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.25 0.15 0.08 0.25 0.25 0.06 0.12 0.12 0.12 0.13 0.24 OvlAdjV/S: 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 505 2018SUN Tue Dec 13, 2016 11:22:33 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.505 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 40 1395 22 37 1351 55 23 18 15 26 36 26 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 90 0 0 90 0 0 0 0 0 0 0 Initial Fut: 40 1485 22 37 1441 55 23 18 15 26 36 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 1485 22 37 1441 55 23 18 15 26 36 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 1485 22 37 1441 55 23 18 15 26 36 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 1485 22 37 1441 55 23 18 15 26 36 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.89 0.11 0.41 0.32 0.27 0.29 0.42 0.29 Final Sat.: 1600 4729 71 1600 4623 177 657 514 429 471 659 471 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.31 0.31 0.02 0.31 0.31 0.01 0.04 0.04 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 506 2018SUN Tue Dec 13, 2016 11:22:33 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 66 1272 6 6 1170 162 98 1 84 10 0 12 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 80 0 0 80 10 10 0 0 0 0 0 Initial Fut: 66 1352 6 6 1250 172 108 1 84 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 66 1352 6 6 1250 172 108 1 84 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 66 1352 6 6 1250 172 108 1 84 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 66 1352 6 6 1250 172 108 1 84 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.13 0.87 0.45 0.00 0.55 Final Sat.: 1600 4778 22 1600 4800 1600 1600 210 1390 727 0 873 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.28 0.28 0.00 0.26 0.11 0.07 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 507 2018SUN Tue Dec 13, 2016 11:22:33 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.610 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 325 1116 5 4 1085 172 250 0 280 0 0 24 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 332 1138 5 4 1107 175 255 0 286 0 0 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 60 0 0 60 20 20 0 0 0 0 0 Initial Fut: 332 1198 5 4 1167 195 275 0 286 0 0 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 332 1198 5 4 1167 195 275 0 286 0 0 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 332 1198 5 4 1167 195 275 0 286 0 0 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 332 1198 5 4 1167 195 275 0 286 0 0 24 OvlAdjVol: 101 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.57 0.43 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4780 20 1600 4111 689 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.25 0.25 0.00 0.28 0.28 0.10 0.00 0.18 0.00 0.00 0.02 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 508 2018SUN Tue Dec 13, 2016 11:22:33 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.601 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 103 18 60 43 45 65 52 662 74 89 902 21 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 103 18 60 43 45 65 52 727 74 89 967 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 103 18 60 43 45 65 52 727 74 89 967 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 18 60 43 45 65 52 727 74 89 967 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 103 18 60 43 45 65 52 727 74 89 967 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.85 0.15 1.00 0.28 0.29 0.43 1.00 1.81 0.19 1.00 1.96 0.04 Final Sat.: 1358 242 1600 448 469 683 1600 2903 297 1600 3131 69 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.08 0.04 0.03 0.10 0.10 0.03 0.25 0.25 0.06 0.31 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 509 2018SUN Tue Dec 13, 2016 11:22:33 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.555 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 120 0 63 15 759 0 0 948 46 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 0 0 0 120 0 63 15 824 0 0 1013 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 120 0 63 15 824 0 0 1013 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 120 0 63 15 824 0 0 1013 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 120 0 63 15 824 0 0 1013 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.66 0.00 0.34 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 1049 0 551 1600 3200 0 0 3061 139 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.11 0.01 0.26 0.00 0.00 0.33 0.33 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 510 2018SUN Tue Dec 13, 2016 11:22:33 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.532 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 38 10 3 94 27 36 47 871 36 37 877 23 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 5 0 0 0 0 0 0 60 5 0 60 0 Initial Fut: 43 10 3 94 27 36 47 931 41 37 937 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 10 3 94 27 36 47 931 41 37 937 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 10 3 94 27 36 47 931 41 37 937 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 10 3 94 27 36 47 931 41 37 937 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.77 0.18 0.05 0.78 0.22 1.00 1.00 1.92 0.08 1.00 1.95 0.05 Final Sat.: 1221 291 87 1247 353 1600 1600 3066 134 1600 3122 78 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.04 0.04 0.06 0.08 0.02 0.03 0.30 0.30 0.02 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 511 2018SUN Tue Dec 13, 2016 11:22:33 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.830 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 74 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 99 652 144 166 645 194 232 698 116 177 493 127 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 101 665 147 169 658 198 237 712 118 181 503 130 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 20 20 40 0 0 40 0 Initial Fut: 101 665 147 169 658 218 257 752 118 181 543 130 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 665 147 169 658 218 257 752 118 181 543 130 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 665 147 169 658 218 257 752 118 181 543 130 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 665 147 169 658 218 257 752 118 181 543 130 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.64 0.36 1.00 1.50 0.50 1.00 2.00 1.00 1.00 1.61 0.39 Final Sat.: 1600 2621 579 1600 2404 796 1600 3200 1600 1600 2584 616 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.25 0.25 0.11 0.27 0.27 0.16 0.24 0.07 0.11 0.21 0.21 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 512 PROJECT OPENING YEAR WITH PROJECT CONDITIONS 513 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 54.9 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 37 355 52 0 18 388 147 0 81 279 32 Future Vol, veh/h 0 37 355 52 0 18 388 147 0 81 279 32 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 39 378 55 0 19 413 156 0 86 297 34 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 101.9 20 63.4 HCM LOS F C F Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %21% 8% 12% 0% 0% 47% Vol Thru, %71% 80% 88% 100% 0% 47% Vol Right, % 8% 12% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 392 444 147 259 147 137 LT Vol 81 37 18 0 0 64 Through Vol 279 355 129 259 0 65 RT Vol 32 52 0 0 147 8 Lane Flow Rate 417 472 157 275 156 146 Geometry Grp 777777 Degree of Util (X) 0.956 1.1 0.365 0.636 0.331 0.382 Departure Headway (Hd)8.673 8.386 8.707 8.644 7.916 9.992 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 421 435 415 421 457 363 Service Time 6.373 6.107 6.407 6.344 5.616 7.692 HCM Lane V/C Ratio 0.99 1.085 0.378 0.653 0.341 0.402 HCM Control Delay 63.4 101.9 16.3 25.3 14.5 18.7 HCM Lane LOS F F C D B C HCM 95th-tile Q 11.1 16.2 1.6 4.3 1.4 1.7 514 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave AM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 64 65 8 Future Vol, veh/h 0 64 65 8 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 68 69 9 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 18.7 HCM LOS C 515 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 78.6 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 25 422 69 0 31 386 130 0 69 186 33 Future Vol, veh/h 0 25 422 69 0 31 386 130 0 69 186 33 Peak Hour Factor 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 1.00 0.97 0.97 0.97 Heavy Vehicles, %111111111111 Mvmt Flow 0 26 435 71 0 32 398 134 0 71 192 34 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 179.6 22.5 37.9 HCM LOS F C E Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %24% 5% 19% 0% 0% 26% Vol Thru, %65% 82% 81% 100% 0% 71% Vol Right, % 11% 13% 0% 0% 100% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 288 516 160 257 130 329 LT Vol 69 25 31 0 0 84 Through Vol 186 422 129 257 0 233 RT Vol 33 69 0 0 130 12 Lane Flow Rate 297 532 165 265 134 339 Geometry Grp 777777 Degree of Util (X) 0.754 1.304 0.407 0.649 0.302 0.851 Departure Headway (Hd)10.049 8.822 9.715 9.614 8.882 9.901 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 362 410 374 379 407 370 Service Time 7.749 6.613 7.415 7.314 6.582 7.601 HCM Lane V/C Ratio 0.82 1.298 0.441 0.699 0.329 0.916 HCM Control Delay 37.9 179.6 18.9 28.4 15.4 49.2 HCM Lane LOS E F C D C E HCM 95th-tile Q 6 23.7 1.9 4.4 1.3 7.9 516 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave PM Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 84 233 12 Future Vol, veh/h 0 84 233 12 Peak Hour Factor 1.00 0.97 0.97 0.97 Heavy Vehicles, %1111 Mvmt Flow 0 87 240 12 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 49.2 HCM LOS E 517 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 1 Intersection Intersection Delay, s/veh 30.7 Intersection LOS D Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 27 386 39 0 27 451 112 0 58 123 35 Future Vol, veh/h 0 27 386 39 0 27 451 112 0 58 123 35 Peak Hour Factor 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 1.00 0.94 0.94 0.94 Heavy Vehicles, %111111111111 Mvmt Flow 0 29 411 41 0 29 480 119 0 62 131 37 Number of Lanes 001000210010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 3 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 3 HCM Control Delay 57.7 17.4 19.6 HCM LOS F C C Lane NBLn1 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 Vol Left, %27% 6% 15% 0% 0% 48% Vol Thru, %57% 85% 85% 100% 0% 46% Vol Right, % 16% 9% 0% 0% 100% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 216 452 177 301 112 127 LT Vol 58 27 27 0 0 61 Through Vol 123 386 150 301 0 59 RT Vol 35 39 0 0 112 7 Lane Flow Rate 230 481 189 320 119 135 Geometry Grp 777777 Degree of Util (X) 0.521 0.96 0.378 0.634 0.212 0.327 Departure Headway (Hd)8.159 7.186 7.21 7.132 6.414 8.707 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 441 505 496 505 556 411 Service Time 5.942 4.96 4.993 4.914 4.196 6.503 HCM Lane V/C Ratio 0.522 0.952 0.381 0.634 0.214 0.328 HCM Control Delay 19.6 57.7 14.4 21.6 10.9 15.7 HCM Lane LOS C F B C B C HCM 95th-tile Q 2.9 12.2 1.7 4.4 0.8 1.4 518 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 19: Ardmore & Gould Ave Sunday Mid-day Peak Hour HCM 2010 AWSC Synchro 9 Report 12/13/2016 Page 2 Intersection Intersection Delay, s/veh Intersection LOS Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 61 59 7 Future Vol, veh/h 0 61 59 7 Peak Hour Factor 1.00 0.94 0.94 0.94 Heavy Vehicles, %1111 Mvmt Flow 0 65 63 7 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 3 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 15.7 HCM LOS C 519 2018AMP Tue Dec 13, 2016 11:22:24 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.883 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 18 3089 7 6 1108 40 21 46 2 22 72 55 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 18 3151 7 6 1130 41 21 47 2 22 73 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 35 141 0 1 233 2 19 6 3 0 9 1 Initial Fut: 53 3292 7 7 1363 43 40 53 5 22 82 57 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 3292 7 7 1363 43 40 53 5 22 82 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 3292 7 7 1363 43 40 53 5 22 82 57 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 3292 7 7 1363 43 40 53 5 22 82 57 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.91 0.09 0.41 0.54 0.05 0.21 0.79 1.00 Final Sat.: 1600 4790 10 1600 4654 146 657 861 82 342 1258 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.69 0.69 0.00 0.29 0.29 0.03 0.06 0.06 0.01 0.07 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 520 2018AMP Tue Dec 13, 2016 11:22:24 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.928 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 117 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 20 2961 17 44 999 66 56 110 15 40 95 65 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 2 172 0 5 220 2 2 0 4 0 3 5 Initial Fut: 22 3133 17 49 1219 68 58 110 19 40 98 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 3133 17 49 1219 68 58 110 19 40 98 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 3133 17 49 1219 68 58 110 19 40 98 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 3133 17 49 1219 68 58 110 19 40 98 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.84 0.16 1.00 0.85 0.15 1.00 0.58 0.42 Final Sat.: 1600 4774 26 1600 4545 255 1600 1361 239 1600 931 669 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.66 0.66 0.03 0.27 0.27 0.04 0.08 0.08 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 521 2018AMP Tue Dec 13, 2016 11:22:24 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.882 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 7 3099 21 48 982 11 11 26 10 15 18 48 Added Vol: 0 1 0 0 -1 0 0 0 0 0 0 0 Related Pro: 0 207 11 12 179 0 0 2 0 0 0 1 Initial Fut: 7 3307 32 60 1160 11 11 28 10 15 18 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3307 32 60 1160 11 11 28 10 15 18 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3307 32 60 1160 11 11 28 10 15 18 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3307 32 60 1160 11 11 28 10 15 18 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.97 0.03 0.23 0.56 0.21 1.00 0.27 0.73 Final Sat.: 1600 4753 47 1600 4754 46 367 899 334 1600 436 1164 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.70 0.70 0.04 0.24 0.24 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 522 2018AMP Tue Dec 13, 2016 11:22:24 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.131 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 47 2345 157 180 720 46 94 370 70 288 516 604 Added Vol: 1 2 0 -2 0 0 0 -2 0 1 1 1 Related Pro: 0 181 42 36 95 5 9 19 0 61 28 99 Initial Fut: 48 2528 199 214 815 51 103 387 70 350 545 704 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 48 2528 199 214 815 51 103 387 70 350 545 704 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 2528 199 214 815 51 103 387 70 350 545 704 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 48 2528 199 214 815 51 103 387 70 350 545 704 OvlAdjVol: 585 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.69 0.31 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4518 282 1600 2708 492 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.53 0.12 0.07 0.18 0.18 0.06 0.14 0.14 0.12 0.17 0.44 OvlAdjV/S: 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 523 2018AMP Tue Dec 13, 2016 11:22:24 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.880 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 43 2527 34 20 915 14 55 86 13 77 94 64 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 Related Pro: 0 223 0 5 152 0 0 0 0 0 0 6 Initial Fut: 43 2749 34 25 1068 14 55 86 13 77 94 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 2749 34 25 1068 14 55 86 13 77 94 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 2749 34 25 1068 14 55 86 13 77 94 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 2749 34 25 1068 14 55 86 13 77 94 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.96 0.04 0.36 0.56 0.08 0.32 0.39 0.29 Final Sat.: 1600 4742 58 1600 4737 63 572 890 138 509 624 467 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.58 0.58 0.02 0.23 0.23 0.03 0.10 0.10 0.05 0.15 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 524 2018AMP Tue Dec 13, 2016 11:22:24 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.733 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 71 2357 31 7 829 162 81 0 53 30 0 26 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 Related Pro: 0 223 0 0 152 0 0 0 0 0 0 0 Initial Fut: 71 2579 31 7 982 162 81 0 53 30 0 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 71 2579 31 7 982 162 81 0 53 30 0 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 71 2579 31 7 982 162 81 0 53 30 0 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 71 2579 31 7 982 162 81 0 53 30 0 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4744 56 1600 4800 1600 1600 0 1600 859 0 741 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.54 0.54 0.00 0.20 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 525 2018AMP Tue Dec 13, 2016 11:22:24 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.718 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 329 2247 9 0 809 126 247 0 186 0 0 3 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 336 2292 9 0 825 129 252 0 190 0 0 3 Added Vol: 0 -1 0 0 1 0 0 0 0 0 0 0 Related Pro: 19 205 0 0 132 21 19 0 12 0 0 0 Initial Fut: 355 2496 9 0 958 150 271 0 202 0 0 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 355 2496 9 0 958 150 271 0 202 0 0 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 355 2496 9 0 958 150 271 0 202 0 0 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 355 2496 9 0 958 150 271 0 202 0 0 3 OvlAdjVol: 5 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.60 0.40 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4782 18 1600 4152 648 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.52 0.52 0.00 0.23 0.23 0.09 0.00 0.13 0.00 0.00 0.00 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 526 2018AMP Tue Dec 13, 2016 11:22:24 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.779 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 183 78 229 28 50 45 43 668 118 128 1174 85 Added Vol: -1 0 0 0 0 0 0 2 1 0 -2 0 Related Pro: 9 0 5 5 2 0 0 94 1 6 191 0 Initial Fut: 191 78 234 33 52 45 43 764 120 134 1363 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 191 78 234 33 52 45 43 764 120 134 1363 85 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 191 78 234 33 52 45 43 764 120 134 1363 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 191 78 234 33 52 45 43 764 120 134 1363 85 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.25 0.40 0.35 1.00 1.73 0.27 1.00 1.88 0.12 Final Sat.: 1137 463 1600 402 643 555 1600 2765 435 1600 3013 187 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.17 0.15 0.02 0.08 0.08 0.03 0.28 0.28 0.08 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 527 2018AMP Tue Dec 13, 2016 11:22:24 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.763 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 75 0 57 101 852 0 0 1300 160 Added Vol: 0 0 0 0 0 0 0 1 0 0 -1 0 Related Pro: 0 0 0 0 0 0 0 104 0 0 196 0 Initial Fut: 0 0 0 75 0 57 101 957 0 0 1495 160 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 75 0 57 101 957 0 0 1495 160 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 75 0 57 101 957 0 0 1495 160 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 75 0 57 101 957 0 0 1495 160 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.81 0.19 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2890 310 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.30 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 528 2018AMP Tue Dec 13, 2016 11:22:24 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.904 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 102 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 153 121 10 83 24 113 148 713 24 27 1199 98 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 3 0 0 14 0 0 0 102 2 0 193 20 Initial Fut: 156 121 10 97 24 113 148 815 26 27 1392 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 156 121 10 97 24 113 148 815 26 27 1392 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 156 121 10 97 24 113 148 815 26 27 1392 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 156 121 10 97 24 113 148 815 26 27 1392 118 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.42 0.04 0.80 0.20 1.00 1.00 1.94 0.06 1.00 1.84 0.16 Final Sat.: 868 675 57 1277 323 1600 1600 3099 101 1600 2950 250 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.18 0.18 0.06 0.08 0.07 0.09 0.26 0.26 0.02 0.47 0.47 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 529 2018AMP Tue Dec 13, 2016 11:22:24 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.088 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 188 1273 146 101 620 254 171 537 55 179 794 134 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 192 1299 149 103 632 259 174 548 56 183 810 137 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 63 31 85 0 0 150 0 Initial Fut: 192 1299 149 103 632 322 205 633 56 183 960 137 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 192 1299 149 103 632 322 205 633 56 183 960 137 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 192 1299 149 103 632 322 205 633 56 183 960 137 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 192 1299 149 103 632 322 205 633 56 183 960 137 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.79 0.21 1.00 1.33 0.67 1.00 2.00 1.00 1.00 1.75 0.25 Final Sat.: 1600 2871 329 1600 2120 1080 1600 3200 1600 1600 2801 399 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.45 0.45 0.06 0.30 0.30 0.13 0.20 0.04 0.11 0.34 0.34 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 530 2018PMP Tue Dec 13, 2016 11:22:13 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.804 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 68 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 1481 16 48 2554 9 34 28 20 21 18 19 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1511 16 49 2605 9 35 29 20 21 18 19 Added Vol: 0 2 0 0 3 0 0 0 0 0 0 0 Related Pro: 33 256 0 1 257 2 21 7 0 0 9 1 Initial Fut: 35 1769 16 50 2865 11 56 36 20 21 27 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 1769 16 50 2865 11 56 36 20 21 27 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 1769 16 50 2865 11 56 36 20 21 27 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 1769 16 50 2865 11 56 36 20 21 27 20 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.99 0.01 0.50 0.32 0.18 0.44 0.56 1.00 Final Sat.: 1600 4756 44 1600 4781 19 798 510 292 703 897 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.37 0.37 0.03 0.60 0.60 0.03 0.07 0.07 0.01 0.03 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 531 2018PMP Tue Dec 13, 2016 11:22:13 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.784 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 22 1395 27 36 2338 28 70 79 69 40 53 34 Added Vol: 2 2 2 0 3 0 0 0 3 3 0 0 Related Pro: 8 304 0 6 227 2 1 0 3 0 3 4 Initial Fut: 32 1701 29 42 2568 30 71 79 75 43 56 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1701 29 42 2568 30 71 79 75 43 56 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1701 29 42 2568 30 71 79 75 43 56 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1701 29 42 2568 30 71 79 75 43 56 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.97 0.03 1.00 0.51 0.49 1.00 0.60 0.40 Final Sat.: 1600 4721 79 1600 4745 55 1600 817 783 1600 957 643 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.36 0.36 0.03 0.54 0.54 0.04 0.10 0.10 0.03 0.06 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 532 2018PMP Tue Dec 13, 2016 11:22:13 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.753 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 1365 21 20 2446 13 13 14 15 40 17 27 Added Vol: 2 5 2 0 8 0 0 0 3 3 0 0 Related Pro: 0 259 -1 -4 303 0 0 0 0 7 0 1 Initial Fut: 26 1629 22 16 2757 13 13 14 18 50 17 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1629 22 16 2757 13 13 14 18 50 17 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 26 1629 22 16 2757 13 13 14 18 50 17 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 1629 22 16 2757 13 13 14 18 50 17 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.99 0.01 0.29 0.31 0.40 1.00 0.39 0.61 Final Sat.: 1600 4735 65 1600 4777 23 463 498 639 1600 618 982 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.34 0.34 0.01 0.58 0.58 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 533 2018PMP Tue Dec 13, 2016 11:22:14 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.898 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 99 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 41 1013 270 491 1931 67 68 412 54 273 353 280 Added Vol: 5 7 0 13 0 0 0 10 0 5 4 2 Related Pro: 0 149 109 108 245 24 15 45 0 107 39 54 Initial Fut: 46 1169 379 612 2176 91 83 467 54 385 396 336 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 1169 379 612 2176 91 83 467 54 385 396 336 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1169 379 612 2176 91 83 467 54 385 396 336 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 1169 379 612 2176 91 83 467 54 385 396 336 OvlAdjVol: 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.88 0.12 1.00 1.79 0.21 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4607 193 1600 2868 332 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.24 0.21 0.47 0.47 0.05 0.16 0.16 0.13 0.12 0.21 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 534 2018PMP Tue Dec 13, 2016 11:22:14 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.761 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 32 1270 26 75 2116 78 21 48 13 34 57 42 Added Vol: 0 8 0 0 5 2 3 0 0 0 0 0 Related Pro: 0 249 0 20 338 0 0 0 0 0 0 23 Initial Fut: 32 1527 26 95 2459 80 24 48 13 34 57 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1527 26 95 2459 80 24 48 13 34 57 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1527 26 95 2459 80 24 48 13 34 57 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1527 26 95 2459 80 24 48 13 34 57 65 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.91 0.09 0.29 0.56 0.15 0.21 0.37 0.42 Final Sat.: 1600 4721 79 1600 4650 150 456 896 248 346 587 667 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.06 0.53 0.53 0.02 0.05 0.05 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 535 2018PMP Tue Dec 13, 2016 11:22:14 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.756 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 91 1047 21 4 1922 276 170 0 114 28 0 4 Added Vol: 0 5 0 0 4 2 3 0 0 0 0 0 Related Pro: 0 249 0 0 338 0 0 0 0 0 0 0 Initial Fut: 91 1301 21 4 2264 278 173 0 114 28 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1301 21 4 2264 278 173 0 114 28 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1301 21 4 2264 278 173 0 114 28 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1301 21 4 2264 278 173 0 114 28 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4722 78 1600 4800 1600 1600 0 1600 1394 0 206 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.28 0.28 0.00 0.47 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 536 2018PMP Tue Dec 13, 2016 11:22:14 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.805 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 68 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 331 971 13 4 1846 143 189 0 286 0 0 20 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 338 991 13 4 1883 146 193 0 292 0 0 20 Added Vol: 0 4 0 0 2 1 2 0 0 0 0 0 Related Pro: 17 228 0 0 313 25 22 0 18 0 0 0 Initial Fut: 355 1223 13 4 2198 172 217 0 310 0 0 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 355 1223 13 4 2198 172 217 0 310 0 0 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 355 1223 13 4 2198 172 217 0 310 0 0 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 355 1223 13 4 2198 172 217 0 310 0 0 20 OvlAdjVol: 113 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.97 0.03 1.00 2.78 0.22 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4748 52 1600 4452 348 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.26 0.26 0.00 0.49 0.49 0.08 0.00 0.19 0.00 0.00 0.01 OvlAdjV/S: 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 537 2018PMP Tue Dec 13, 2016 11:22:14 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.879 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 90 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 100 41 54 51 99 21 34 1094 121 170 710 39 Added Vol: 5 0 0 0 0 3 2 7 4 0 10 0 Related Pro: 7 0 20 17 6 0 0 256 5 23 216 0 Initial Fut: 112 41 74 68 105 24 36 1357 130 193 936 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 41 74 68 105 24 36 1357 130 193 936 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 41 74 68 105 24 36 1357 130 193 936 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 41 74 68 105 24 36 1357 130 193 936 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.73 0.27 1.00 0.34 0.54 0.12 1.00 1.82 0.18 1.00 1.92 0.08 Final Sat.: 1173 427 1600 551 851 198 1600 2919 281 1600 3073 127 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.10 0.05 0.04 0.12 0.12 0.02 0.46 0.46 0.12 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 538 2018PMP Tue Dec 13, 2016 11:22:14 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.726 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 155 0 94 71 1200 0 0 927 94 Added Vol: 0 0 0 0 0 3 2 5 0 0 8 0 Related Pro: 0 0 0 0 0 0 0 294 0 0 239 0 Initial Fut: 0 0 0 155 0 97 73 1499 0 0 1174 94 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 155 0 97 73 1499 0 0 1174 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 155 0 97 73 1499 0 0 1174 94 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 155 0 97 73 1499 0 0 1174 94 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.85 0.15 Final Sat.: 0 0 0 985 0 615 1600 3200 0 0 2963 237 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.16 0.00 0.16 0.05 0.47 0.00 0.00 0.40 0.40 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 539 2018PMP Tue Dec 13, 2016 11:22:14 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.731 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 56 35 8 52 45 88 83 1116 84 63 863 50 Added Vol: 3 0 0 0 0 3 2 2 2 0 3 0 Related Pro: 6 0 0 38 0 0 0 288 6 0 234 32 Initial Fut: 65 35 8 90 45 91 85 1406 92 63 1100 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 35 8 90 45 91 85 1406 92 63 1100 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 35 8 90 45 91 85 1406 92 63 1100 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 35 8 90 45 91 85 1406 92 63 1100 82 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.60 0.32 0.08 0.67 0.33 1.00 1.00 1.88 0.12 1.00 1.86 0.14 Final Sat.: 965 514 121 1068 532 1600 1600 3004 196 1600 2978 222 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.07 0.07 0.06 0.08 0.06 0.05 0.47 0.47 0.04 0.37 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 540 2018PMP Tue Dec 13, 2016 11:22:14 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.072 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 129 691 162 241 1018 112 156 776 130 289 577 139 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 132 705 165 246 1038 114 159 792 133 295 589 142 Added Vol: 0 0 0 0 0 0 0 2 0 0 3 0 Related Pro: 0 0 0 0 0 70 85 240 0 0 196 0 Initial Fut: 132 705 165 246 1038 184 244 1034 133 295 788 142 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 132 705 165 246 1038 184 244 1034 133 295 788 142 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 132 705 165 246 1038 184 244 1034 133 295 788 142 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 132 705 165 246 1038 184 244 1034 133 295 788 142 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.62 0.38 1.00 1.70 0.30 1.00 2.00 1.00 1.00 1.69 0.31 Final Sat.: 1600 2592 608 1600 2718 482 1600 3200 1600 1600 2712 488 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.27 0.27 0.15 0.38 0.38 0.15 0.32 0.08 0.18 0.29 0.29 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 541 2018SUNP Tue Dec 13, 2016 11:34:06 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/8th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.547 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 4 1628 8 41 1410 21 22 6 14 20 12 37 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 4 1661 8 42 1438 21 22 6 14 20 12 38 Added Vol: 6 18 6 0 18 0 0 0 6 6 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 10 1779 14 42 1556 21 22 6 20 26 12 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 10 1779 14 42 1556 21 22 6 20 26 12 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 10 1779 14 42 1556 21 22 6 20 26 12 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 10 1779 14 42 1556 21 22 6 20 26 12 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.96 0.04 0.46 0.13 0.41 0.68 0.32 1.00 Final Sat.: 1600 4762 38 1600 4735 65 735 200 664 1093 507 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.37 0.37 0.03 0.33 0.33 0.01 0.03 0.03 0.02 0.02 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 542 2018SUNP Tue Dec 13, 2016 11:34:06 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.546 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1612 8 12 1372 63 43 26 18 14 35 36 Added Vol: 15 30 15 0 30 0 0 0 15 15 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 24 1742 23 12 1502 63 43 26 33 29 35 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1742 23 12 1502 63 43 26 33 29 35 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1742 23 12 1502 63 43 26 33 29 35 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1742 23 12 1502 63 43 26 33 29 35 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.88 0.12 1.00 0.43 0.57 1.00 0.49 0.51 Final Sat.: 1600 4737 63 1600 4606 194 1600 693 907 1600 788 812 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.37 0.37 0.01 0.33 0.33 0.03 0.04 0.04 0.02 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 543 2018SUNP Tue Dec 13, 2016 11:34:06 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.522 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1708 0 2 1381 10 3 3 8 1 1 9 Added Vol: 15 60 15 0 59 0 0 0 15 15 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 24 1868 15 2 1540 10 3 3 23 16 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1868 15 2 1540 10 3 3 23 16 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1868 15 2 1540 10 3 3 23 16 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1868 15 2 1540 10 3 3 23 16 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.98 0.02 0.10 0.10 0.80 1.00 0.10 0.90 Final Sat.: 1600 4762 38 1600 4768 32 167 167 1266 1600 160 1440 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.39 0.39 0.00 0.32 0.32 0.00 0.02 0.02 0.01 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 544 2018SUNP Tue Dec 13, 2016 11:34:06 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.736 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 55 1139 219 198 1033 107 92 278 64 332 386 356 Added Vol: 30 68 0 89 0 0 0 30 0 45 15 23 Related Pro: 5 70 15 20 70 10 10 30 5 15 30 20 Initial Fut: 90 1277 234 307 1103 117 102 338 69 392 431 399 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 90 1277 234 307 1103 117 102 338 69 392 431 399 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 90 1277 234 307 1103 117 102 338 69 392 431 399 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 90 1277 234 307 1103 117 102 338 69 392 431 399 OvlAdjVol: 229 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.71 0.29 1.00 1.66 0.34 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4339 461 1600 2656 544 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.27 0.15 0.11 0.25 0.25 0.06 0.13 0.13 0.14 0.13 0.25 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 545 2018SUNP Tue Dec 13, 2016 11:34:06 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.527 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 40 1395 22 37 1351 55 23 18 15 26 36 26 Added Vol: 0 44 0 0 45 15 15 0 0 0 0 0 Related Pro: 0 90 0 0 90 0 0 0 0 0 0 0 Initial Fut: 40 1529 22 37 1486 70 38 18 15 26 36 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 1529 22 37 1486 70 38 18 15 26 36 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 1529 22 37 1486 70 38 18 15 26 36 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 1529 22 37 1486 70 38 18 15 26 36 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.86 0.14 0.54 0.25 0.21 0.29 0.42 0.29 Final Sat.: 1600 4731 69 1600 4584 216 853 407 339 471 659 471 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.02 0.32 0.32 0.02 0.05 0.05 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 546 2018SUNP Tue Dec 13, 2016 11:34:06 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.499 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 66 1272 6 6 1170 162 98 1 84 10 0 12 Added Vol: 0 30 0 0 30 15 15 0 0 0 0 0 Related Pro: 0 80 0 0 80 10 10 0 0 0 0 0 Initial Fut: 66 1382 6 6 1280 187 123 1 84 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 66 1382 6 6 1280 187 123 1 84 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 66 1382 6 6 1280 187 123 1 84 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 66 1382 6 6 1280 187 123 1 84 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.19 0.81 0.45 0.00 0.55 Final Sat.: 1600 4779 21 1600 4800 1600 1600 311 1289 727 0 873 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.29 0.29 0.00 0.27 0.12 0.08 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 547 2018SUNP Tue Dec 13, 2016 11:34:06 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 PCH/Pier-14th ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.620 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 2 1 0 2 0 0 0 1 0 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 325 1116 5 4 1085 172 250 0 280 0 0 24 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 332 1138 5 4 1107 175 255 0 286 0 0 24 Added Vol: 0 18 0 0 18 12 12 0 0 0 0 0 Related Pro: 0 60 0 0 60 20 20 0 0 0 0 0 Initial Fut: 332 1216 5 4 1185 207 287 0 286 0 0 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 332 1216 5 4 1185 207 287 0 286 0 0 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 332 1216 5 4 1185 207 287 0 286 0 0 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 332 1216 5 4 1185 207 287 0 286 0 0 24 OvlAdjVol: 101 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.99 0.01 1.00 2.55 0.45 2.00 0.00 1.00 0.00 0.00 1.00 Final Sat.: 2880 4780 20 1600 4085 715 2880 0 1600 0 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.25 0.25 0.00 0.29 0.29 0.10 0.00 0.18 0.00 0.00 0.02 OvlAdjV/S: 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 548 2018SUNP Tue Dec 13, 2016 11:34:06 Page 11-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.662 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 103 18 60 43 45 65 52 662 74 89 902 21 Added Vol: 30 0 0 0 0 15 15 76 30 0 74 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 133 18 60 43 45 80 67 803 104 89 1041 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 133 18 60 43 45 80 67 803 104 89 1041 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 133 18 60 43 45 80 67 803 104 89 1041 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 133 18 60 43 45 80 67 803 104 89 1041 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.88 0.12 1.00 0.25 0.27 0.48 1.00 1.77 0.23 1.00 1.96 0.04 Final Sat.: 1406 194 1600 408 427 765 1600 2832 368 1600 3135 65 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.09 0.04 0.03 0.11 0.11 0.04 0.28 0.28 0.06 0.33 0.33 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 549 2018SUNP Tue Dec 13, 2016 11:34:06 Page 12-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.592 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 39 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 120 0 63 15 759 0 0 948 46 Added Vol: 0 0 0 0 0 15 15 60 0 0 59 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 0 0 0 120 0 78 30 884 0 0 1072 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 120 0 78 30 884 0 0 1072 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 120 0 78 30 884 0 0 1072 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 120 0 78 30 884 0 0 1072 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.61 0.00 0.39 1.00 2.00 0.00 0.00 1.92 0.08 Final Sat.: 0 0 0 970 0 630 1600 3200 0 0 3069 131 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.12 0.02 0.28 0.00 0.00 0.35 0.35 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 550 2018SUNP Tue Dec 13, 2016 11:34:06 Page 13-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.560 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 38 10 3 94 27 36 47 871 36 37 877 23 Added Vol: 15 0 0 0 0 15 15 30 15 0 30 0 Related Pro: 5 0 0 0 0 0 0 60 5 0 60 0 Initial Fut: 58 10 3 94 27 51 62 961 56 37 967 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 10 3 94 27 51 62 961 56 37 967 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 10 3 94 27 51 62 961 56 37 967 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 10 3 94 27 51 62 961 56 37 967 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.82 0.14 0.04 0.78 0.22 1.00 1.00 1.89 0.11 1.00 1.95 0.05 Final Sat.: 1301 230 69 1247 353 1600 1600 3025 175 1600 3124 76 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.04 0.06 0.08 0.03 0.04 0.32 0.32 0.02 0.31 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 551 2018SUNP Tue Dec 13, 2016 11:34:06 Page 14-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Aviation Blvd/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.842 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 0 1 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 99 652 144 166 645 194 232 698 116 177 493 127 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 101 665 147 169 658 198 237 712 118 181 503 130 Added Vol: 0 0 0 0 0 9 9 21 0 0 21 0 Related Pro: 0 0 0 0 0 20 20 40 0 0 40 0 Initial Fut: 101 665 147 169 658 227 266 773 118 181 564 130 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 665 147 169 658 227 266 773 118 181 564 130 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 665 147 169 658 227 266 773 118 181 564 130 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 665 147 169 658 227 266 773 118 181 564 130 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.64 0.36 1.00 1.49 0.51 1.00 2.00 1.00 1.00 1.63 0.37 Final Sat.: 1600 2621 579 1600 2379 821 1600 3200 1600 1600 2602 598 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.25 0.25 0.11 0.28 0.28 0.17 0.24 0.07 0.11 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 552 APPENDIX E CALTRANS ANALYSIS WORKSHEETS 553 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 1: Sepulveda Blvd & 2nd St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65 Future Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 55 108 15 39 93 64 20 2903 17 43 979 65 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 147 242 34 178 155 107 123 3482 20 120 3244 215 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.14 1.00 1.00 0.09 0.88 0.88 Sat Flow, veh/h 1237 1617 225 1276 1040 715 1792 5269 31 1792 4921 326 Grp Volume(v), veh/h 55 0 123 39 0 157 20 1885 1035 43 681 363 Grp Sat Flow(s),veh/h/ln 1237 0 1842 1276 0 1755 1792 1712 1876 1792 1712 1824 Q Serve(g_s), s 4.8 0.0 6.7 3.2 0.0 9.2 1.1 0.0 0.0 2.5 3.7 3.7 Cycle Q Clear(g_c), s 14.0 0.0 6.7 9.9 0.0 9.2 1.1 0.0 0.0 2.5 3.7 3.7 Prop In Lane 1.00 0.12 1.00 0.41 1.00 0.02 1.00 0.18 Lane Grp Cap(c), veh/h 147 0 275 178 0 262 123 2263 1240 120 2257 1202 V/C Ratio(X)0.37 0.00 0.45 0.22 0.00 0.60 0.16 0.83 0.84 0.36 0.30 0.30 Avail Cap(c_a), veh/h 168 0 306 200 0 292 123 2263 1240 120 2257 1202 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.59 0.59 0.59 0.97 0.97 0.97 Uniform Delay (d), s/veh 50.2 0.0 42.6 47.1 0.0 43.7 44.6 0.0 0.0 47.9 2.5 2.5 Incr Delay (d2), s/veh 1.6 0.0 1.1 0.6 0.0 2.8 0.4 2.3 4.1 1.7 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 3.5 1.1 0.0 4.7 0.5 0.7 1.4 1.3 1.7 1.9 LnGrp Delay(d),s/veh 51.8 0.0 43.8 47.7 0.0 46.5 45.0 2.3 4.1 49.6 2.9 3.2 LnGrp LOS D D D D D A A D A A Approach Vol, veh/h 178 196 2940 1087 Approach Delay, s/veh 46.3 46.7 3.2 4.8 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.9 77.2 20.9 12.1 77.0 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3 Max Q Clear Time (g_c+I1), s 4.5 2.0 16.0 3.1 5.7 11.9 Green Ext Time (p_c), s 0.0 53.9 0.5 0.0 8.6 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.3 HCM 2010 LOS A 554 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 2: Sepulveda Blvd & Longfellow AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 25 10 15 18 47 7 3038 21 47 963 11 Future Volume (veh/h) 11 25 10 15 18 47 7 3038 21 47 963 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 11 25 10 15 18 47 7 3038 21 47 963 11 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 50 53 17 158 29 75 267 3487 24 274 3488 40 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.31 1.00 1.00 Sat Flow, veh/h 153 849 278 1381 462 1206 1792 5262 36 1792 5235 60 Grp Volume(v), veh/h 46 0 0 15 0 65 7 1974 1085 47 630 344 Grp Sat Flow(s),veh/h/ln 1280 0 0 1381 0 1668 1792 1712 1875 1792 1712 1871 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.2 0.3 32.3 32.7 2.1 0.0 0.0 Cycle Q Clear(g_c), s 4.5 0.0 0.0 1.0 0.0 4.2 0.3 32.3 32.7 2.1 0.0 0.0 Prop In Lane 0.24 0.22 1.00 0.72 1.00 0.02 1.00 0.03 Lane Grp Cap(c), veh/h 120 0 0 158 0 103 267 2269 1242 274 2281 1247 V/C Ratio(X)0.38 0.00 0.00 0.10 0.00 0.63 0.03 0.87 0.87 0.17 0.28 0.28 Avail Cap(c_a), veh/h 290 0 0 299 0 275 267 2269 1242 274 2281 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.97 0.97 0.97 Uniform Delay (d), s/veh 49.9 0.0 0.0 48.9 0.0 50.4 37.7 4.1 4.1 33.1 0.0 0.0 Incr Delay (d2), s/veh 2.0 0.0 0.0 0.3 0.0 6.2 0.0 0.5 0.9 0.3 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 0.4 0.0 2.1 0.2 14.3 15.8 1.1 0.1 0.2 LnGrp Delay(d),s/veh 51.9 0.0 0.0 49.1 0.0 56.6 37.7 4.6 5.0 33.4 0.3 0.5 LnGrp LOS D D E D A A C A A Approach Vol, veh/h 46 80 3066 1021 Approach Delay, s/veh 51.9 55.2 4.8 1.9 Approach LOS D E A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.3 77.4 11.3 20.9 77.8 11.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1 Max Q Clear Time (g_c+I1), s 4.1 34.7 6.5 2.3 2.0 6.2 Green Ext Time (p_c), s 0.0 33.8 0.4 0.0 7.8 0.4 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A 555 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 363 69 282 506 592 46 2299 154 176 706 45 Future Volume (veh/h) 92 363 69 282 506 592 46 2299 154 176 706 45 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 92 363 69 282 506 592 46 2299 0 176 706 45 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 109 432 81 363 669 413 114 2655 827 248 2589 164 Arrive On Green 0.06 0.14 0.14 0.10 0.19 0.19 0.13 1.00 0.00 0.02 0.17 0.17 Sat Flow, veh/h 1792 3003 565 3476 3574 1599 1792 5136 1599 3476 4937 313 Grp Volume(v), veh/h 92 215 217 282 506 592 46 2299 0 176 489 262 Grp Sat Flow(s),veh/h/ln 1792 1787 1781 1738 1787 1599 1792 1712 1599 1738 1712 1826 Q Serve(g_s), s 5.6 12.9 13.1 8.7 14.7 20.6 2.6 0.0 0.0 5.5 13.6 13.7 Cycle Q Clear(g_c), s 5.6 12.9 13.1 8.7 14.7 20.6 2.6 0.0 0.0 5.5 13.6 13.7 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 109 257 256 363 669 413 114 2655 827 248 1796 958 V/C Ratio(X)0.84 0.84 0.85 0.78 0.76 1.43 0.40 0.87 0.00 0.71 0.27 0.27 Avail Cap(c_a), veh/h 109 292 292 363 669 413 114 2655 827 521 1796 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 51.1 45.8 45.9 48.0 42.3 24.2 46.1 0.0 0.0 52.6 27.3 27.3 Incr Delay (d2), s/veh 41.9 16.8 18.7 10.2 4.9 207.9 1.6 2.9 0.0 3.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 7.5 7.8 4.7 7.7 35.1 1.3 0.7 0.0 2.8 6.5 7.1 LnGrp Delay(d),s/veh 93.1 62.7 64.6 58.2 47.2 232.1 47.6 2.9 0.0 56.3 27.6 28.0 LnGrp LOS F E E E D F D A E C C Approach Vol, veh/h 524 1380 2345 927 Approach Delay, s/veh 68.8 128.8 3.7 33.2 Approach LOS E F A C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 61.4 16.0 20.3 11.5 62.2 11.2 25.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6 Max Q Clear Time (g_c+I1), s 7.5 2.0 10.7 15.1 4.6 15.7 7.6 22.6 Green Ext Time (p_c), s 0.3 30.6 0.0 0.7 0.0 5.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.9 HCM 2010 LOS D 556 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 4: PCH & 21st St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 84 13 75 92 63 42 2477 33 20 897 14 Future Volume (veh/h) 54 84 13 75 92 63 42 2477 33 20 897 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 54 84 13 75 92 63 42 2477 33 20 897 14 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 114 162 22 120 124 76 524 3888 52 163 3877 60 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 399 934 126 441 710 434 616 5223 69 131 5209 81 Grp Volume(v), veh/h 151 0 0 230 0 0 42 1622 888 20 589 322 Grp Sat Flow(s),veh/h/ln 1458 0 0 1586 0 0 616 1712 1869 131 1712 1867 Q Serve(g_s), s 0.0 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.2 0.0 0.0 15.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.36 0.09 0.33 0.27 1.00 0.04 1.00 0.04 Lane Grp Cap(c), veh/h 298 0 0 319 0 0 524 2548 1391 163 2548 1390 V/C Ratio(X)0.51 0.00 0.00 0.72 0.00 0.00 0.08 0.64 0.64 0.12 0.23 0.23 Avail Cap(c_a), veh/h 432 0 0 454 0 0 524 2548 1391 163 2548 1390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.77 0.77 0.77 0.90 0.90 0.90 Uniform Delay (d), s/veh 41.4 0.0 0.0 43.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 3.2 0.0 0.0 0.2 1.0 1.8 1.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 7.1 0.0 0.0 0.0 0.3 0.7 0.1 0.1 0.1 LnGrp Delay(d),s/veh 42.7 0.0 0.0 47.0 0.0 0.0 0.2 1.0 1.8 1.4 0.2 0.4 LnGrp LOS D D AAAAAA Approach Vol, veh/h 151 230 2552 931 Approach Delay, s/veh 42.7 47.0 1.2 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 86.4 23.6 86.4 23.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5 Max Q Clear Time (g_c+I1), s 2.0 12.2 2.0 17.4 Green Ext Time (p_c), s 59.8 2.1 59.8 1.7 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A 557 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 5: PCH & 16th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 52 29 0 25 70 2311 30 7 813 159 Future Volume (veh/h) 79 0 52 29 0 25 70 2311 30 7 813 159 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 79 0 52 29 0 25 70 2311 30 7 813 159 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 113 0 101 37 0 32 90 2902 38 318 3505 1091 Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00 Sat Flow, veh/h 1792 0 1599 911 0 786 1792 5225 68 1792 5136 1599 Grp Volume(v), veh/h 79 0 52 54 0 0 70 1513 828 7 813 159 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1869 1792 1712 1599 Q Serve(g_s), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0 Cycle Q Clear(g_c), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0 Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 113 0 101 69 0 0 90 1902 1038 318 3505 1091 V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.80 0.80 0.02 0.23 0.15 Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1038 318 3505 1091 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.14 0.14 0.14 0.98 0.98 0.98 Uniform Delay (d), s/veh 50.5 0.0 49.9 52.3 0.0 0.0 51.6 19.5 19.5 29.3 0.0 0.0 Incr Delay (d2), s/veh 7.5 0.0 4.0 17.8 0.0 0.0 2.1 0.5 1.0 0.0 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 1.6 2.0 0.0 0.0 2.2 18.2 20.1 0.1 0.0 0.1 LnGrp Delay(d),s/veh 58.0 0.0 53.9 70.1 0.0 0.0 53.7 20.0 20.5 29.3 0.2 0.3 LnGrp LOS E D E D B C C A A Approach Vol, veh/h 131 54 2411 979 Approach Delay, s/veh 56.4 70.1 21.1 0.4 Approach LOS E E C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 65.6 11.4 10.0 79.6 8.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5 Max Q Clear Time (g_c+I1), s 2.3 40.9 6.8 6.2 2.0 5.5 Green Ext Time (p_c), s 1.2 16.1 0.3 0.0 7.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B 558 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 7: PCH & Pier Ave/14th st AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 0 186 0 0 3 329 2247 0 0 809 126 Future Volume (veh/h) 247 0 186 0 0 3 329 2247 0 0 809 126 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 247 0 186 0 0 3 329 2247 0 0 809 126 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 458 248 390 6 6 5 390 3813 0 2 2644 409 Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.00 0.11 0.74 0.00 0.00 0.19 0.19 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5305 0 1792 4488 694 Grp Volume(v), veh/h 247 0 186 0 0 3 329 2247 0 0 616 319 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 0 1792 1712 1759 Q Serve(g_s), s 7.3 0.0 10.9 0.0 0.0 0.2 10.2 22.0 0.0 0.0 16.9 17.1 Cycle Q Clear(g_c), s 7.3 0.0 10.9 0.0 0.0 0.2 10.2 22.0 0.0 0.0 16.9 17.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.39 Lane Grp Cap(c), veh/h 458 248 390 6 6 5 390 3813 0 2 2017 1036 V/C Ratio(X)0.54 0.00 0.48 0.00 0.00 0.59 0.84 0.59 0.00 0.00 0.31 0.31 Avail Cap(c_a), veh/h 1406 761 826 81 86 73 420 3813 0 81 2017 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 0.98 0.98 Uniform Delay (d), s/veh 44.6 0.0 35.6 0.0 0.0 54.8 47.9 6.5 0.0 0.0 25.0 25.1 Incr Delay (d2), s/veh 1.0 0.0 0.9 0.0 0.0 77.2 13.7 0.7 0.0 0.0 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 4.9 0.0 0.0 0.2 5.6 10.4 0.0 0.0 8.2 8.6 LnGrp Delay(d),s/veh 45.6 0.0 36.5 0.0 0.0 132.0 61.6 7.2 0.0 0.0 25.4 25.8 LnGrp LOS D D F E A C C Approach Vol, veh/h 433 3 2576 935 Approach Delay, s/veh 41.7 132.0 14.1 25.6 Approach LOS D F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 86.2 19.0 16.9 69.3 4.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 37.5 44.5 13.3 29.2 5.0 Max Q Clear Time (g_c+I1), s 0.0 24.0 12.9 12.2 19.1 2.2 Green Ext Time (p_c), s 0.0 12.7 1.5 0.1 9.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B 559 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 23: Sepulveda Blvd & 8th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 46 2 22 72 55 18 3089 7 6 1108 40 Future Volume (veh/h) 21 46 2 22 72 55 18 3089 7 6 1108 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 21 46 2 22 72 55 18 3089 7 6 1108 40 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 61 86 3 65 129 135 453 4411 10 126 4243 153 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 0.83 0.83 0.83 Sat Flow, veh/h 212 1021 37 296 1532 1599 493 5291 12 72 5089 184 Grp Volume(v), veh/h 69 0 0 94 0 55 18 1998 1098 6 745 403 Grp Sat Flow(s),veh/h/ln 1269 0 0 1828 0 1599 493 1712 1879 72 1712 1849 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 3.6 0.2 0.0 0.0 1.7 5.1 5.1 Cycle Q Clear(g_c), s 6.6 0.0 0.0 5.3 0.0 3.6 5.3 0.0 0.0 1.7 5.1 5.1 Prop In Lane 0.30 0.03 0.23 1.00 1.00 0.01 1.00 0.10 Lane Grp Cap(c), veh/h 150 0 0 195 0 135 453 2855 1567 126 2855 1541 V/C Ratio(X)0.46 0.00 0.00 0.48 0.00 0.41 0.04 0.70 0.70 0.05 0.26 0.26 Avail Cap(c_a), veh/h 287 0 0 339 0 269 453 2855 1567 126 2855 1541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.56 0.56 0.56 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 0.0 0.0 48.5 0.0 47.8 0.1 0.0 0.0 1.7 1.9 1.9 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.9 0.0 2.0 0.1 0.8 1.5 0.7 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 2.9 0.0 1.7 0.0 0.3 0.6 0.1 2.5 2.7 LnGrp Delay(d),s/veh 50.7 0.0 0.0 50.4 0.0 49.7 0.2 0.8 1.5 2.4 2.2 2.4 LnGrp LOS D D D AAAAAA Approach Vol, veh/h 69 149 3114 1154 Approach Delay, s/veh 50.7 50.1 1.1 2.2 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 96.2 13.8 96.2 13.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 82.5 18.5 82.5 18.5 Max Q Clear Time (g_c+I1), s 7.3 8.6 7.1 7.3 Green Ext Time (p_c), s 71.2 0.7 71.4 0.7 Intersection Summary HCM 2010 Ctrl Delay 3.8 HCM 2010 LOS A 560 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 1: Sepulveda Blvd & 2nd St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 77 68 39 52 33 22 1368 26 35 2292 27 Future Volume (veh/h) 69 77 68 39 52 33 22 1368 26 35 2292 27 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 69 77 68 39 52 33 22 1368 26 35 2292 27 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 196 127 112 146 148 94 210 3612 69 56 3192 38 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.04 0.81 0.81 Sat Flow, veh/h 1320 923 815 1250 1077 684 1792 5189 99 1792 5233 62 Grp Volume(v), veh/h 69 0 145 39 0 85 22 903 491 35 1499 820 Grp Sat Flow(s),veh/h/ln 1320 0 1737 1250 0 1761 1792 1712 1864 1792 1712 1870 Q Serve(g_s), s 5.0 0.0 7.9 3.0 0.0 4.4 1.0 0.0 0.0 1.9 19.8 19.9 Cycle Q Clear(g_c), s 9.4 0.0 7.9 10.9 0.0 4.4 1.0 0.0 0.0 1.9 19.8 19.9 Prop In Lane 1.00 0.47 1.00 0.39 1.00 0.05 1.00 0.03 Lane Grp Cap(c), veh/h 196 0 239 146 0 243 210 2383 1297 56 2088 1141 V/C Ratio(X)0.35 0.00 0.61 0.27 0.00 0.35 0.10 0.38 0.38 0.63 0.72 0.72 Avail Cap(c_a), veh/h 272 0 339 218 0 343 210 2383 1297 116 2088 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.76 0.76 0.76 Uniform Delay (d), s/veh 43.3 0.0 40.6 45.7 0.0 39.1 34.2 0.0 0.0 47.4 5.5 5.6 Incr Delay (d2), s/veh 1.1 0.0 2.5 1.0 0.0 0.9 0.2 0.4 0.8 8.5 1.6 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 3.9 1.1 0.0 2.2 0.5 0.1 0.3 1.1 9.4 10.7 LnGrp Delay(d),s/veh 44.4 0.0 43.0 46.6 0.0 39.9 34.4 0.4 0.8 55.9 7.2 8.5 LnGrp LOS D D D D C AAEAA Approach Vol, veh/h 214 124 1416 2354 Approach Delay, s/veh 43.4 42.0 1.1 8.4 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 74.1 18.3 16.2 65.5 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5 Max Q Clear Time (g_c+I1), s 3.9 2.0 11.4 3.0 21.9 12.9 Green Ext Time (p_c), s 0.0 13.5 1.0 2.2 26.2 0.9 Intersection Summary HCM 2010 Ctrl Delay 8.7 HCM 2010 LOS A 561 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 2: Sepulveda Blvd & Longfellow PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 14 15 39 17 26 24 1338 21 20 2398 13 Future Volume (veh/h) 13 14 15 39 17 26 24 1338 21 20 2398 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 13 14 15 39 17 26 24 1338 21 20 2398 13 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 62 34 27 162 37 57 341 3245 51 334 3263 18 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.38 1.00 1.00 0.37 1.00 1.00 Sat Flow, veh/h 275 609 491 1389 672 1028 1792 5209 82 1792 5271 29 Grp Volume(v), veh/h 42 0 0 39 0 43 24 879 480 20 1557 854 Grp Sat Flow(s),veh/h/ln 1376 0 0 1389 0 1700 1792 1712 1867 1792 1712 1876 Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 2.5 0.9 0.0 0.0 0.7 0.0 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 2.1 0.0 2.5 0.9 0.0 0.0 0.7 0.0 0.0 Prop In Lane 0.31 0.36 1.00 0.60 1.00 0.04 1.00 0.02 Lane Grp Cap(c), veh/h 123 0 0 162 0 94 341 2133 1163 334 2119 1161 V/C Ratio(X)0.34 0.00 0.00 0.24 0.00 0.46 0.07 0.41 0.41 0.06 0.73 0.74 Avail Cap(c_a), veh/h 330 0 0 342 0 314 341 2133 1163 334 2119 1161 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.85 0.85 0.85 0.77 0.77 0.77 Uniform Delay (d), s/veh 46.0 0.0 0.0 45.6 0.0 45.8 25.3 0.0 0.0 25.7 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.8 0.0 3.4 0.1 0.5 0.9 0.1 1.8 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.1 0.0 1.2 0.4 0.1 0.3 0.4 0.5 1.0 LnGrp Delay(d),s/veh 47.6 0.0 0.0 46.4 0.0 49.2 25.4 0.5 0.9 25.8 1.8 3.2 LnGrp LOS D D D C A A C A A Approach Vol, veh/h 42 82 1383 2431 Approach Delay, s/veh 47.6 47.8 1.1 2.5 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.2 66.8 10.0 23.6 66.4 10.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5 Max Q Clear Time (g_c+I1), s 2.7 2.0 5.3 2.9 2.0 4.5 Green Ext Time (p_c), s 0.0 12.9 0.4 0.0 36.1 0.4 Intersection Summary HCM 2010 Ctrl Delay 3.4 HCM 2010 LOS A 562 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 404 53 268 346 274 40 993 265 481 1893 66 Future Volume (veh/h) 67 404 53 268 346 274 40 993 265 481 1893 66 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 67 404 53 268 346 274 40 993 0 481 1893 66 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 87 490 64 355 743 737 177 1597 497 879 2370 83 Arrive On Green 0.05 0.15 0.15 0.10 0.21 0.21 0.20 0.62 0.00 0.51 0.93 0.93 Sat Flow, veh/h 1792 3180 415 3476 3574 1599 1792 5136 1599 3476 5096 177 Grp Volume(v), veh/h 67 226 231 268 346 274 40 993 0 481 1271 688 Grp Sat Flow(s),veh/h/ln 1792 1787 1808 1738 1787 1599 1792 1712 1599 1738 1712 1850 Q Serve(g_s), s 3.7 12.2 12.4 7.5 8.5 1.9 1.9 11.9 0.0 9.5 10.1 10.2 Cycle Q Clear(g_c), s 3.7 12.2 12.4 7.5 8.5 1.9 1.9 11.9 0.0 9.5 10.1 10.2 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 87 276 279 355 743 737 177 1597 497 879 1592 860 V/C Ratio(X)0.77 0.82 0.83 0.76 0.47 0.37 0.23 0.62 0.00 0.55 0.80 0.80 Avail Cap(c_a), veh/h 167 331 334 400 743 737 177 1597 497 879 1592 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.00 0.80 0.80 0.80 Uniform Delay (d), s/veh 47.0 40.9 41.0 43.7 34.7 8.2 36.9 15.3 0.0 20.8 2.2 2.2 Incr Delay (d2), s/veh 13.5 12.9 13.7 7.1 0.5 0.3 0.6 1.8 0.0 0.6 3.4 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 7.0 7.2 4.0 4.2 3.3 1.0 5.8 0.0 4.5 4.3 5.3 LnGrp Delay(d),s/veh 60.5 53.9 54.7 50.8 35.2 8.5 37.5 17.0 0.0 21.4 5.7 8.5 LnGrp LOS E DDDDADB CAA Approach Vol, veh/h 524 888 1033 2440 Approach Delay, s/veh 55.1 31.7 17.8 9.5 Approach LOS E C B A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.8 35.6 14.7 19.9 14.4 51.0 9.3 25.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7 Max Q Clear Time (g_c+I1), s 11.5 13.9 9.5 14.4 3.9 12.2 5.7 10.5 Green Ext Time (p_c), s 1.4 6.4 0.7 1.0 0.4 19.4 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 20.2 HCM 2010 LOS C 563 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 4: PCH & 21st St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 47 13 33 56 41 31 1245 25 74 2074 76 Future Volume (veh/h) 21 47 13 33 56 41 31 1245 25 74 2074 76 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 21 47 13 33 56 41 31 1245 25 74 2074 76 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 75 120 29 77 84 54 223 4199 84 427 4121 151 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 302 1199 287 323 844 538 187 5183 104 439 5086 186 Grp Volume(v), veh/h 81 0 0 130 0 0 31 822 448 74 1394 756 Grp Sat Flow(s),veh/h/ln 1788 0 0 1706 0 0 187 1712 1863 439 1712 1848 Q Serve(g_s), s 0.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.2 0.0 0.0 7.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.26 0.16 0.25 0.32 1.00 0.06 1.00 0.10 Lane Grp Cap(c), veh/h 224 0 0 215 0 0 223 2774 1509 427 2774 1498 V/C Ratio(X)0.36 0.00 0.00 0.60 0.00 0.00 0.14 0.30 0.30 0.17 0.50 0.50 Avail Cap(c_a), veh/h 357 0 0 348 0 0 223 2774 1509 427 2774 1498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.62 0.62 0.62 Uniform Delay (d), s/veh 42.4 0.0 0.0 43.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 2.7 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 3.7 0.0 0.0 0.1 0.1 0.2 0.1 0.2 0.3 LnGrp Delay(d),s/veh 43.4 0.0 0.0 46.4 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8 LnGrp LOS D D AAAAAA Approach Vol, veh/h 81 130 1301 2224 Approach Delay, s/veh 43.4 46.4 0.4 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 85.5 14.5 85.5 14.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1 Max Q Clear Time (g_c+I1), s 2.0 6.2 2.0 9.3 Green Ext Time (p_c), s 60.1 0.9 60.1 0.7 Intersection Summary HCM 2010 Ctrl Delay 3.0 HCM 2010 LOS A 564 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 5: PCH & 16th St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 0 112 27 0 4 89 1026 21 4 1884 271 Future Volume (veh/h) 167 0 112 27 0 4 89 1026 21 4 1884 271 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 167 0 112 27 0 4 89 1026 21 4 1884 271 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 210 0 187 44 0 7 384 3465 71 9 2362 736 Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.14 0.45 0.45 0.00 0.15 0.15 Sat Flow, veh/h 1792 0 1599 1537 0 228 1792 5180 106 1792 5136 1599 Grp Volume(v), veh/h 167 0 112 31 0 0 89 678 369 4 1884 271 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1764 0 0 1792 1712 1862 1792 1712 1599 Q Serve(g_s), s 9.1 0.0 6.7 1.7 0.0 0.0 4.4 12.6 12.6 0.2 35.4 15.2 Cycle Q Clear(g_c), s 9.1 0.0 6.7 1.7 0.0 0.0 4.4 12.6 12.6 0.2 35.4 15.2 Prop In Lane 1.00 1.00 0.87 0.13 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 210 0 187 51 0 0 384 2290 1246 9 2362 736 V/C Ratio(X)0.80 0.00 0.60 0.61 0.00 0.00 0.23 0.30 0.30 0.42 0.80 0.37 Avail Cap(c_a), veh/h 322 0 288 132 0 0 384 2290 1246 90 2362 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.96 0.96 0.96 0.83 0.83 0.83 Uniform Delay (d), s/veh 43.0 0.0 41.9 48.0 0.0 0.0 35.5 12.6 12.6 49.8 37.9 29.4 Incr Delay (d2), s/veh 7.6 0.0 3.0 11.2 0.0 0.0 0.3 0.3 0.6 23.2 2.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 3.1 1.0 0.0 0.0 2.2 6.1 6.7 0.2 17.3 7.0 LnGrp Delay(d),s/veh 50.6 0.0 45.0 59.2 0.0 0.0 35.8 12.9 13.2 73.0 40.3 30.5 LnGrp LOS D D E D B B E D C Approach Vol, veh/h 279 31 1136 2159 Approach Delay, s/veh 48.3 59.2 14.8 39.2 Approach LOS D E B D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 71.4 16.2 25.9 50.5 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5 Max Q Clear Time (g_c+I1), s 2.2 14.6 11.1 6.4 37.4 3.7 Green Ext Time (p_c), s 0.0 8.5 0.6 0.5 7.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.4 HCM 2010 LOS C 565 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 7: PCH & Pier Ave/14th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 0 286 0 0 20 331 971 13 4 1845 143 Future Volume (veh/h) 189 0 286 0 0 20 331 971 13 4 1845 143 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 0 1881 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 189 0 286 0 0 20 331 971 13 4 1845 143 Adj No. of Lanes 201110230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %101111111111 Cap, veh/h 0 0 0 31 0 27 402 4401 59 9 3561 275 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.02 0.12 0.84 0.84 0.00 0.24 0.24 Sat Flow, veh/h 0 1792 0 1599 3476 5223 70 1792 4863 376 Grp Volume(v), veh/h 0.0 0 0 20 331 636 348 4 1297 691 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1738 1712 1869 1792 1712 1815 Q Serve(g_s), s 0.0 0.0 1.2 9.3 3.6 3.6 0.2 32.8 33.0 Cycle Q Clear(g_c), s 0.0 0.0 1.2 9.3 3.6 3.6 0.2 32.8 33.0 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.21 Lane Grp Cap(c), veh/h 31 0 27 402 2885 1575 9 2507 1329 V/C Ratio(X)0.00 0.00 0.73 0.82 0.22 0.22 0.42 0.52 0.52 Avail Cap(c_a), veh/h 73 0 66 469 2885 1575 91 2507 1329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)0.00 0.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 0.0 0.0 48.9 43.2 1.5 1.5 49.8 22.6 22.7 Incr Delay (d2), s/veh 0.0 0.0 31.2 9.9 0.2 0.3 20.9 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 5.0 1.8 2.0 0.2 15.8 17.0 LnGrp Delay(d),s/veh 0.0 0.0 80.1 53.1 1.7 1.8 70.7 23.2 23.8 LnGrp LOS F D A A E C C Approach Vol, veh/h 20 1315 1992 Approach Delay, s/veh 80.1 14.7 23.5 Approach LOS F B C Timer 12345678 Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 5.0 88.8 16.1 77.7 6.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.7 13.5 46.3 4.1 Max Q Clear Time (g_c+I1), s 2.2 5.6 11.3 35.0 3.2 Green Ext Time (p_c), s 0.0 37.1 0.3 10.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.3 HCM 2010 LOS C 566 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 23: Sepulveda Blvd & 8th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 28 20 21 18 19 2 1481 16 48 2554 9 Future Volume (veh/h) 34 28 20 21 18 19 2 1481 16 48 2554 9 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 34 28 20 21 18 19 2 1481 16 48 2554 9 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 89 50 28 112 80 124 5 3933 42 66 4147 15 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.00 0.50 0.50 0.04 0.78 0.78 Sat Flow, veh/h 488 644 365 736 1027 1599 1792 5238 57 1792 5283 19 Grp Volume(v), veh/h 82 0 0 39 0 19 2 968 529 48 1655 908 Grp Sat Flow(s),veh/h/ln 1497 0 0 1763 0 1599 1792 1712 1871 1792 1712 1878 Q Serve(g_s), s 3.5 0.0 0.0 0.0 0.0 1.1 0.1 17.3 17.3 2.7 20.1 20.2 Cycle Q Clear(g_c), s 5.5 0.0 0.0 2.0 0.0 1.1 0.1 17.3 17.3 2.7 20.1 20.2 Prop In Lane 0.41 0.24 0.54 1.00 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 167 0 0 192 0 124 5 2570 1405 66 2687 1474 V/C Ratio(X)0.49 0.00 0.00 0.20 0.00 0.15 0.41 0.38 0.38 0.73 0.62 0.62 Avail Cap(c_a), veh/h 328 0 0 352 0 288 90 2570 1405 124 2687 1474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 0.0 43.5 0.0 43.1 49.8 10.5 10.5 47.7 4.5 4.5 Incr Delay (d2), s/veh 2.2 0.0 0.0 0.5 0.0 0.6 45.0 0.4 0.7 14.1 1.1 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 1.0 0.0 0.5 0.1 8.4 9.3 1.6 9.6 10.9 LnGrp Delay(d),s/veh 47.4 0.0 0.0 44.0 0.0 43.6 94.8 10.9 11.2 61.8 5.5 6.4 LnGrp LOS D D D F BBEAA Approach Vol, veh/h 82 58 1499 2611 Approach Delay, s/veh 47.4 43.9 11.1 6.9 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.2 79.6 12.2 4.8 83.0 12.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.9 61.6 18.0 5.0 63.5 18.0 Max Q Clear Time (g_c+I1), s 4.7 19.3 7.5 2.1 22.2 4.0 Green Ext Time (p_c), s 0.0 40.0 0.4 0.0 39.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 9.7 HCM 2010 LOS A 567 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 25 18 14 34 35 9 1580 8 12 1345 62 Future Volume (veh/h) 42 25 18 14 34 35 9 1580 8 12 1345 62 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 42 25 18 14 34 35 9 1580 8 12 1345 62 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 170 99 71 192 83 85 385 3793 19 26 2610 120 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.02 0.69 0.69 Sat Flow, veh/h 1340 1018 733 1371 851 876 1792 5274 27 1792 5032 232 Grp Volume(v), veh/h 42 0 43 14 0 69 9 1026 562 12 915 492 Grp Sat Flow(s),veh/h/ln 1340 0 1752 1371 0 1727 1792 1712 1876 1792 1712 1840 Q Serve(g_s), s 2.4 0.0 1.8 0.8 0.0 3.0 0.2 0.0 0.0 0.5 10.3 10.3 Cycle Q Clear(g_c), s 5.4 0.0 1.8 2.6 0.0 3.0 0.2 0.0 0.0 0.5 10.3 10.3 Prop In Lane 1.00 0.42 1.00 0.51 1.00 0.01 1.00 0.13 Lane Grp Cap(c), veh/h 170 0 171 192 0 168 385 2463 1350 26 1776 955 V/C Ratio(X)0.25 0.00 0.25 0.07 0.00 0.41 0.02 0.42 0.42 0.46 0.52 0.52 Avail Cap(c_a), veh/h 366 0 427 393 0 421 385 2463 1350 123 1776 955 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Uniform Delay (d), s/veh 36.5 0.0 33.4 34.6 0.0 33.9 18.0 0.0 0.0 38.9 7.6 7.6 Incr Delay (d2), s/veh 0.7 0.0 0.8 0.2 0.0 1.6 0.0 0.5 0.9 11.4 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.9 0.3 0.0 1.5 0.1 0.2 0.3 0.3 5.0 5.6 LnGrp Delay(d),s/veh 37.3 0.0 34.2 34.8 0.0 35.5 18.0 0.5 0.9 50.3 8.6 9.5 LnGrp LOS D C C D B A A D A A Approach Vol, veh/h 85 83 1597 1419 Approach Delay, s/veh 35.7 35.4 0.7 9.2 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 62.0 12.3 21.7 46.0 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.4 2.2 12.3 5.0 Green Ext Time (p_c), s 0.0 15.2 0.5 2.6 11.5 0.6 Intersection Summary HCM 2010 Ctrl Delay 6.4 HCM 2010 LOS A 568 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)33811991674 0 2 1354 10 Future Volume (veh/h)33811991674 0 2 1354 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 33811991674 0 2 1354 10 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 62 7 19 133 4 39 20 2728 0 490 4172 31 Arrive On Green 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.71 0.00 0.55 1.00 1.00 Sat Flow, veh/h 266 266 710 1412 162 1461 1792 5305 0 1792 5259 39 Grp Volume(v), veh/h 14 00101091674 0 2 881 483 Grp Sat Flow(s),veh/h/ln 1242 0 0 1412 0 1623 1792 1712 0 1792 1712 1874 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.5 0.4 13.5 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.0 0.0 0.5 0.4 13.5 0.0 0.0 0.0 0.0 Prop In Lane 0.21 0.57 1.00 0.90 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 88 0 0 133 0 43 20 2728 0 490 2716 1487 V/C Ratio(X)0.16 0.00 0.00 0.01 0.00 0.23 0.44 0.61 0.00 0.00 0.32 0.32 Avail Cap(c_a), veh/h 416 0 0 422 0 375 123 2728 0 490 2716 1487 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.78 0.78 0.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 38.7 0.0 0.0 37.9 0.0 38.1 39.1 7.5 0.0 13.2 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 2.7 11.4 0.8 0.0 0.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.0 0.0 0.2 0.3 6.4 0.0 0.0 0.1 0.2 LnGrp Delay(d),s/veh 39.5 0.0 0.0 37.9 0.0 40.8 50.5 8.3 0.0 13.2 0.3 0.6 LnGrp LOS D D D D A B A A Approach Vol, veh/h 14 11 1683 1366 Approach Delay, s/veh 39.5 40.6 8.5 0.4 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.4 47.0 6.6 5.4 68.0 6.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 2.0 15.5 3.2 2.4 2.0 2.5 Green Ext Time (p_c), s 2.5 14.6 0.0 0.0 12.1 0.1 Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A 569 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 273 63 325 378 349 54 1117 215 194 1013 105 Future Volume (veh/h) 90 273 63 325 378 349 54 1117 215 194 1013 105 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 90 273 63 325 378 349 54 1117 0 194 1013 105 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 383 87 430 683 656 78 1541 480 761 2247 233 Arrive On Green 0.06 0.13 0.13 0.12 0.19 0.19 0.01 0.10 0.00 0.07 0.16 0.16 Sat Flow, veh/h 1792 2895 657 3476 3574 1599 1792 5136 1599 3476 4729 489 Grp Volume(v), veh/h 90 167 169 325 378 349 54 1117 0 194 733 385 Grp Sat Flow(s),veh/h/ln 1792 1787 1765 1738 1787 1599 1792 1712 1599 1738 1712 1795 Q Serve(g_s), s 4.0 7.1 7.4 7.2 7.7 2.7 2.4 16.9 0.0 4.2 15.5 15.6 Cycle Q Clear(g_c), s 4.0 7.1 7.4 7.2 7.7 2.7 2.4 16.9 0.0 4.2 15.5 15.6 Prop In Lane 1.00 0.37 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 116 237 234 430 683 656 78 1541 480 761 1627 853 V/C Ratio(X)0.77 0.70 0.72 0.76 0.55 0.53 0.69 0.72 0.00 0.26 0.45 0.45 Avail Cap(c_a), veh/h 215 402 397 456 844 728 123 1541 480 761 1627 853 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 36.8 33.2 33.3 33.9 29.3 7.2 38.9 32.8 0.0 30.9 24.3 24.3 Incr Delay (d2), s/veh 10.3 3.8 4.2 6.7 0.7 0.7 9.8 2.9 0.0 0.2 0.9 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 3.8 3.8 3.9 3.8 3.5 1.4 8.4 0.0 2.0 7.6 8.1 LnGrp Delay(d),s/veh 47.2 37.0 37.5 40.6 30.0 7.9 48.7 35.7 0.0 31.1 25.1 25.9 LnGrp LOS DDDDCADD CCC Approach Vol, veh/h 426 1052 1171 1312 Approach Delay, s/veh 39.4 25.9 36.3 26.3 Approach LOS DCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.0 28.5 14.4 15.1 8.0 42.5 9.7 19.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9 Max Q Clear Time (g_c+I1), s 6.2 18.9 9.2 9.4 4.4 17.6 6.0 9.7 Green Ext Time (p_c), s 1.5 3.1 0.7 1.2 0.0 5.6 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 30.5 HCM 2010 LOS C 570 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 4: PCH & 21st St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 18 15 25 35 25 39 1368 22 36 1324 54 Future Volume (veh/h) 23 18 15 25 35 25 39 1368 22 36 1324 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 23 18 15 25 35 25 39 1368 22 36 1324 54 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 104 56 35 87 62 38 411 4223 68 407 4106 167 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 529 732 461 381 818 500 396 5206 84 391 5062 206 Grp Volume(v), veh/h 56 0 0 85 0 0 39 900 490 36 895 483 Grp Sat Flow(s),veh/h/ln 1723 0 0 1698 0 0 396 1712 1866 391 1712 1845 Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.41 0.27 0.29 0.29 1.00 0.04 1.00 0.11 Lane Grp Cap(c), veh/h 195 0 0 188 0 0 411 2777 1514 407 2777 1496 V/C Ratio(X)0.29 0.00 0.00 0.45 0.00 0.00 0.09 0.32 0.32 0.09 0.32 0.32 Avail Cap(c_a), veh/h 494 0 0 501 0 0 411 2777 1514 407 2777 1496 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.84 0.84 0.84 Uniform Delay (d), s/veh 35.2 0.0 0.0 35.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.7 0.0 0.0 0.4 0.3 0.5 0.4 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.9 0.0 0.0 0.0 0.1 0.2 0.0 0.1 0.2 LnGrp Delay(d),s/veh 36.0 0.0 0.0 37.5 0.0 0.0 0.4 0.3 0.5 0.4 0.3 0.5 LnGrp LOS D D AAAAAA Approach Vol, veh/h 56 85 1429 1414 Approach Delay, s/veh 36.0 37.5 0.4 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 69.4 10.6 69.4 10.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5 Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 5.8 Green Ext Time (p_c), s 34.7 0.6 34.7 0.6 Intersection Summary HCM 2010 Ctrl Delay 2.1 HCM 2010 LOS A 571 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 5: PCH & 16th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 96 1 82 10 0 12 65 1247 6 6 1147 159 Future Volume (veh/h) 96 1 82 10 0 12 65 1247 6 6 1147 159 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 96 1 82 10 0 12 65 1247 6 6 1147 159 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 147 2 130 18 0 22 86 2011 10 515 3189 993 Arrive On Green 0.08 0.08 0.08 0.02 0.00 0.02 0.05 0.38 0.38 0.57 1.00 1.00 Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5275 25 1792 5136 1599 Grp Volume(v), veh/h 96 0 83 22 0 0 65 809 444 6 1147 159 Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599 Q Serve(g_s), s 4.2 0.0 4.0 1.0 0.0 0.0 2.9 15.3 15.3 0.1 0.0 0.0 Cycle Q Clear(g_c), s 4.2 0.0 4.0 1.0 0.0 0.0 2.9 15.3 15.3 0.1 0.0 0.0 Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 147 0 131 41 0 0 86 1305 715 515 3189 993 V/C Ratio(X)0.65 0.00 0.63 0.54 0.00 0.00 0.76 0.62 0.62 0.01 0.36 0.16 Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 715 515 3189 993 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.95 0.95 0.95 0.95 0.95 0.95 Uniform Delay (d), s/veh 35.6 0.0 35.5 38.6 0.0 0.0 37.6 20.1 20.1 12.1 0.0 0.0 Incr Delay (d2), s/veh 4.8 0.0 4.9 10.7 0.0 0.0 12.2 2.1 3.8 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 2.0 0.6 0.0 0.0 1.7 7.6 8.6 0.1 0.1 0.1 LnGrp Delay(d),s/veh 40.4 0.0 40.5 49.3 0.0 0.0 49.9 22.2 23.9 12.1 0.3 0.3 LnGrp LOS D D D D C C B A A Approach Vol, veh/h 179 22 1318 1312 Approach Delay, s/veh 40.4 49.3 24.1 0.4 Approach LOS D D C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 27.5 35.0 11.1 8.3 54.2 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5 Max Q Clear Time (g_c+I1), s 2.1 17.3 6.2 4.9 2.0 3.0 Green Ext Time (p_c), s 2.3 6.6 0.5 0.0 9.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 14.3 HCM 2010 LOS B 572 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 7: PCH & Pier Ave/14th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 250 0 280 0 0 24 325 1116 5 4 1085 172 Future Volume (veh/h) 250 0 280 0 0 24 325 1116 5 4 1085 172 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 250 0 280 0 0 24 325 1116 5 4 1085 172 Adj No. of Lanes 211111130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 559 302 581 35 37 31 363 3349 15 9 1954 309 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.02 0.20 0.63 0.63 0.01 0.44 0.44 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 1792 5277 24 1792 4472 708 Grp Volume(v), veh/h 250 0 280 0 0 24 325 724 397 4 830 427 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1792 1712 1877 1792 1712 1756 Q Serve(g_s), s 6.5 0.0 13.5 0.0 0.0 1.5 17.7 9.8 9.8 0.2 18.0 18.1 Cycle Q Clear(g_c), s 6.5 0.0 13.5 0.0 0.0 1.5 17.7 9.8 9.8 0.2 18.0 18.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.40 Lane Grp Cap(c), veh/h 559 302 581 35 37 31 363 2173 1191 9 1496 768 V/C Ratio(X)0.45 0.00 0.48 0.00 0.00 0.77 0.89 0.33 0.33 0.42 0.56 0.56 Avail Cap(c_a), veh/h 629 340 614 81 85 72 493 2173 1191 91 1496 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 37.9 0.0 24.6 0.0 0.0 48.8 38.8 8.5 8.5 49.6 20.9 20.9 Incr Delay (d2), s/veh 0.6 0.0 0.6 0.0 0.0 32.1 14.9 0.4 0.8 26.0 1.4 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 6.1 0.0 0.0 0.9 10.3 4.8 5.3 0.2 8.8 9.3 LnGrp Delay(d),s/veh 38.5 0.0 25.2 0.0 0.0 80.9 53.7 8.9 9.2 75.6 22.3 23.7 LnGrp LOS D C F D A A E C C Approach Vol, veh/h 530 24 1446 1261 Approach Delay, s/veh 31.5 80.9 19.1 22.9 Approach LOS C F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 68.0 20.6 24.8 48.2 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.3 18.1 27.5 31.9 4.5 Max Q Clear Time (g_c+I1), s 2.2 11.8 15.5 19.7 20.1 3.5 Green Ext Time (p_c), s 0.0 25.4 0.6 0.6 9.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 23.0 HCM 2010 LOS C 573 Lazy Acres-Hope Chapel Expansion TIA Existing Conditions 23: Sepulveda Blvd & 8th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 6 14 20 12 37 4 1628 8 41 1410 21 Future Volume (veh/h) 22 6 14 20 12 37 4 1628 8 41 1410 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 22 6 14 20 12 37 4 1628 8 41 1410 21 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 101 19 26 123 49 92 10 3882 19 67 4005 60 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.00 0.49 0.49 0.04 0.77 0.77 Sat Flow, veh/h 560 325 443 866 855 1599 1792 5274 26 1792 5214 78 Grp Volume(v), veh/h 42 0 0 32 0 37 4 1057 579 41 926 505 Grp Sat Flow(s),veh/h/ln 1328 0 0 1720 0 1599 1792 1712 1877 1792 1712 1867 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 1.8 0.2 15.8 15.8 1.8 6.9 6.9 Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.3 0.0 1.8 0.2 15.8 15.8 1.8 6.9 6.9 Prop In Lane 0.52 0.33 0.62 1.00 1.00 0.01 1.00 0.04 Lane Grp Cap(c), veh/h 145 0 0 173 0 92 10 2520 1381 67 2630 1434 V/C Ratio(X)0.29 0.00 0.00 0.19 0.00 0.40 0.42 0.42 0.42 0.61 0.35 0.35 Avail Cap(c_a), veh/h 405 0 0 441 0 370 123 2520 1381 168 2630 1434 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.8 0.0 0.0 36.1 0.0 36.4 39.7 9.3 9.3 37.9 2.9 2.9 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.5 0.0 2.8 25.0 0.5 0.9 8.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.7 0.0 0.9 0.2 7.6 8.5 1.1 3.4 3.8 LnGrp Delay(d),s/veh 37.9 0.0 0.0 36.6 0.0 39.1 64.8 9.8 10.2 46.7 3.3 3.6 LnGrp LOS D D D E A B D A A Approach Vol, veh/h 42 69 1640 1472 Approach Delay, s/veh 37.9 38.0 10.1 4.6 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 63.4 9.1 4.9 66.0 9.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 40.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 3.8 17.8 4.7 2.2 8.9 3.8 Green Ext Time (p_c), s 0.0 19.8 0.3 0.0 27.7 0.4 Intersection Summary HCM 2010 Ctrl Delay 8.6 HCM 2010 LOS A 574 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 1: Sepulveda Blvd & 2nd St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65 Future Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 55 108 15 39 93 64 20 2903 17 43 979 65 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 147 242 34 178 155 107 123 3482 20 120 3244 215 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.14 1.00 1.00 0.09 0.88 0.88 Sat Flow, veh/h 1237 1617 225 1276 1040 715 1792 5269 31 1792 4921 326 Grp Volume(v), veh/h 55 0 123 39 0 157 20 1885 1035 43 681 363 Grp Sat Flow(s),veh/h/ln 1237 0 1842 1276 0 1755 1792 1712 1876 1792 1712 1824 Q Serve(g_s), s 4.8 0.0 6.7 3.2 0.0 9.2 1.1 0.0 0.0 2.5 3.7 3.7 Cycle Q Clear(g_c), s 14.0 0.0 6.7 9.9 0.0 9.2 1.1 0.0 0.0 2.5 3.7 3.7 Prop In Lane 1.00 0.12 1.00 0.41 1.00 0.02 1.00 0.18 Lane Grp Cap(c), veh/h 147 0 275 178 0 262 123 2263 1240 120 2257 1202 V/C Ratio(X)0.37 0.00 0.45 0.22 0.00 0.60 0.16 0.83 0.84 0.36 0.30 0.30 Avail Cap(c_a), veh/h 168 0 306 200 0 292 123 2263 1240 120 2257 1202 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.59 0.59 0.59 0.97 0.97 0.97 Uniform Delay (d), s/veh 50.2 0.0 42.6 47.1 0.0 43.7 44.6 0.0 0.0 47.9 2.5 2.5 Incr Delay (d2), s/veh 1.6 0.0 1.1 0.6 0.0 2.8 0.4 2.3 4.1 1.7 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 3.5 1.1 0.0 4.7 0.5 0.7 1.4 1.3 1.7 1.9 LnGrp Delay(d),s/veh 51.8 0.0 43.8 47.7 0.0 46.5 45.0 2.3 4.1 49.6 2.9 3.2 LnGrp LOS D D D D D A A D A A Approach Vol, veh/h 178 196 2940 1087 Approach Delay, s/veh 46.3 46.7 3.2 4.8 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.9 77.2 20.9 12.1 77.0 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3 Max Q Clear Time (g_c+I1), s 4.5 2.0 16.0 3.1 5.7 11.9 Green Ext Time (p_c), s 0.0 53.9 0.5 0.0 8.6 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.3 HCM 2010 LOS A 575 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 2: Sepulveda Blvd & Longfellow AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 25 10 15 18 47 7 3039 21 47 962 11 Future Volume (veh/h) 11 25 10 15 18 47 7 3039 21 47 962 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 11 25 10 15 18 47 7 3039 21 47 962 11 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 50 53 17 158 29 75 267 3487 24 274 3488 40 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.31 1.00 1.00 Sat Flow, veh/h 153 849 278 1381 462 1206 1792 5262 36 1792 5235 60 Grp Volume(v), veh/h 46 0 0 15 0 65 7 1975 1085 47 629 344 Grp Sat Flow(s),veh/h/ln 1280 0 0 1381 0 1668 1792 1712 1875 1792 1712 1871 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.2 0.3 32.3 32.8 2.1 0.0 0.0 Cycle Q Clear(g_c), s 4.5 0.0 0.0 1.0 0.0 4.2 0.3 32.3 32.8 2.1 0.0 0.0 Prop In Lane 0.24 0.22 1.00 0.72 1.00 0.02 1.00 0.03 Lane Grp Cap(c), veh/h 120 0 0 158 0 103 267 2269 1242 274 2281 1247 V/C Ratio(X)0.38 0.00 0.00 0.10 0.00 0.63 0.03 0.87 0.87 0.17 0.28 0.28 Avail Cap(c_a), veh/h 290 0 0 299 0 275 267 2269 1242 274 2281 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.97 0.97 0.97 Uniform Delay (d), s/veh 49.9 0.0 0.0 48.9 0.0 50.4 37.7 4.1 4.1 33.1 0.0 0.0 Incr Delay (d2), s/veh 2.0 0.0 0.0 0.3 0.0 6.2 0.0 0.5 0.9 0.3 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 0.4 0.0 2.1 0.2 14.3 15.8 1.1 0.1 0.2 LnGrp Delay(d),s/veh 51.9 0.0 0.0 49.1 0.0 56.6 37.7 4.6 5.0 33.4 0.3 0.5 LnGrp LOS D D E D A A C A A Approach Vol, veh/h 46 80 3067 1020 Approach Delay, s/veh 51.9 55.2 4.8 1.9 Approach LOS D E A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.3 77.4 11.3 20.9 77.8 11.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1 Max Q Clear Time (g_c+I1), s 4.1 34.8 6.5 2.3 2.0 6.2 Green Ext Time (p_c), s 0.0 33.7 0.4 0.0 7.7 0.4 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A 576 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 361 69 283 507 593 47 2301 154 174 706 45 Future Volume (veh/h) 92 361 69 283 507 593 47 2301 154 174 706 45 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 92 361 69 283 507 593 47 2301 0 174 706 45 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 109 430 81 365 669 412 114 2658 828 245 2589 164 Arrive On Green 0.06 0.14 0.14 0.10 0.19 0.19 0.13 1.00 0.00 0.02 0.17 0.17 Sat Flow, veh/h 1792 3000 568 3476 3574 1599 1792 5136 1599 3476 4937 313 Grp Volume(v), veh/h 92 214 216 283 507 593 47 2301 0 174 489 262 Grp Sat Flow(s),veh/h/ln 1792 1787 1781 1738 1787 1599 1792 1712 1599 1738 1712 1826 Q Serve(g_s), s 5.6 12.8 13.0 8.7 14.8 20.6 2.7 0.0 0.0 5.5 13.6 13.7 Cycle Q Clear(g_c), s 5.6 12.8 13.0 8.7 14.8 20.6 2.7 0.0 0.0 5.5 13.6 13.7 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 109 256 255 365 669 412 114 2658 828 245 1796 958 V/C Ratio(X)0.84 0.83 0.85 0.78 0.76 1.44 0.41 0.87 0.00 0.71 0.27 0.27 Avail Cap(c_a), veh/h 109 292 291 365 669 412 114 2658 828 521 1796 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 51.1 45.8 45.9 48.0 42.3 24.2 46.1 0.0 0.0 52.6 27.3 27.3 Incr Delay (d2), s/veh 41.9 16.7 18.5 10.1 5.0 210.5 1.6 2.8 0.0 3.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 7.5 7.7 4.7 7.8 35.3 1.4 0.7 0.0 2.8 6.5 7.1 LnGrp Delay(d),s/veh 93.1 62.5 64.4 58.1 47.3 234.7 47.7 2.8 0.0 56.3 27.6 28.0 LnGrp LOS F E E E D F D A E C C Approach Vol, veh/h 522 1383 2348 925 Approach Delay, s/veh 68.7 129.9 3.7 33.1 Approach LOS E F A C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 61.4 16.0 20.3 11.5 62.2 11.2 25.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6 Max Q Clear Time (g_c+I1), s 7.5 2.0 10.7 15.0 4.7 15.7 7.6 22.6 Green Ext Time (p_c), s 0.3 30.7 0.0 0.7 0.0 5.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 49.2 HCM 2010 LOS D 577 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 4: PCH & 21st St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 84 13 75 92 63 42 2476 33 20 898 14 Future Volume (veh/h) 54 84 13 75 92 63 42 2476 33 20 898 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 54 84 13 75 92 63 42 2476 33 20 898 14 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 114 162 22 120 124 76 524 3888 52 163 3877 60 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 399 934 126 441 710 434 616 5223 69 131 5209 81 Grp Volume(v), veh/h 151 0 0 230 0 0 42 1621 888 20 590 322 Grp Sat Flow(s),veh/h/ln 1458 0 0 1586 0 0 616 1712 1869 131 1712 1867 Q Serve(g_s), s 0.0 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.2 0.0 0.0 15.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.36 0.09 0.33 0.27 1.00 0.04 1.00 0.04 Lane Grp Cap(c), veh/h 298 0 0 319 0 0 524 2548 1391 163 2548 1390 V/C Ratio(X)0.51 0.00 0.00 0.72 0.00 0.00 0.08 0.64 0.64 0.12 0.23 0.23 Avail Cap(c_a), veh/h 432 0 0 454 0 0 524 2548 1391 163 2548 1390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.77 0.77 0.77 0.90 0.90 0.90 Uniform Delay (d), s/veh 41.4 0.0 0.0 43.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 3.2 0.0 0.0 0.2 1.0 1.7 1.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 7.1 0.0 0.0 0.0 0.3 0.7 0.1 0.1 0.1 LnGrp Delay(d),s/veh 42.7 0.0 0.0 47.0 0.0 0.0 0.2 1.0 1.7 1.4 0.2 0.4 LnGrp LOS D D AAAAAA Approach Vol, veh/h 151 230 2551 932 Approach Delay, s/veh 42.7 47.0 1.2 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 86.4 23.6 86.4 23.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5 Max Q Clear Time (g_c+I1), s 2.0 12.2 2.0 17.4 Green Ext Time (p_c), s 59.8 2.1 59.8 1.7 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A 578 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 5: PCH & 16th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 52 29 0 25 70 2310 30 7 814 159 Future Volume (veh/h) 79 0 52 29 0 25 70 2310 30 7 814 159 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 79 0 52 29 0 25 70 2310 30 7 814 159 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 113 0 101 37 0 32 90 2902 38 318 3505 1091 Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00 Sat Flow, veh/h 1792 0 1599 911 0 786 1792 5225 68 1792 5136 1599 Grp Volume(v), veh/h 79 0 52 54 0 0 70 1512 828 7 814 159 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1869 1792 1712 1599 Q Serve(g_s), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0 Cycle Q Clear(g_c), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0 Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 113 0 101 69 0 0 90 1902 1038 318 3505 1091 V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.80 0.80 0.02 0.23 0.15 Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1038 318 3505 1091 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.14 0.14 0.14 0.98 0.98 0.98 Uniform Delay (d), s/veh 50.5 0.0 49.9 52.3 0.0 0.0 51.6 19.5 19.5 29.3 0.0 0.0 Incr Delay (d2), s/veh 7.5 0.0 4.0 17.8 0.0 0.0 2.1 0.5 1.0 0.0 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 1.6 2.0 0.0 0.0 2.2 18.2 20.0 0.1 0.0 0.1 LnGrp Delay(d),s/veh 58.0 0.0 53.9 70.1 0.0 0.0 53.7 20.0 20.5 29.3 0.2 0.3 LnGrp LOS E D E D B C C A A Approach Vol, veh/h 131 54 2410 980 Approach Delay, s/veh 56.4 70.1 21.1 0.4 Approach LOS E E C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 65.6 11.4 10.0 79.6 8.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5 Max Q Clear Time (g_c+I1), s 2.3 40.9 6.8 6.2 2.0 5.5 Green Ext Time (p_c), s 1.2 16.1 0.3 0.0 7.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B 579 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 7: PCH & Pier Ave/14th st AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 0 186 0 0 3 329 2246 0 0 810 126 Future Volume (veh/h) 247 0 186 0 0 3 329 2246 0 0 810 126 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 247 0 186 0 0 3 329 2246 0 0 810 126 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 458 248 390 6 6 5 390 3813 0 2 2645 409 Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.00 0.11 0.74 0.00 0.00 0.19 0.19 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5305 0 1792 4489 694 Grp Volume(v), veh/h 247 0 186 0 0 3 329 2246 0 0 617 319 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 0 1792 1712 1759 Q Serve(g_s), s 7.3 0.0 10.9 0.0 0.0 0.2 10.2 22.0 0.0 0.0 17.0 17.1 Cycle Q Clear(g_c), s 7.3 0.0 10.9 0.0 0.0 0.2 10.2 22.0 0.0 0.0 17.0 17.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.39 Lane Grp Cap(c), veh/h 458 248 390 6 6 5 390 3813 0 2 2017 1036 V/C Ratio(X)0.54 0.00 0.48 0.00 0.00 0.59 0.84 0.59 0.00 0.00 0.31 0.31 Avail Cap(c_a), veh/h 1406 761 826 81 86 73 420 3813 0 81 2017 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 0.98 0.98 Uniform Delay (d), s/veh 44.6 0.0 35.6 0.0 0.0 54.8 47.9 6.5 0.0 0.0 25.0 25.1 Incr Delay (d2), s/veh 1.0 0.0 0.9 0.0 0.0 77.2 13.7 0.7 0.0 0.0 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 4.9 0.0 0.0 0.2 5.6 10.4 0.0 0.0 8.2 8.6 LnGrp Delay(d),s/veh 45.6 0.0 36.5 0.0 0.0 132.0 61.6 7.2 0.0 0.0 25.4 25.9 LnGrp LOS D D F E A C C Approach Vol, veh/h 433 3 2575 936 Approach Delay, s/veh 41.7 132.0 14.1 25.6 Approach LOS D F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 86.2 19.0 16.9 69.3 4.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 37.5 44.5 13.3 29.2 5.0 Max Q Clear Time (g_c+I1), s 0.0 24.0 12.9 12.2 19.1 2.2 Green Ext Time (p_c), s 0.0 12.7 1.5 0.1 9.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B 580 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 23: Sepulveda Blvd & 8th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 46 2 22 72 55 18 3089 7 6 1108 40 Future Volume (veh/h) 21 46 2 22 72 55 18 3089 7 6 1108 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 21 46 2 22 72 55 18 3089 7 6 1108 40 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 61 86 3 65 129 135 453 4411 10 126 4243 153 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 0.83 0.83 0.83 Sat Flow, veh/h 212 1021 37 296 1532 1599 493 5291 12 72 5089 184 Grp Volume(v), veh/h 69 0 0 94 0 55 18 1998 1098 6 745 403 Grp Sat Flow(s),veh/h/ln 1269 0 0 1828 0 1599 493 1712 1879 72 1712 1849 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 3.6 0.2 0.0 0.0 1.7 5.1 5.1 Cycle Q Clear(g_c), s 6.6 0.0 0.0 5.3 0.0 3.6 5.3 0.0 0.0 1.7 5.1 5.1 Prop In Lane 0.30 0.03 0.23 1.00 1.00 0.01 1.00 0.10 Lane Grp Cap(c), veh/h 150 0 0 195 0 135 453 2855 1567 126 2855 1541 V/C Ratio(X)0.46 0.00 0.00 0.48 0.00 0.41 0.04 0.70 0.70 0.05 0.26 0.26 Avail Cap(c_a), veh/h 287 0 0 339 0 269 453 2855 1567 126 2855 1541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.56 0.56 0.56 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 0.0 0.0 48.5 0.0 47.8 0.1 0.0 0.0 1.7 1.9 1.9 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.9 0.0 2.0 0.1 0.8 1.5 0.7 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 2.9 0.0 1.7 0.0 0.3 0.6 0.1 2.5 2.7 LnGrp Delay(d),s/veh 50.7 0.0 0.0 50.4 0.0 49.7 0.2 0.8 1.5 2.4 2.2 2.4 LnGrp LOS D D D AAAAAA Approach Vol, veh/h 69 149 3114 1154 Approach Delay, s/veh 50.7 50.1 1.1 2.2 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 96.2 13.8 96.2 13.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 82.5 18.5 82.5 18.5 Max Q Clear Time (g_c+I1), s 7.3 8.6 7.1 7.3 Green Ext Time (p_c), s 71.2 0.7 71.4 0.7 Intersection Summary HCM 2010 Ctrl Delay 3.8 HCM 2010 LOS A 581 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 1: Sepulveda Blvd & 2nd St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 77 71 42 52 33 24 1370 28 35 2295 27 Future Volume (veh/h) 69 77 71 42 52 33 24 1370 28 35 2295 27 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 69 77 71 42 52 33 24 1370 28 35 2295 27 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 201 128 118 149 153 97 203 3586 73 56 3192 38 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.04 0.81 0.81 Sat Flow, veh/h 1320 902 832 1247 1077 684 1792 5180 106 1792 5233 61 Grp Volume(v), veh/h 69 0 148 42 0 85 24 905 493 35 1501 821 Grp Sat Flow(s),veh/h/ln 1320 0 1734 1247 0 1761 1792 1712 1863 1792 1712 1870 Q Serve(g_s), s 5.0 0.0 8.0 3.3 0.0 4.4 1.1 0.0 0.0 1.9 19.8 19.9 Cycle Q Clear(g_c), s 9.3 0.0 8.0 11.3 0.0 4.4 1.1 0.0 0.0 1.9 19.8 19.9 Prop In Lane 1.00 0.48 1.00 0.39 1.00 0.06 1.00 0.03 Lane Grp Cap(c), veh/h 201 0 246 149 0 249 203 2370 1289 56 2088 1141 V/C Ratio(X)0.34 0.00 0.60 0.28 0.00 0.34 0.12 0.38 0.38 0.63 0.72 0.72 Avail Cap(c_a), veh/h 272 0 338 215 0 343 203 2370 1289 116 2088 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 0.76 0.76 0.76 Uniform Delay (d), s/veh 42.9 0.0 40.3 45.6 0.0 38.7 34.7 0.0 0.0 47.4 5.6 5.6 Incr Delay (d2), s/veh 1.0 0.0 2.4 1.0 0.0 0.8 0.2 0.4 0.8 8.5 1.6 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.0 1.2 0.0 2.2 0.5 0.1 0.3 1.1 9.4 10.7 LnGrp Delay(d),s/veh 43.9 0.0 42.6 46.6 0.0 39.5 34.9 0.4 0.8 55.9 7.2 8.6 LnGrp LOS D D D D C AAEAA Approach Vol, veh/h 217 127 1422 2357 Approach Delay, s/veh 43.0 41.9 1.2 8.4 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 73.7 18.7 15.8 65.5 18.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5 Max Q Clear Time (g_c+I1), s 3.9 2.0 11.3 3.1 21.9 13.3 Green Ext Time (p_c), s 0.0 13.6 1.1 2.2 26.2 0.9 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A 582 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 2: Sepulveda Blvd & Longfellow PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 14 18 42 17 26 26 1343 23 20 2406 13 Future Volume (veh/h) 13 14 18 42 17 26 26 1343 23 20 2406 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 13 14 18 42 17 26 26 1343 23 20 2406 13 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 61 33 32 165 38 58 339 3240 55 332 3263 18 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.38 1.00 1.00 0.37 1.00 1.00 Sat Flow, veh/h 262 581 563 1385 672 1028 1792 5200 89 1792 5271 28 Grp Volume(v), veh/h 45 0 0 42 0 43 26 884 482 20 1562 857 Grp Sat Flow(s),veh/h/ln 1407 0 0 1385 0 1700 1792 1712 1865 1792 1712 1876 Q Serve(g_s), s 1.0 0.0 0.0 0.0 0.0 2.4 0.9 0.0 0.0 0.7 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.0 0.0 2.3 0.0 2.4 0.9 0.0 0.0 0.7 0.0 0.0 Prop In Lane 0.29 0.40 1.00 0.60 1.00 0.05 1.00 0.02 Lane Grp Cap(c), veh/h 126 0 0 165 0 97 339 2133 1162 332 2119 1161 V/C Ratio(X)0.36 0.00 0.00 0.26 0.00 0.45 0.08 0.41 0.41 0.06 0.74 0.74 Avail Cap(c_a), veh/h 331 0 0 342 0 314 339 2133 1162 332 2119 1161 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.85 0.85 0.85 0.77 0.77 0.77 Uniform Delay (d), s/veh 46.0 0.0 0.0 45.6 0.0 45.6 25.5 0.0 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.8 0.0 3.2 0.1 0.5 0.9 0.1 1.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.0 1.2 0.0 1.2 0.5 0.1 0.3 0.4 0.5 1.1 LnGrp Delay(d),s/veh 47.7 0.0 0.0 46.4 0.0 48.8 25.6 0.5 0.9 25.9 1.8 3.3 LnGrp LOS D D D C A A C A A Approach Vol, veh/h 45 85 1392 2439 Approach Delay, s/veh 47.7 47.6 1.1 2.5 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 66.8 10.2 23.4 66.4 10.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5 Max Q Clear Time (g_c+I1), s 2.7 2.0 5.4 2.9 2.0 4.4 Green Ext Time (p_c), s 0.0 13.0 0.4 0.0 36.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 3.5 HCM 2010 LOS A 583 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 414 53 273 350 276 45 1000 265 494 1893 66 Future Volume (veh/h) 67 414 53 273 350 276 45 1000 265 494 1893 66 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 67 414 53 273 350 276 45 1000 0 494 1893 66 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 87 499 64 350 746 737 175 1597 497 875 2370 83 Arrive On Green 0.05 0.16 0.16 0.10 0.21 0.21 0.20 0.62 0.00 0.50 0.93 0.93 Sat Flow, veh/h 1792 3191 406 3476 3574 1599 1792 5136 1599 3476 5096 177 Grp Volume(v), veh/h 67 231 236 273 350 276 45 1000 0 494 1271 688 Grp Sat Flow(s),veh/h/ln 1792 1787 1810 1738 1787 1599 1792 1712 1599 1738 1712 1850 Q Serve(g_s), s 3.7 12.5 12.7 7.7 8.6 1.9 2.1 12.1 0.0 9.9 10.1 10.2 Cycle Q Clear(g_c), s 3.7 12.5 12.7 7.7 8.6 1.9 2.1 12.1 0.0 9.9 10.1 10.2 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 87 280 283 350 746 737 175 1597 497 875 1592 860 V/C Ratio(X)0.77 0.83 0.83 0.78 0.47 0.37 0.26 0.63 0.00 0.56 0.80 0.80 Avail Cap(c_a), veh/h 167 331 335 400 746 737 175 1597 497 875 1592 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 47.0 40.8 40.9 43.9 34.7 8.2 37.1 15.3 0.0 21.0 2.2 2.2 Incr Delay (d2), s/veh 13.5 13.6 14.4 8.5 0.5 0.3 0.7 1.8 0.0 0.7 3.4 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 7.2 7.4 4.1 4.3 3.3 1.1 5.8 0.0 4.7 4.3 5.3 LnGrp Delay(d),s/veh 60.5 54.5 55.3 52.3 35.2 8.5 37.9 17.1 0.0 21.7 5.7 8.4 LnGrp LOS E D E D D A D B C A A Approach Vol, veh/h 534 899 1045 2453 Approach Delay, s/veh 55.6 32.2 18.0 9.7 Approach LOS E C B A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.7 35.6 14.6 20.2 14.3 51.0 9.3 25.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7 Max Q Clear Time (g_c+I1), s 11.9 14.1 9.7 14.7 4.1 12.2 5.7 10.6 Green Ext Time (p_c), s 1.4 6.4 0.4 1.0 0.3 19.4 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 20.5 HCM 2010 LOS C 584 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 4: PCH & 21st St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 47 13 33 56 41 31 1253 25 74 2079 78 Future Volume (veh/h) 24 47 13 33 56 41 31 1253 25 74 2079 78 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 24 47 13 33 56 41 31 1253 25 74 2079 78 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 80 115 27 77 84 54 222 4200 84 425 4117 154 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 342 1154 274 324 846 539 186 5183 103 435 5081 190 Grp Volume(v), veh/h 84 0 0 130 0 0 31 828 450 74 1399 758 Grp Sat Flow(s),veh/h/ln 1770 0 0 1710 0 0 186 1712 1863 435 1712 1848 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 0.0 7.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.29 0.15 0.25 0.32 1.00 0.06 1.00 0.10 Lane Grp Cap(c), veh/h 223 0 0 216 0 0 222 2774 1510 425 2774 1497 V/C Ratio(X)0.38 0.00 0.00 0.60 0.00 0.00 0.14 0.30 0.30 0.17 0.50 0.51 Avail Cap(c_a), veh/h 355 0 0 348 0 0 222 2774 1510 425 2774 1497 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.61 0.61 0.61 Uniform Delay (d), s/veh 42.5 0.0 0.0 43.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 0.0 2.7 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 3.7 0.0 0.0 0.1 0.1 0.2 0.1 0.2 0.3 LnGrp Delay(d),s/veh 43.5 0.0 0.0 46.4 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8 LnGrp LOS D D AAAAAA Approach Vol, veh/h 84 130 1309 2231 Approach Delay, s/veh 43.5 46.4 0.4 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 85.5 14.5 85.5 14.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1 Max Q Clear Time (g_c+I1), s 2.0 6.3 2.0 9.3 Green Ext Time (p_c), s 60.3 0.9 60.3 0.7 Intersection Summary HCM 2010 Ctrl Delay 3.0 HCM 2010 LOS A 585 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 5: PCH & 16th St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 0 112 27 0 4 89 1031 21 4 1888 273 Future Volume (veh/h) 170 0 112 27 0 4 89 1031 21 4 1888 273 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 170 0 112 27 0 4 89 1031 21 4 1888 273 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 213 0 190 44 0 7 381 3457 70 9 2362 736 Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.14 0.45 0.45 0.00 0.15 0.15 Sat Flow, veh/h 1792 0 1599 1537 0 228 1792 5181 105 1792 5136 1599 Grp Volume(v), veh/h 170 0 112 31 0 0 89 681 371 4 1888 273 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1764 0 0 1792 1712 1863 1792 1712 1599 Q Serve(g_s), s 9.2 0.0 6.6 1.7 0.0 0.0 4.4 12.7 12.7 0.2 35.5 15.3 Cycle Q Clear(g_c), s 9.2 0.0 6.6 1.7 0.0 0.0 4.4 12.7 12.7 0.2 35.5 15.3 Prop In Lane 1.00 1.00 0.87 0.13 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 213 0 190 51 0 0 381 2284 1243 9 2362 736 V/C Ratio(X)0.80 0.00 0.59 0.61 0.00 0.00 0.23 0.30 0.30 0.42 0.80 0.37 Avail Cap(c_a), veh/h 322 0 288 132 0 0 381 2284 1243 90 2362 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.96 0.96 0.96 0.83 0.83 0.83 Uniform Delay (d), s/veh 42.9 0.0 41.8 48.0 0.0 0.0 35.7 12.7 12.7 49.8 38.0 29.4 Incr Delay (d2), s/veh 8.0 0.0 2.9 11.2 0.0 0.0 0.3 0.3 0.6 23.2 2.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 3.1 1.0 0.0 0.0 2.2 6.1 6.7 0.2 17.4 7.1 LnGrp Delay(d),s/veh 50.9 0.0 44.7 59.2 0.0 0.0 36.0 13.0 13.3 73.0 40.4 30.6 LnGrp LOS D D E D B B E D C Approach Vol, veh/h 282 31 1141 2165 Approach Delay, s/veh 48.5 59.2 14.9 39.2 Approach LOS D E B D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 71.2 16.4 25.7 50.5 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5 Max Q Clear Time (g_c+I1), s 2.2 14.7 11.2 6.4 37.5 3.7 Green Ext Time (p_c), s 0.0 8.6 0.6 0.5 7.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.4 HCM 2010 LOS C 586 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 7: PCH & Pier Ave/14th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 0 286 0 0 20 331 975 13 4 1847 144 Future Volume (veh/h) 191 0 286 0 0 20 331 975 13 4 1847 144 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 0 1881 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 191 0 286 0 0 20 331 975 13 4 1847 144 Adj No. of Lanes 201110230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %101111111111 Cap, veh/h 0 0 0 31 0 27 402 4401 59 9 3559 277 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.02 0.12 0.84 0.84 0.00 0.24 0.24 Sat Flow, veh/h 0 1792 0 1599 3476 5223 70 1792 4861 378 Grp Volume(v), veh/h 0.0 0 0 20 331 639 349 4 1299 692 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1738 1712 1869 1792 1712 1815 Q Serve(g_s), s 0.0 0.0 1.2 9.3 3.6 3.6 0.2 32.9 33.1 Cycle Q Clear(g_c), s 0.0 0.0 1.2 9.3 3.6 3.6 0.2 32.9 33.1 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.21 Lane Grp Cap(c), veh/h 31 0 27 402 2885 1575 9 2507 1329 V/C Ratio(X)0.00 0.00 0.73 0.82 0.22 0.22 0.42 0.52 0.52 Avail Cap(c_a), veh/h 73 0 66 469 2885 1575 91 2507 1329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)0.00 0.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 0.0 0.0 48.9 43.2 1.5 1.5 49.8 22.6 22.7 Incr Delay (d2), s/veh 0.0 0.0 31.2 9.9 0.2 0.3 20.9 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 5.0 1.8 2.0 0.2 15.8 17.0 LnGrp Delay(d),s/veh 0.0 0.0 80.1 53.1 1.7 1.8 70.6 23.2 23.8 LnGrp LOS F D A A E C C Approach Vol, veh/h 20 1319 1995 Approach Delay, s/veh 80.1 14.6 23.5 Approach LOS F B C Timer 12345678 Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 5.0 88.8 16.1 77.7 6.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.7 13.5 46.3 4.1 Max Q Clear Time (g_c+I1), s 2.2 5.6 11.3 35.1 3.2 Green Ext Time (p_c), s 0.0 37.1 0.3 10.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.3 HCM 2010 LOS C 587 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 23: Sepulveda Blvd & 8th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 28 20 21 18 19 2 1483 16 48 2557 9 Future Volume (veh/h) 34 28 20 21 18 19 2 1483 16 48 2557 9 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 34 28 20 21 18 19 2 1483 16 48 2557 9 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 89 50 28 112 80 124 5 3933 42 66 4147 15 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.00 0.50 0.50 0.04 0.78 0.78 Sat Flow, veh/h 488 644 365 736 1027 1599 1792 5238 57 1792 5283 19 Grp Volume(v), veh/h 82 0 0 39 0 19 2 969 530 48 1657 909 Grp Sat Flow(s),veh/h/ln 1497 0 0 1763 0 1599 1792 1712 1871 1792 1712 1878 Q Serve(g_s), s 3.5 0.0 0.0 0.0 0.0 1.1 0.1 17.4 17.4 2.7 20.2 20.2 Cycle Q Clear(g_c), s 5.5 0.0 0.0 2.0 0.0 1.1 0.1 17.4 17.4 2.7 20.2 20.2 Prop In Lane 0.41 0.24 0.54 1.00 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 167 0 0 192 0 124 5 2570 1405 66 2687 1474 V/C Ratio(X)0.49 0.00 0.00 0.20 0.00 0.15 0.41 0.38 0.38 0.73 0.62 0.62 Avail Cap(c_a), veh/h 328 0 0 352 0 288 90 2570 1405 124 2687 1474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 0.0 43.5 0.0 43.1 49.8 10.5 10.5 47.7 4.5 4.5 Incr Delay (d2), s/veh 2.2 0.0 0.0 0.5 0.0 0.6 45.0 0.4 0.7 14.1 1.1 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 1.0 0.0 0.5 0.1 8.4 9.3 1.6 9.6 10.9 LnGrp Delay(d),s/veh 47.4 0.0 0.0 44.0 0.0 43.6 94.8 10.9 11.2 61.8 5.6 6.4 LnGrp LOS D D D F BBEAA Approach Vol, veh/h 82 58 1501 2614 Approach Delay, s/veh 47.4 43.9 11.1 6.9 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.2 79.6 12.2 4.8 83.0 12.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.9 61.6 18.0 5.0 63.5 18.0 Max Q Clear Time (g_c+I1), s 4.7 19.4 7.5 2.1 22.2 4.0 Green Ext Time (p_c), s 0.0 39.9 0.4 0.0 39.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 9.7 HCM 2010 LOS A 588 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 25 33 29 34 35 24 1610 23 12 1375 62 Future Volume (veh/h) 42 25 33 29 34 35 24 1610 23 12 1375 62 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 42 25 33 29 34 35 24 1610 23 12 1375 62 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 174 74 97 182 85 87 381 3740 53 26 2613 118 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.02 0.69 0.69 Sat Flow, veh/h 1340 737 973 1353 851 876 1792 5217 75 1792 5038 227 Grp Volume(v), veh/h 42 0 58 29 0 69 24 1057 576 12 934 503 Grp Sat Flow(s),veh/h/ln 1340 0 1710 1353 0 1727 1792 1712 1868 1792 1712 1841 Q Serve(g_s), s 2.4 0.0 2.5 1.6 0.0 3.0 0.6 0.0 0.0 0.5 10.6 10.6 Cycle Q Clear(g_c), s 5.4 0.0 2.5 4.2 0.0 3.0 0.6 0.0 0.0 0.5 10.6 10.6 Prop In Lane 1.00 0.57 1.00 0.51 1.00 0.04 1.00 0.12 Lane Grp Cap(c), veh/h 174 0 171 182 0 172 381 2454 1339 26 1776 955 V/C Ratio(X)0.24 0.00 0.34 0.16 0.00 0.40 0.06 0.43 0.43 0.46 0.53 0.53 Avail Cap(c_a), veh/h 366 0 417 377 0 421 381 2454 1339 123 1776 955 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 0.95 0.95 0.95 Uniform Delay (d), s/veh 36.3 0.0 33.6 35.5 0.0 33.8 18.3 0.0 0.0 38.9 7.6 7.6 Incr Delay (d2), s/veh 0.7 0.0 1.2 0.4 0.0 1.5 0.1 0.5 0.9 11.4 1.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.2 0.6 0.0 1.5 0.3 0.2 0.4 0.3 5.1 5.7 LnGrp Delay(d),s/veh 37.0 0.0 34.7 35.9 0.0 35.3 18.3 0.5 0.9 50.3 8.7 9.6 LnGrp LOS D C D D B A A D A A Approach Vol, veh/h 100 98 1657 1449 Approach Delay, s/veh 35.7 35.4 0.9 9.3 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 61.8 12.5 21.5 46.0 12.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.4 2.6 12.6 6.2 Green Ext Time (p_c), s 0.0 15.9 0.7 1.4 11.7 0.7 Intersection Summary HCM 2010 Ctrl Delay 6.7 HCM 2010 LOS A 589 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 3 23 16 1 9 24 1734 15 2 1413 10 Future Volume (veh/h) 3 3 23 16 1 9 24 1734 15 2 1413 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 3 3 23 16 1 9 24 1734 15 2 1413 10 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 55 10 57 158 7 64 46 2790 24 458 4005 28 Arrive On Green 0.04 0.04 0.04 0.04 0.04 0.04 0.05 1.00 1.00 0.51 1.00 1.00 Sat Flow, veh/h 118 216 1282 1393 162 1461 1792 5252 45 1792 5261 37 Grp Volume(v), veh/h 29 0 0 16 0 10 24 1130 619 2 920 503 Grp Sat Flow(s),veh/h/ln 1616 0 0 1393 0 1623 1792 1712 1873 1792 1712 1875 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.7 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.10 0.79 1.00 0.90 1.00 0.02 1.00 0.02 Lane Grp Cap(c), veh/h 121 0 0 158 0 72 46 1819 995 458 2607 1427 V/C Ratio(X)0.24 0.00 0.00 0.10 0.00 0.14 0.52 0.62 0.62 0.00 0.35 0.35 Avail Cap(c_a), veh/h 421 0 0 419 0 375 123 1819 995 458 2607 1427 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.72 0.72 0.72 0.94 0.94 0.94 Uniform Delay (d), s/veh 37.2 0.0 0.0 36.9 0.0 36.8 37.4 0.0 0.0 14.5 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.3 0.0 0.9 6.3 1.2 2.1 0.0 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 0.4 0.0 0.2 0.6 0.3 0.6 0.0 0.1 0.3 LnGrp Delay(d),s/veh 38.2 0.0 0.0 37.2 0.0 37.7 43.8 1.2 2.1 14.5 0.4 0.6 LnGrp LOS D D D D AABAA Approach Vol, veh/h 29 26 1773 1425 Approach Delay, s/veh 38.2 37.3 2.1 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.0 47.0 8.0 6.6 65.4 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 2.0 2.0 3.4 3.0 2.0 2.7 Green Ext Time (p_c), s 2.5 17.7 0.1 0.0 12.9 0.1 Intersection Summary HCM 2010 Ctrl Delay 2.0 HCM 2010 LOS A 590 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 303 63 370 393 372 84 1185 215 283 1013 105 Future Volume (veh/h) 90 303 63 370 393 372 84 1185 215 283 1013 105 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 90 303 63 370 393 372 84 1185 0 283 1013 105 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 416 85 452 737 656 109 1541 480 709 2097 217 Arrive On Green 0.06 0.14 0.14 0.13 0.21 0.21 0.02 0.10 0.00 0.07 0.15 0.15 Sat Flow, veh/h 1792 2955 606 3476 3574 1599 1792 5136 1599 3476 4729 489 Grp Volume(v), veh/h 90 182 184 370 393 372 84 1185 0 283 733 385 Grp Sat Flow(s),veh/h/ln 1792 1787 1774 1738 1787 1599 1792 1712 1599 1738 1712 1795 Q Serve(g_s), s 4.0 7.8 8.0 8.3 7.8 2.9 3.7 18.0 0.0 6.2 15.7 15.8 Cycle Q Clear(g_c), s 4.0 7.8 8.0 8.3 7.8 2.9 3.7 18.0 0.0 6.2 15.7 15.8 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 116 252 250 452 737 656 109 1541 480 709 1518 796 V/C Ratio(X)0.77 0.72 0.74 0.82 0.53 0.57 0.77 0.77 0.00 0.40 0.48 0.48 Avail Cap(c_a), veh/h 215 402 399 456 844 704 123 1541 480 709 1518 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 36.8 32.9 32.9 33.9 28.3 7.4 38.7 33.3 0.0 32.6 25.7 25.7 Incr Delay (d2), s/veh 10.3 3.9 4.2 11.1 0.6 0.9 22.2 3.6 0.0 0.3 1.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 4.1 4.2 4.7 3.9 3.9 2.5 9.0 0.0 3.0 7.7 8.3 LnGrp Delay(d),s/veh 47.2 36.7 37.2 44.9 28.9 8.3 60.8 36.9 0.0 33.0 26.8 27.8 LnGrp LOS DDDDCAED CCC Approach Vol, veh/h 456 1135 1269 1401 Approach Delay, s/veh 39.0 27.4 38.5 28.3 Approach LOS DCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.8 28.5 14.9 15.8 9.3 40.0 9.7 21.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9 Max Q Clear Time (g_c+I1), s 8.2 20.0 10.3 10.0 5.7 17.8 6.0 9.8 Green Ext Time (p_c), s 0.7 2.6 0.1 1.3 0.0 5.7 0.1 3.6 Intersection Summary HCM 2010 Ctrl Delay 32.2 HCM 2010 LOS C 591 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 4: PCH & 21st St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 18 15 25 35 25 39 1412 22 36 1369 69 Future Volume (veh/h) 38 18 15 25 35 25 39 1412 22 36 1369 69 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 38 18 15 25 35 25 39 1412 22 36 1369 69 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 129 44 28 88 64 39 393 4221 66 394 4058 205 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 775 565 359 386 829 506 374 5209 81 375 5008 252 Grp Volume(v), veh/h 71 0 0 85 0 0 39 928 506 36 936 502 Grp Sat Flow(s),veh/h/ln 1699 0 0 1721 0 0 374 1712 1867 375 1712 1837 Q Serve(g_s), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 3.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.54 0.21 0.29 0.29 1.00 0.04 1.00 0.14 Lane Grp Cap(c), veh/h 200 0 0 191 0 0 393 2774 1513 394 2774 1488 V/C Ratio(X)0.35 0.00 0.00 0.44 0.00 0.00 0.10 0.33 0.33 0.09 0.34 0.34 Avail Cap(c_a), veh/h 489 0 0 502 0 0 393 2774 1513 394 2774 1488 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.94 0.94 0.94 0.79 0.79 0.79 Uniform Delay (d), s/veh 35.4 0.0 0.0 35.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 0.0 1.6 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 1.9 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.2 LnGrp Delay(d),s/veh 36.5 0.0 0.0 37.4 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5 LnGrp LOS D D AAAAAA Approach Vol, veh/h 71 85 1473 1474 Approach Delay, s/veh 36.5 37.4 0.4 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 69.3 10.7 69.3 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5 Max Q Clear Time (g_c+I1), s 2.0 5.0 2.0 5.7 Green Ext Time (p_c), s 36.1 0.7 36.1 0.7 Intersection Summary HCM 2010 Ctrl Delay 2.2 HCM 2010 LOS A 592 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 5: PCH & 16th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 111 1 82 10 0 12 65 1277 6 6 1177 174 Future Volume (veh/h) 111 1 82 10 0 12 65 1277 6 6 1177 174 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 111 1 82 10 0 12 65 1277 6 6 1177 174 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 163 2 144 18 0 22 86 2011 9 499 3144 979 Arrive On Green 0.09 0.09 0.09 0.02 0.00 0.02 0.05 0.38 0.38 0.56 1.00 1.00 Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5276 25 1792 5136 1599 Grp Volume(v), veh/h 111 0 83 22 0 0 65 829 454 6 1177 174 Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599 Q Serve(g_s), s 4.8 0.0 4.0 1.0 0.0 0.0 2.9 15.8 15.8 0.1 0.0 0.0 Cycle Q Clear(g_c), s 4.8 0.0 4.0 1.0 0.0 0.0 2.9 15.8 15.8 0.1 0.0 0.0 Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 163 0 145 41 0 0 86 1305 716 499 3144 979 V/C Ratio(X)0.68 0.00 0.57 0.54 0.00 0.00 0.76 0.63 0.63 0.01 0.37 0.18 Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 499 3144 979 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.94 0.94 0.94 0.95 0.95 0.95 Uniform Delay (d), s/veh 35.2 0.0 34.9 38.6 0.0 0.0 37.6 20.2 20.2 12.8 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.0 3.5 10.7 0.0 0.0 12.2 2.2 4.0 0.0 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 1.9 0.6 0.0 0.0 1.7 7.8 8.9 0.1 0.1 0.1 LnGrp Delay(d),s/veh 40.2 0.0 38.4 49.3 0.0 0.0 49.8 22.4 24.2 12.8 0.3 0.4 LnGrp LOS D D D D C C B A A Approach Vol, veh/h 194 22 1348 1357 Approach Delay, s/veh 39.4 49.3 24.4 0.4 Approach LOS D D C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.8 35.0 11.8 8.3 53.5 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5 Max Q Clear Time (g_c+I1), s 2.1 17.8 6.8 4.9 2.0 3.0 Green Ext Time (p_c), s 2.4 6.6 0.6 0.0 10.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 14.4 HCM 2010 LOS B 593 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 7: PCH & Pier Ave/14th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 0 280 0 0 24 325 1134 5 4 1103 184 Future Volume (veh/h) 262 0 280 0 0 24 325 1134 5 4 1103 184 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 262 0 280 0 0 24 325 1134 5 4 1103 184 Adj No. of Lanes 211111130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 559 303 581 35 37 31 363 3348 15 9 1938 323 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.02 0.20 0.63 0.63 0.01 0.44 0.44 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 1792 5278 23 1792 4435 739 Grp Volume(v), veh/h 262 0 280 0 0 24 325 736 403 4 851 436 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1792 1712 1877 1792 1712 1751 Q Serve(g_s), s 6.8 0.0 13.5 0.0 0.0 1.5 17.7 10.0 10.0 0.2 18.6 18.7 Cycle Q Clear(g_c), s 6.8 0.0 13.5 0.0 0.0 1.5 17.7 10.0 10.0 0.2 18.6 18.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.42 Lane Grp Cap(c), veh/h 559 303 581 35 37 31 363 2172 1191 9 1496 765 V/C Ratio(X)0.47 0.00 0.48 0.00 0.00 0.77 0.89 0.34 0.34 0.42 0.57 0.57 Avail Cap(c_a), veh/h 629 340 614 81 85 72 493 2172 1191 91 1496 765 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 38.1 0.0 24.5 0.0 0.0 48.8 38.8 8.5 8.5 49.6 21.1 21.1 Incr Delay (d2), s/veh 0.6 0.0 0.6 0.0 0.0 32.1 14.9 0.4 0.8 25.9 1.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 6.1 0.0 0.0 0.9 10.3 4.8 5.4 0.2 9.1 9.6 LnGrp Delay(d),s/veh 38.7 0.0 25.2 0.0 0.0 80.9 53.7 8.9 9.3 75.5 22.6 24.0 LnGrp LOS D C F D A A E C C Approach Vol, veh/h 542 24 1464 1291 Approach Delay, s/veh 31.7 80.9 19.0 23.2 Approach LOS C F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 67.9 20.6 24.8 48.2 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.3 18.1 27.5 31.9 4.5 Max Q Clear Time (g_c+I1), s 2.2 12.0 15.5 19.7 20.7 3.5 Green Ext Time (p_c), s 0.0 26.0 0.6 0.6 9.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 23.1 HCM 2010 LOS C 594 Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions 23: Sepulveda Blvd & 8th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 6 20 26 12 37 10 1646 14 41 1428 21 Future Volume (veh/h) 22 6 20 26 12 37 10 1646 14 41 1428 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 22 6 20 26 12 37 10 1646 14 41 1428 21 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 96 20 36 137 46 101 22 3839 33 67 3941 58 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.01 0.49 0.49 0.04 0.76 0.76 Sat Flow, veh/h 476 315 564 968 738 1599 1792 5252 45 1792 5215 77 Grp Volume(v), veh/h 48 0 0 38 0 37 10 1073 587 41 938 511 Grp Sat Flow(s),veh/h/ln 1355 0 0 1706 0 1599 1792 1712 1873 1792 1712 1868 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 1.8 0.4 16.2 16.2 1.8 7.4 7.4 Cycle Q Clear(g_c), s 3.0 0.0 0.0 1.6 0.0 1.8 0.4 16.2 16.2 1.8 7.4 7.4 Prop In Lane 0.46 0.42 0.68 1.00 1.00 0.02 1.00 0.04 Lane Grp Cap(c), veh/h 151 0 0 183 0 101 22 2502 1369 67 2588 1412 V/C Ratio(X)0.32 0.00 0.00 0.21 0.00 0.37 0.45 0.43 0.43 0.61 0.36 0.36 Avail Cap(c_a), veh/h 405 0 0 439 0 370 123 2502 1369 168 2588 1412 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 0.0 0.0 35.9 0.0 36.0 39.4 9.6 9.6 37.9 3.3 3.3 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.6 0.0 2.2 12.4 0.5 0.9 8.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.8 0.0 0.8 0.3 7.8 8.7 1.1 3.5 4.0 LnGrp Delay(d),s/veh 37.7 0.0 0.0 36.4 0.0 38.2 51.8 10.1 10.5 46.7 3.7 4.0 LnGrp LOS D D D D B B D A A Approach Vol, veh/h 48 75 1670 1490 Approach Delay, s/veh 37.7 37.3 10.5 5.0 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 63.0 9.5 5.5 65.0 9.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 40.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 3.8 18.2 5.0 2.4 9.4 3.8 Green Ext Time (p_c), s 0.0 19.6 0.4 0.0 27.7 0.4 Intersection Summary HCM 2010 Ctrl Delay 9.0 HCM 2010 LOS A 595 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 1: Sepulveda Blvd & 2nd St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68 Future Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 58 110 19 40 98 70 22 3133 17 49 1219 68 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 148 245 42 183 160 114 110 3484 19 107 3281 183 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.12 1.00 1.00 0.02 0.22 0.22 Sat Flow, veh/h 1224 1563 270 1269 1022 730 1792 5271 29 1792 4978 278 Grp Volume(v), veh/h 58 0 129 40 0 168 22 2033 1117 49 838 449 Grp Sat Flow(s),veh/h/ln 1224 0 1834 1269 0 1752 1792 1712 1876 1792 1712 1832 Q Serve(g_s), s 5.1 0.0 7.0 3.2 0.0 9.8 1.2 0.0 0.0 3.0 22.9 22.9 Cycle Q Clear(g_c), s 14.9 0.0 7.0 10.3 0.0 9.8 1.2 0.0 0.0 3.0 22.9 22.9 Prop In Lane 1.00 0.15 1.00 0.42 1.00 0.02 1.00 0.15 Lane Grp Cap(c), veh/h 148 0 287 183 0 275 110 2263 1240 107 2257 1208 V/C Ratio(X)0.39 0.00 0.45 0.22 0.00 0.61 0.20 0.90 0.90 0.46 0.37 0.37 Avail Cap(c_a), veh/h 160 0 305 196 0 292 110 2263 1240 107 2257 1208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.47 0.47 0.47 0.93 0.93 0.93 Uniform Delay (d), s/veh 50.2 0.0 42.1 46.7 0.0 43.3 45.8 0.0 0.0 52.2 23.6 23.6 Incr Delay (d2), s/veh 1.7 0.0 1.1 0.6 0.0 3.4 0.4 3.1 5.6 2.8 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 3.6 1.2 0.0 5.0 0.6 1.0 1.9 1.6 11.0 11.9 LnGrp Delay(d),s/veh 51.9 0.0 43.2 47.3 0.0 46.7 46.2 3.1 5.6 55.0 24.1 24.5 LnGrp LOS D D D D D A A D C C Approach Vol, veh/h 187 208 3172 1336 Approach Delay, s/veh 45.9 46.8 4.3 25.3 Approach LOS D D A C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 77.2 21.7 11.3 77.0 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3 Max Q Clear Time (g_c+I1), s 5.0 2.0 16.9 3.2 24.9 12.3 Green Ext Time (p_c), s 0.0 59.0 0.3 0.0 11.5 1.1 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS B 596 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 2: Sepulveda Blvd & Longfellow AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 28 10 15 18 49 7 3306 32 60 1161 11 Future Volume (veh/h) 11 28 10 15 18 49 7 3306 32 60 1161 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 11 28 10 15 18 49 7 3306 32 60 1161 11 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 49 57 17 158 29 78 264 3476 34 270 3496 33 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.30 1.00 1.00 Sat Flow, veh/h 144 891 265 1378 448 1219 1792 5245 51 1792 5246 50 Grp Volume(v), veh/h 49 0 0 15 0 67 7 2154 1184 60 758 414 Grp Sat Flow(s),veh/h/ln 1301 0 0 1378 0 1666 1792 1712 1872 1792 1712 1872 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.3 0.3 50.3 51.8 2.8 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 1.0 0.0 4.3 0.3 50.3 51.8 2.8 0.0 0.0 Prop In Lane 0.22 0.20 1.00 0.73 1.00 0.03 1.00 0.03 Lane Grp Cap(c), veh/h 123 0 0 158 0 106 264 2269 1241 270 2281 1248 V/C Ratio(X)0.40 0.00 0.00 0.09 0.00 0.63 0.03 0.95 0.95 0.22 0.33 0.33 Avail Cap(c_a), veh/h 291 0 0 297 0 274 264 2269 1241 270 2281 1248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.95 0.95 0.95 Uniform Delay (d), s/veh 49.8 0.0 0.0 48.7 0.0 50.2 37.9 5.2 5.3 33.6 0.0 0.0 Incr Delay (d2), s/veh 2.1 0.0 0.0 0.3 0.0 6.1 0.0 1.3 2.4 0.4 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 0.4 0.0 2.2 0.2 22.2 25.2 1.4 0.1 0.2 LnGrp Delay(d),s/veh 51.8 0.0 0.0 49.0 0.0 56.3 37.9 6.5 7.7 34.0 0.4 0.7 LnGrp LOS D D E D A A C A A Approach Vol, veh/h 49 82 3345 1232 Approach Delay, s/veh 51.8 54.9 7.0 2.1 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.1 77.4 11.5 20.7 77.8 11.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1 Max Q Clear Time (g_c+I1), s 4.8 53.8 6.7 2.3 2.0 6.3 Green Ext Time (p_c), s 0.0 18.4 0.4 0.0 10.2 0.4 Intersection Summary HCM 2010 Ctrl Delay 7.0 HCM 2010 LOS A 597 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 389 70 349 544 703 47 2526 199 216 815 51 Future Volume (veh/h) 103 389 70 349 544 703 47 2526 199 216 815 51 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 103 389 70 349 544 703 47 2526 0 216 815 51 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 109 454 81 342 669 433 114 2592 807 290 2592 162 Arrive On Green 0.06 0.15 0.15 0.10 0.19 0.19 0.13 1.00 0.00 0.03 0.17 0.17 Sat Flow, veh/h 1792 3032 541 3476 3574 1599 1792 5136 1599 3476 4942 308 Grp Volume(v), veh/h 103 228 231 349 544 703 47 2526 0 216 564 302 Grp Sat Flow(s),veh/h/ln 1792 1787 1786 1738 1787 1599 1792 1712 1599 1738 1712 1827 Q Serve(g_s), s 6.3 13.7 13.9 10.8 16.0 20.6 2.7 0.0 0.0 6.8 15.8 15.9 Cycle Q Clear(g_c), s 6.3 13.7 13.9 10.8 16.0 20.6 2.7 0.0 0.0 6.8 15.8 15.9 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 109 268 268 342 669 433 114 2592 807 290 1796 958 V/C Ratio(X)0.94 0.85 0.86 1.02 0.81 1.62 0.41 0.97 0.00 0.74 0.31 0.32 Avail Cap(c_a), veh/h 109 292 292 342 669 433 114 2592 807 521 1796 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.57 0.57 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 51.5 45.6 45.7 49.6 42.9 23.9 46.1 0.0 0.0 52.3 28.2 28.2 Incr Delay (d2), s/veh 68.3 19.5 21.3 54.1 7.6 291.1 1.4 8.6 0.0 3.7 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 8.2 8.4 7.7 8.6 46.7 1.3 2.1 0.0 3.4 7.6 8.3 LnGrp Delay(d),s/veh 119.8 65.1 66.9 103.7 50.4 315.0 47.5 8.6 0.0 56.0 28.6 29.0 LnGrp LOS F E E F D F D A E C C Approach Vol, veh/h 562 1596 2573 1082 Approach Delay, s/veh 75.9 178.6 9.3 34.2 Approach LOS E F A C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.7 60.0 15.3 21.0 11.5 62.2 11.2 25.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6 Max Q Clear Time (g_c+I1), s 8.8 2.0 12.8 15.9 4.7 17.9 8.3 22.6 Green Ext Time (p_c), s 0.4 34.5 0.0 0.6 0.0 6.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 66.9 HCM 2010 LOS E 598 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 4: PCH & 21st St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 86 13 77 94 70 43 2750 34 25 1067 14 Future Volume (veh/h) 55 86 13 77 94 70 43 2750 34 25 1067 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 55 86 13 77 94 70 43 2750 34 25 1067 14 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 166 22 121 125 83 452 3855 48 139 3851 51 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 394 919 121 432 690 459 525 5229 64 99 5224 69 Grp Volume(v), veh/h 154 0 0 241 0 0 43 1797 987 25 699 382 Grp Sat Flow(s),veh/h/ln 1435 0 0 1581 0 0 525 1712 1870 99 1712 1869 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 0.0 0.0 16.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.36 0.08 0.32 0.29 1.00 0.03 1.00 0.04 Lane Grp Cap(c), veh/h 304 0 0 330 0 0 452 2524 1378 139 2524 1378 V/C Ratio(X)0.51 0.00 0.00 0.73 0.00 0.00 0.10 0.71 0.72 0.18 0.28 0.28 Avail Cap(c_a), veh/h 426 0 0 453 0 0 452 2524 1378 139 2524 1378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.70 0.70 0.70 0.83 0.83 0.83 Uniform Delay (d), s/veh 40.8 0.0 0.0 43.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 3.8 0.0 0.0 0.3 1.2 2.3 2.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 7.4 0.0 0.0 0.0 0.4 0.9 0.1 0.1 0.2 LnGrp Delay(d),s/veh 42.1 0.0 0.0 47.2 0.0 0.0 0.3 1.2 2.3 2.4 0.2 0.4 LnGrp LOS D D AAAAAA Approach Vol, veh/h 154 241 2827 1106 Approach Delay, s/veh 42.1 47.2 1.6 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 85.6 24.4 85.6 24.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5 Max Q Clear Time (g_c+I1), s 2.0 12.5 2.0 18.2 Green Ext Time (p_c), s 65.2 2.2 65.2 1.7 Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A 599 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 5: PCH & 16th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 0 53 30 0 26 71 2580 31 7 981 162 Future Volume (veh/h) 81 0 53 30 0 26 71 2580 31 7 981 162 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 81 0 53 30 0 26 71 2580 31 7 981 162 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 115 0 103 38 0 33 92 2906 35 313 3487 1086 Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00 Sat Flow, veh/h 1792 0 1599 909 0 788 1792 5231 63 1792 5136 1599 Grp Volume(v), veh/h 81 0 53 56 0 0 71 1686 925 7 981 162 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1870 1792 1712 1599 Q Serve(g_s), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.5 47.8 0.3 0.0 0.0 Cycle Q Clear(g_c), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.5 47.8 0.3 0.0 0.0 Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 115 0 103 71 0 0 92 1902 1039 313 3487 1086 V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.89 0.89 0.02 0.28 0.15 Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1039 313 3487 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.74 0.74 0.74 0.97 0.97 0.97 Uniform Delay (d), s/veh 50.4 0.0 49.8 52.2 0.0 0.0 51.6 21.4 21.5 29.6 0.0 0.0 Incr Delay (d2), s/veh 7.5 0.0 3.9 17.2 0.0 0.0 9.9 5.0 8.8 0.0 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 1.7 2.0 0.0 0.0 2.4 23.6 26.9 0.1 0.1 0.1 LnGrp Delay(d),s/veh 57.9 0.0 53.7 69.4 0.0 0.0 61.4 26.4 30.3 29.7 0.2 0.3 LnGrp LOS E D E E C C C A A Approach Vol, veh/h 134 56 2682 1150 Approach Delay, s/veh 56.3 69.4 28.7 0.4 Approach LOS E E C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.7 65.6 11.6 10.1 79.2 9.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5 Max Q Clear Time (g_c+I1), s 2.3 49.8 6.9 6.3 2.0 5.6 Green Ext Time (p_c), s 1.5 10.2 0.3 0.0 9.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.1 HCM 2010 LOS C 600 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 7: PCH & Pier Ave/14th AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 271 0 202 0 0 3 355 2497 9 0 957 150 Future Volume (veh/h) 271 0 202 0 0 3 355 2497 9 0 957 150 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 271 0 202 0 0 3 355 2497 9 0 957 150 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 462 250 410 6 7 6 429 3914 14 2 2583 404 Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.00 0.12 0.74 0.74 0.00 0.19 0.19 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5283 19 1792 4481 700 Grp Volume(v), veh/h 271 0 202 0 0 3 355 1618 888 0 731 376 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1878 1792 1712 1758 Q Serve(g_s), s 8.1 0.0 11.8 0.0 0.0 0.2 11.0 25.5 25.6 0.0 20.4 20.5 Cycle Q Clear(g_c), s 8.1 0.0 11.8 0.0 0.0 0.2 11.0 25.5 25.6 0.0 20.4 20.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.40 Lane Grp Cap(c), veh/h 462 250 410 6 7 6 429 2537 1391 2 1974 1013 V/C Ratio(X)0.59 0.00 0.49 0.00 0.00 0.52 0.83 0.64 0.64 0.00 0.37 0.37 Avail Cap(c_a), veh/h 585 316 466 73 77 65 585 2537 1391 81 1974 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 0.97 0.97 Uniform Delay (d), s/veh 44.9 0.0 34.8 0.0 0.0 54.7 47.1 7.0 7.0 0.0 27.1 27.2 Incr Delay (d2), s/veh 1.2 0.0 0.9 0.0 0.0 58.6 7.0 1.2 2.3 0.0 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 5.3 0.0 0.0 0.2 5.7 12.3 13.9 0.0 9.8 10.3 LnGrp Delay(d),s/veh 46.1 0.0 35.7 0.0 0.0 113.3 54.1 8.2 9.3 0.0 27.7 28.2 LnGrp LOS D D F D A A C C Approach Vol, veh/h 473 3 2861 1107 Approach Delay, s/veh 41.6 113.3 14.2 27.8 Approach LOS D F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 86.0 19.1 18.1 67.9 4.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 64.0 18.5 18.5 50.5 4.5 Max Q Clear Time (g_c+I1), s 0.0 27.6 13.8 13.0 22.5 2.2 Green Ext Time (p_c), s 0.0 33.4 0.8 0.6 26.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.6 HCM 2010 LOS C 601 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 23: Sepulveda Blvd & 8th AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 53 5 22 82 57 53 3292 7 7 1363 43 Future Volume (veh/h) 40 53 5 22 82 57 53 3292 7 7 1363 43 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 40 53 5 22 82 57 53 3292 7 7 1363 43 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 83 90 7 66 173 177 68 4010 9 16 3725 118 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.05 1.00 1.00 0.01 0.73 0.73 Sat Flow, veh/h 331 815 62 241 1560 1599 1792 5292 11 1792 5115 161 Grp Volume(v), veh/h 98 0 0 104 0 57 53 2129 1170 7 912 494 Grp Sat Flow(s),veh/h/ln 1207 0 0 1801 0 1599 1792 1712 1879 1792 1712 1853 Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 3.6 3.2 0.0 0.0 0.4 10.9 10.9 Cycle Q Clear(g_c), s 9.5 0.0 0.0 5.8 0.0 3.6 3.2 0.0 0.0 0.4 10.9 10.9 Prop In Lane 0.41 0.05 0.21 1.00 1.00 0.01 1.00 0.09 Lane Grp Cap(c), veh/h 180 0 0 239 0 177 68 2594 1424 16 2494 1349 V/C Ratio(X)0.55 0.00 0.00 0.43 0.00 0.32 0.77 0.82 0.82 0.45 0.37 0.37 Avail Cap(c_a), veh/h 269 0 0 339 0 269 148 2594 1424 83 2494 1349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.41 0.41 0.41 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 0.0 0.0 46.0 0.0 45.1 51.7 0.0 0.0 54.3 5.5 5.5 Incr Delay (d2), s/veh 2.6 0.0 0.0 1.2 0.0 1.0 7.5 1.3 2.3 18.6 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.0 3.1 0.0 1.6 1.7 0.5 0.9 0.3 5.2 5.8 LnGrp Delay(d),s/veh 50.3 0.0 0.0 47.3 0.0 46.1 59.3 1.3 2.3 72.9 5.9 6.3 LnGrp LOS D D D EAAEAA Approach Vol, veh/h 98 161 3352 1413 Approach Delay, s/veh 50.3 46.9 2.6 6.4 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 87.9 16.7 8.7 84.6 16.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 72.9 18.5 9.1 68.9 18.5 Max Q Clear Time (g_c+I1), s 2.4 2.0 11.5 5.2 12.9 7.8 Green Ext Time (p_c), s 0.0 69.0 0.7 0.0 54.9 0.9 Intersection Summary HCM 2010 Ctrl Delay 6.0 HCM 2010 LOS A 602 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 1: Sepulveda Blvd & 2nd St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 79 72 40 56 38 30 1699 27 42 2565 30 Future Volume (veh/h) 71 79 72 40 56 38 30 1699 27 42 2565 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 71 79 72 40 56 38 30 1699 27 42 2565 30 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 195 129 118 147 149 101 202 3585 57 62 3192 37 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.05 0.81 0.81 Sat Flow, veh/h 1310 908 827 1243 1046 710 1792 5208 83 1792 5233 61 Grp Volume(v), veh/h 71 0 151 40 0 94 30 1117 609 42 1676 919 Grp Sat Flow(s),veh/h/ln 1310 0 1735 1243 0 1756 1792 1712 1867 1792 1712 1870 Q Serve(g_s), s 5.2 0.0 8.2 3.1 0.0 4.9 1.3 0.0 0.0 2.3 26.5 26.7 Cycle Q Clear(g_c), s 10.0 0.0 8.2 11.3 0.0 4.9 1.3 0.0 0.0 2.3 26.5 26.7 Prop In Lane 1.00 0.48 1.00 0.40 1.00 0.04 1.00 0.03 Lane Grp Cap(c), veh/h 195 0 247 147 0 250 202 2357 1285 62 2088 1141 V/C Ratio(X)0.36 0.00 0.61 0.27 0.00 0.38 0.15 0.47 0.47 0.68 0.80 0.81 Avail Cap(c_a), veh/h 264 0 338 213 0 342 202 2357 1285 116 2088 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.53 0.53 0.53 Uniform Delay (d), s/veh 43.4 0.0 40.3 45.6 0.0 38.9 34.9 0.0 0.0 47.2 6.2 6.2 Incr Delay (d2), s/veh 1.1 0.0 2.4 1.0 0.0 0.9 0.3 0.6 1.2 6.8 1.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.1 1.1 0.0 2.4 0.7 0.2 0.4 1.3 12.4 14.0 LnGrp Delay(d),s/veh 44.6 0.0 42.7 46.6 0.0 39.8 35.2 0.6 1.2 54.0 8.0 9.6 LnGrp LOS D D D D D A A D A A Approach Vol, veh/h 222 134 1756 2637 Approach Delay, s/veh 43.3 41.8 1.4 9.3 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 73.3 18.7 15.8 65.5 18.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5 Max Q Clear Time (g_c+I1), s 4.3 2.0 12.0 3.3 28.7 13.3 Green Ext Time (p_c), s 0.0 19.7 1.1 2.0 25.7 0.9 Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A 603 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 2: Sepulveda Blvd & Longfellow PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 14 15 47 17 28 24 1624 20 16 2749 13 Future Volume (veh/h) 13 14 15 47 17 28 24 1624 20 16 2749 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 13 14 15 47 17 28 24 1624 20 16 2749 13 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 62 35 28 164 36 60 339 3258 40 332 3266 15 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.25 0.83 0.83 0.37 1.00 1.00 Sat Flow, veh/h 269 610 489 1389 640 1055 1792 5229 64 1792 5276 25 Grp Volume(v), veh/h 42 0 0 47 0 45 24 1063 581 16 1783 979 Grp Sat Flow(s),veh/h/ln 1368 0 0 1389 0 1695 1792 1712 1870 1792 1712 1877 Q Serve(g_s), s 0.8 0.0 0.0 0.0 0.0 2.6 1.0 9.1 9.1 0.6 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.0 0.0 2.5 0.0 2.6 1.0 9.1 9.1 0.6 0.0 0.0 Prop In Lane 0.31 0.36 1.00 0.62 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 124 0 0 164 0 96 339 2133 1165 332 2119 1162 V/C Ratio(X)0.34 0.00 0.00 0.29 0.00 0.47 0.07 0.50 0.50 0.05 0.84 0.84 Avail Cap(c_a), veh/h 329 0 0 343 0 314 339 2133 1165 332 2119 1162 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.72 0.72 0.72 0.66 0.66 0.66 Uniform Delay (d), s/veh 45.9 0.0 0.0 45.7 0.0 45.7 30.7 4.0 4.0 25.8 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.9 0.0 3.5 0.1 0.6 1.1 0.0 2.9 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.3 0.0 1.3 0.5 4.3 4.9 0.3 0.8 1.7 LnGrp Delay(d),s/veh 47.5 0.0 0.0 46.7 0.0 49.3 30.8 4.6 5.1 25.8 2.9 5.1 LnGrp LOS D D D C A A C A A Approach Vol, veh/h 42 92 1668 2778 Approach Delay, s/veh 47.5 47.9 5.2 3.8 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 66.8 10.2 23.4 66.4 10.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5 Max Q Clear Time (g_c+I1), s 2.6 11.1 5.4 3.0 2.0 4.6 Green Ext Time (p_c), s 0.0 17.3 0.4 0.0 44.2 0.4 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A 604 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 457 54 380 392 334 41 1162 379 599 2176 91 Future Volume (veh/h) 83 457 54 380 392 334 41 1162 379 599 2176 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 83 457 54 380 392 334 41 1162 0 599 2176 91 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 107 537 63 400 794 719 132 1597 497 791 2352 98 Arrive On Green 0.06 0.17 0.17 0.12 0.22 0.22 0.15 0.62 0.00 0.45 0.93 0.93 Sat Flow, veh/h 1792 3222 379 3476 3574 1599 1792 5136 1599 3476 5057 211 Grp Volume(v), veh/h 83 253 258 380 392 334 41 1162 0 599 1470 797 Grp Sat Flow(s),veh/h/ln 1792 1787 1814 1738 1787 1599 1792 1712 1599 1738 1712 1844 Q Serve(g_s), s 4.6 13.7 13.8 10.9 9.6 2.8 2.0 15.6 0.0 14.3 21.3 22.3 Cycle Q Clear(g_c), s 4.6 13.7 13.8 10.9 9.6 2.8 2.0 15.6 0.0 14.3 21.3 22.3 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 107 298 302 400 794 719 132 1597 497 791 1592 857 V/C Ratio(X)0.78 0.85 0.86 0.95 0.49 0.46 0.31 0.73 0.00 0.76 0.92 0.93 Avail Cap(c_a), veh/h 167 331 336 400 794 719 132 1597 497 791 1592 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 46.4 40.5 40.5 44.0 34.0 8.7 40.4 16.0 0.0 25.0 2.6 2.7 Incr Delay (d2), s/veh 11.5 17.1 17.7 32.5 0.5 0.5 1.2 2.7 0.0 3.0 7.8 13.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 8.1 8.5 7.0 4.8 4.2 1.0 7.5 0.0 7.1 9.1 11.6 LnGrp Delay(d),s/veh 57.9 57.5 58.2 76.5 34.5 9.2 41.6 18.7 0.0 28.0 10.4 16.2 LnGrp LOS EEEECADB CBB Approach Vol, veh/h 594 1106 1203 2866 Approach Delay, s/veh 57.9 41.3 19.5 15.7 Approach LOS E D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.2 35.6 16.0 21.2 11.8 51.0 10.4 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7 Max Q Clear Time (g_c+I1), s 16.3 17.6 12.9 15.8 4.0 24.3 6.6 11.6 Green Ext Time (p_c), s 1.1 6.6 0.0 0.8 0.4 17.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 25.7 HCM 2010 LOS C 605 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 4: PCH & 21st St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 48 13 34 57 65 32 1519 26 95 2454 78 Future Volume (veh/h) 21 48 13 34 57 65 32 1519 26 95 2454 78 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 21 48 13 34 57 65 32 1519 26 95 2454 78 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 78 140 33 75 83 82 173 4126 71 339 4058 128 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 278 1205 279 265 714 699 128 5200 89 337 5115 162 Grp Volume(v), veh/h 82 0 0 156 0 0 32 1000 545 95 1638 894 Grp Sat Flow(s),veh/h/ln 1761 0 0 1678 0 0 128 1712 1865 337 1712 1853 Q Serve(g_s), s 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 0.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.26 0.16 0.22 0.42 1.00 0.05 1.00 0.09 Lane Grp Cap(c), veh/h 251 0 0 240 0 0 173 2716 1480 339 2716 1470 V/C Ratio(X)0.33 0.00 0.00 0.65 0.00 0.00 0.18 0.37 0.37 0.28 0.60 0.61 Avail Cap(c_a), veh/h 356 0 0 344 0 0 173 2716 1480 339 2716 1470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.92 0.92 0.92 0.36 0.36 0.36 Uniform Delay (d), s/veh 40.8 0.0 0.0 42.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 3.0 0.0 0.0 2.1 0.4 0.6 0.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 4.4 0.0 0.0 0.1 0.1 0.3 0.1 0.1 0.3 LnGrp Delay(d),s/veh 41.6 0.0 0.0 45.9 0.0 0.0 2.1 0.4 0.6 0.7 0.4 0.7 LnGrp LOS D D AAAAAA Approach Vol, veh/h 82 156 1577 2627 Approach Delay, s/veh 41.6 45.9 0.5 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 83.8 16.2 83.8 16.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1 Max Q Clear Time (g_c+I1), s 2.0 6.1 2.0 11.0 Green Ext Time (p_c), s 67.2 1.0 67.2 0.7 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A 606 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 5: PCH & 16th St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 0 114 28 0 4 91 1296 21 4 2260 276 Future Volume (veh/h) 170 0 114 28 0 4 91 1296 21 4 2260 276 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 170 0 114 28 0 4 91 1296 21 4 2260 276 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 213 0 190 45 0 6 380 3470 56 9 2362 736 Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.14 0.45 0.45 0.00 0.15 0.15 Sat Flow, veh/h 1792 0 1599 1544 0 221 1792 5206 84 1792 5136 1599 Grp Volume(v), veh/h 170 0 114 32 0 0 91 852 465 4 2260 276 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1765 0 0 1792 1712 1866 1792 1712 1599 Q Serve(g_s), s 9.2 0.0 6.8 1.8 0.0 0.0 4.5 16.5 16.5 0.2 43.7 15.5 Cycle Q Clear(g_c), s 9.2 0.0 6.8 1.8 0.0 0.0 4.5 16.5 16.5 0.2 43.7 15.5 Prop In Lane 1.00 1.00 0.87 0.12 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 213 0 190 52 0 0 380 2282 1244 9 2362 736 V/C Ratio(X)0.80 0.00 0.60 0.62 0.00 0.00 0.24 0.37 0.37 0.42 0.96 0.38 Avail Cap(c_a), veh/h 322 0 288 132 0 0 380 2282 1244 90 2362 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.94 0.94 0.94 0.73 0.73 0.73 Uniform Delay (d), s/veh 42.9 0.0 41.8 48.0 0.0 0.0 35.8 13.8 13.8 49.8 41.4 29.5 Incr Delay (d2), s/veh 8.0 0.0 3.0 11.3 0.0 0.0 0.3 0.4 0.8 20.6 8.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 3.1 1.0 0.0 0.0 2.3 7.9 8.8 0.2 22.6 7.1 LnGrp Delay(d),s/veh 50.9 0.0 44.8 59.2 0.0 0.0 36.1 14.2 14.6 70.4 50.0 30.6 LnGrp LOS D D E D B B E D C Approach Vol, veh/h 284 32 1408 2540 Approach Delay, s/veh 48.5 59.2 15.8 47.9 Approach LOS D E B D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 71.2 16.4 25.7 50.5 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5 Max Q Clear Time (g_c+I1), s 2.2 18.5 11.2 6.5 45.7 3.8 Green Ext Time (p_c), s 0.0 11.3 0.6 0.4 0.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 37.4 HCM 2010 LOS D 607 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 7: PCH & Pier Ave/14th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 0 310 0 0 20 355 1219 13 4 2196 171 Future Volume (veh/h) 215 0 310 0 0 20 355 1219 13 4 2196 171 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 215 0 310 0 0 20 355 1219 13 4 2196 171 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 629 340 480 34 36 31 414 3220 34 9 2436 188 Arrive On Green 0.18 0.00 0.18 0.00 0.00 0.02 0.12 0.61 0.61 0.00 0.17 0.17 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5239 56 1792 4864 375 Grp Volume(v), veh/h 215 0 310 0 0 20 355 797 435 4 1540 827 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1871 1792 1712 1815 Q Serve(g_s), s 5.4 0.0 16.8 0.0 0.0 1.2 10.0 11.7 11.7 0.2 44.1 44.8 Cycle Q Clear(g_c), s 5.4 0.0 16.8 0.0 0.0 1.2 10.0 11.7 11.7 0.2 44.1 44.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 629 340 480 34 36 31 414 2104 1150 9 1715 909 V/C Ratio(X)0.34 0.00 0.65 0.00 0.00 0.65 0.86 0.38 0.38 0.42 0.90 0.91 Avail Cap(c_a), veh/h 629 340 480 81 85 72 414 2104 1150 91 1715 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.58 0.58 0.58 Uniform Delay (d), s/veh 35.7 0.0 30.4 0.0 0.0 48.7 43.2 9.7 9.7 49.8 39.2 39.5 Incr Delay (d2), s/veh 0.3 0.0 3.0 0.0 0.0 21.0 16.3 0.5 1.0 16.6 4.8 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 7.8 0.0 0.0 0.7 5.8 5.7 6.4 0.2 22.1 24.9 LnGrp Delay(d),s/veh 36.1 0.0 33.4 0.0 0.0 69.7 59.5 10.2 10.6 66.4 44.1 49.0 LnGrp LOS D C EEBBEDD Approach Vol, veh/h 525 20 1587 2371 Approach Delay, s/veh 34.5 69.7 21.4 45.8 Approach LOS C E C D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 66.0 22.6 16.4 54.6 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.3 18.1 11.9 47.5 4.5 Max Q Clear Time (g_c+I1), s 2.2 13.7 18.8 12.0 46.8 3.2 Green Ext Time (p_c), s 0.0 36.7 0.0 0.0 0.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 36.0 HCM 2010 LOS D 608 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 23: Sepulveda Blvd & 8th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 36 20 21 27 20 35 1767 16 50 2862 11 Future Volume (veh/h) 56 36 20 21 27 20 35 1767 16 50 2862 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 56 36 20 21 27 20 35 1767 16 50 2862 11 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 59 26 109 119 165 56 3801 34 67 3858 15 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.24 0.24 0.04 0.73 0.73 Sat Flow, veh/h 596 574 254 550 1152 1599 1792 5249 48 1792 5281 20 Grp Volume(v), veh/h 112 0 0 48 0 20 35 1152 631 50 1854 1019 Grp Sat Flow(s),veh/h/ln 1424 0 0 1702 0 1599 1792 1712 1873 1792 1712 1878 Q Serve(g_s), s 5.5 0.0 0.0 0.0 0.0 1.1 1.9 28.8 28.8 2.8 31.8 32.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 2.3 0.0 1.1 1.9 28.8 28.8 2.8 31.8 32.0 Prop In Lane 0.50 0.18 0.44 1.00 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 201 0 0 228 0 165 56 2479 1356 67 2501 1372 V/C Ratio(X)0.56 0.00 0.00 0.21 0.00 0.12 0.63 0.46 0.46 0.74 0.74 0.74 Avail Cap(c_a), veh/h 324 0 0 356 0 293 99 2479 1356 131 2501 1372 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 0.0 0.0 41.3 0.0 40.7 48.9 21.5 21.5 47.6 7.9 7.9 Incr Delay (d2), s/veh 2.4 0.0 0.0 0.5 0.0 0.3 9.8 0.6 1.0 14.9 2.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 0.0 1.3 0.0 0.5 1.1 13.9 15.4 1.7 15.4 17.5 LnGrp Delay(d),s/veh 46.3 0.0 0.0 41.7 0.0 41.0 58.7 22.0 22.5 62.5 9.9 11.6 LnGrp LOS D D D E C C E A B Approach Vol, veh/h 112 68 1818 2923 Approach Delay, s/veh 46.3 41.5 22.9 11.4 Approach LOS D D C B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 76.9 14.8 7.6 77.6 14.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 60.9 18.3 5.5 62.7 18.3 Max Q Clear Time (g_c+I1), s 4.8 30.8 9.9 3.9 34.0 4.3 Green Ext Time (p_c), s 0.0 29.6 0.5 0.0 28.3 0.7 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B 609 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 26 18 14 35 36 9 1712 8 12 1472 63 Future Volume (veh/h) 43 26 18 14 35 36 9 1712 8 12 1472 63 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 43 26 18 14 35 36 9 1712 8 12 1472 63 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 171 103 71 195 85 87 382 3784 18 26 2620 112 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1337 1037 718 1370 851 876 1792 5276 25 1792 5051 216 Grp Volume(v), veh/h 43 0 44 14 0 71 9 1111 609 12 998 537 Grp Sat Flow(s),veh/h/ln 1337 0 1755 1370 0 1727 1792 1712 1877 1792 1712 1843 Q Serve(g_s), s 2.5 0.0 1.9 0.8 0.0 3.1 0.2 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 1.9 2.6 0.0 3.1 0.2 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 0.41 1.00 0.51 1.00 0.01 1.00 0.12 Lane Grp Cap(c), veh/h 171 0 175 195 0 172 382 2455 1346 26 1776 956 V/C Ratio(X)0.25 0.00 0.25 0.07 0.00 0.41 0.02 0.45 0.45 0.46 0.56 0.56 Avail Cap(c_a), veh/h 364 0 428 392 0 421 382 2455 1346 123 1776 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 0.94 0.94 0.94 Uniform Delay (d), s/veh 36.4 0.0 33.3 34.5 0.0 33.8 18.1 0.0 0.0 38.5 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.7 0.2 0.0 1.6 0.0 0.6 1.0 11.3 1.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.9 0.3 0.0 1.6 0.1 0.2 0.4 0.3 0.3 0.6 LnGrp Delay(d),s/veh 37.2 0.0 34.0 34.6 0.0 35.4 18.2 0.6 1.0 49.8 1.2 2.2 LnGrp LOS D C C D B A A D A A Approach Vol, veh/h 87 85 1729 1547 Approach Delay, s/veh 35.6 35.3 0.8 1.9 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 61.9 12.5 21.5 46.0 12.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.6 2.2 2.0 5.1 Green Ext Time (p_c), s 0.0 17.2 0.6 2.7 14.4 0.6 Intersection Summary HCM 2010 Ctrl Delay 3.1 HCM 2010 LOS A 610 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)33811991808 0 2 1481 10 Future Volume (veh/h)33811991808 0 2 1481 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 33811991808 0 2 1481 10 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 62 7 19 133 4 39 20 2728 0 490 4175 28 Arrive On Green 0.03 0.03 0.03 0.03 0.03 0.03 0.02 1.00 0.00 0.55 1.00 1.00 Sat Flow, veh/h 266 266 710 1412 162 1461 1792 5305 0 1792 5263 36 Grp Volume(v), veh/h 14 00101091808 0 2 963 528 Grp Sat Flow(s),veh/h/ln 1242 0 0 1412 0 1623 1792 1712 0 1792 1712 1875 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.21 0.57 1.00 0.90 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 88 0 0 133 0 43 20 2728 0 490 2716 1487 V/C Ratio(X)0.16 0.00 0.00 0.01 0.00 0.23 0.44 0.66 0.00 0.00 0.35 0.35 Avail Cap(c_a), veh/h 416 0 0 422 0 375 123 2728 0 490 2716 1487 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.71 0.71 0.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 38.7 0.0 0.0 37.9 0.0 38.1 38.8 0.0 0.0 13.2 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 2.7 10.4 0.9 0.0 0.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.0 0.0 0.2 0.3 0.2 0.0 0.0 0.1 0.3 LnGrp Delay(d),s/veh 39.5 0.0 0.0 37.9 0.0 40.8 49.2 0.9 0.0 13.2 0.3 0.6 LnGrp LOS D D D D A B A A Approach Vol, veh/h 14 11 1817 1493 Approach Delay, s/veh 39.5 40.6 1.2 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.4 47.0 6.6 5.4 68.0 6.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 2.0 2.0 3.2 2.4 2.0 2.5 Green Ext Time (p_c), s 2.6 19.9 0.0 0.0 13.9 0.1 Intersection Summary HCM 2010 Ctrl Delay 1.1 HCM 2010 LOS A 611 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 308 69 347 416 376 60 1209 234 218 1103 117 Future Volume (veh/h) 102 308 69 347 416 376 60 1209 234 218 1103 117 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 102 308 69 347 416 376 60 1209 0 218 1103 117 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 131 420 93 442 709 642 82 1541 480 707 2157 229 Arrive On Green 0.07 0.14 0.14 0.13 0.20 0.20 0.02 0.10 0.00 0.07 0.15 0.15 Sat Flow, veh/h 1792 2912 643 3476 3574 1599 1792 5136 1599 3476 4717 500 Grp Volume(v), veh/h 102 187 190 347 416 376 60 1209 0 218 800 420 Grp Sat Flow(s),veh/h/ln 1792 1787 1768 1738 1787 1599 1792 1712 1599 1738 1712 1793 Q Serve(g_s), s 4.5 8.0 8.2 7.7 8.4 3.2 2.7 18.4 0.0 4.8 17.2 17.2 Cycle Q Clear(g_c), s 4.5 8.0 8.2 7.7 8.4 3.2 2.7 18.4 0.0 4.8 17.2 17.2 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 131 258 255 442 709 642 82 1541 480 707 1566 820 V/C Ratio(X)0.78 0.73 0.74 0.78 0.59 0.59 0.73 0.78 0.00 0.31 0.51 0.51 Avail Cap(c_a), veh/h 215 402 398 456 844 703 123 1541 480 707 1566 820 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 36.4 32.7 32.8 33.8 29.1 7.5 38.9 33.5 0.0 32.0 25.7 25.7 Incr Delay (d2), s/veh 9.5 3.9 4.3 8.5 0.8 1.1 10.9 3.9 0.0 0.2 1.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 4.2 4.3 4.2 4.2 3.9 1.6 9.3 0.0 2.3 8.4 9.1 LnGrp Delay(d),s/veh 45.9 36.6 37.1 42.3 29.9 8.6 49.8 37.4 0.0 32.2 26.9 27.9 LnGrp LOS DDDDCADD CCC Approach Vol, veh/h 479 1139 1269 1438 Approach Delay, s/veh 38.8 26.6 38.0 28.0 Approach LOS DCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.8 28.5 14.7 16.0 8.2 41.1 10.4 20.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9 Max Q Clear Time (g_c+I1), s 6.8 20.4 9.7 10.2 4.7 19.2 6.5 10.4 Green Ext Time (p_c), s 1.1 2.4 0.4 1.3 0.0 5.4 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 31.8 HCM 2010 LOS C 612 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 4: PCH & 21st St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 18 15 26 36 26 40 1485 22 37 1441 55 Future Volume (veh/h) 23 18 15 26 36 26 40 1485 22 37 1441 55 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 23 18 15 26 36 26 40 1485 22 37 1441 55 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 105 58 36 88 64 39 376 4218 62 373 4107 157 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 523 739 462 382 813 501 353 5214 77 350 5077 194 Grp Volume(v), veh/h 56 0 0 88 0 0 40 975 532 37 972 524 Grp Sat Flow(s),veh/h/ln 1724 0 0 1695 0 0 353 1712 1868 350 1712 1847 Q Serve(g_s), s 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.41 0.27 0.30 0.30 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 199 0 0 191 0 0 376 2770 1511 373 2770 1494 V/C Ratio(X)0.28 0.00 0.00 0.46 0.00 0.00 0.11 0.35 0.35 0.10 0.35 0.35 Avail Cap(c_a), veh/h 495 0 0 500 0 0 376 2770 1511 373 2770 1494 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.93 0.93 0.93 0.76 0.76 0.76 Uniform Delay (d), s/veh 35.1 0.0 0.0 35.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.7 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.0 0.0 0.0 0.1 0.1 0.3 0.0 0.1 0.2 LnGrp Delay(d),s/veh 35.8 0.0 0.0 37.4 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5 LnGrp LOS D D AAAAAA Approach Vol, veh/h 56 88 1547 1533 Approach Delay, s/veh 35.8 37.4 0.4 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 69.2 10.8 69.2 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5 Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 5.9 Green Ext Time (p_c), s 37.8 0.6 37.8 0.6 Intersection Summary HCM 2010 Ctrl Delay 2.0 HCM 2010 LOS A 613 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 5: PCH & 16th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 1 84 10 0 12 66 1352 6 6 1250 172 Future Volume (veh/h) 108 1 84 10 0 12 66 1352 6 6 1250 172 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 108 1 84 10 0 12 66 1352 6 6 1250 172 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 160 2 141 18 0 22 86 2012 9 502 3151 981 Arrive On Green 0.09 0.09 0.09 0.02 0.00 0.02 0.03 0.26 0.26 0.56 1.00 1.00 Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5277 23 1792 5136 1599 Grp Volume(v), veh/h 108 0 85 22 0 0 66 877 481 6 1250 172 Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599 Q Serve(g_s), s 4.7 0.0 4.1 1.0 0.0 0.0 2.9 18.4 18.4 0.1 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 4.1 1.0 0.0 0.0 2.9 18.4 18.4 0.1 0.0 0.0 Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 160 0 143 41 0 0 86 1305 716 502 3151 981 V/C Ratio(X)0.68 0.00 0.59 0.54 0.00 0.00 0.77 0.67 0.67 0.01 0.40 0.18 Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 502 3151 981 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.93 0.93 0.93 0.94 0.94 0.94 Uniform Delay (d), s/veh 35.3 0.0 35.0 38.6 0.0 0.0 38.3 25.3 25.3 12.7 0.0 0.0 Incr Delay (d2), s/veh 4.9 0.0 3.9 10.7 0.0 0.0 12.3 2.6 4.6 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 1.9 0.6 0.0 0.0 1.7 9.2 10.4 0.1 0.1 0.1 LnGrp Delay(d),s/veh 40.2 0.0 38.9 49.3 0.0 0.0 50.6 27.9 29.9 12.7 0.4 0.4 LnGrp LOS D D D D C C B A A Approach Vol, veh/h 193 22 1424 1428 Approach Delay, s/veh 39.6 49.3 29.6 0.4 Approach LOS D D C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.9 35.0 11.6 8.3 53.6 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5 Max Q Clear Time (g_c+I1), s 2.1 20.4 6.7 4.9 2.0 3.0 Green Ext Time (p_c), s 2.5 6.0 0.6 0.0 10.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 16.8 HCM 2010 LOS B 614 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 7: PCH & Pier Ave/14th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 275 0 286 0 0 24 332 1198 5 4 1167 195 Future Volume (veh/h) 275 0 286 0 0 24 332 1198 5 4 1167 195 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 275 0 286 0 0 24 332 1198 5 4 1167 195 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 648 351 492 42 44 37 421 2956 12 10 1970 329 Arrive On Green 0.19 0.00 0.19 0.00 0.00 0.02 0.12 0.56 0.56 0.00 0.15 0.15 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5279 22 1792 4434 741 Grp Volume(v), veh/h 275 0 286 0 0 24 332 777 426 4 901 461 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1877 1792 1712 1750 Q Serve(g_s), s 5.6 0.0 12.1 0.0 0.0 1.2 7.4 10.3 10.3 0.2 19.7 19.7 Cycle Q Clear(g_c), s 5.6 0.0 12.1 0.0 0.0 1.2 7.4 10.3 10.3 0.2 19.7 19.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.42 Lane Grp Cap(c), veh/h 648 351 492 42 44 37 421 1917 1051 10 1521 778 V/C Ratio(X)0.42 0.00 0.58 0.00 0.00 0.65 0.79 0.41 0.41 0.42 0.59 0.59 Avail Cap(c_a), veh/h 786 426 555 101 106 90 500 1917 1051 114 1521 778 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 28.7 0.0 23.4 0.0 0.0 38.7 34.2 10.0 10.0 39.8 27.4 27.4 Incr Delay (d2), s/veh 0.4 0.0 1.2 0.0 0.0 17.2 7.1 0.6 1.2 24.9 1.6 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 5.4 0.0 0.0 0.7 4.0 5.0 5.7 0.2 9.7 10.2 LnGrp Delay(d),s/veh 29.2 0.0 24.6 0.0 0.0 55.9 41.3 10.7 11.2 64.7 28.9 30.4 LnGrp LOS C C E D B B E C C Approach Vol, veh/h 561 24 1535 1366 Approach Delay, s/veh 26.8 55.9 17.4 29.6 Approach LOS C E B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.9 49.3 19.4 14.2 40.0 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 34.3 18.1 11.5 27.9 4.5 Max Q Clear Time (g_c+I1), s 2.2 12.3 14.1 9.4 21.7 3.2 Green Ext Time (p_c), s 0.0 17.2 0.9 0.3 5.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 24.0 HCM 2010 LOS C 615 Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project 23: Sepulveda Blvd & 8th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/15/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 6 14 20 12 38 4 1761 8 42 1538 21 Future Volume (veh/h) 22 6 14 20 12 38 4 1761 8 42 1538 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 22 6 14 20 12 38 4 1761 8 42 1538 21 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 101 19 26 123 50 93 10 3881 18 68 4010 55 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.00 0.49 0.49 0.04 0.77 0.77 Sat Flow, veh/h 560 326 443 865 855 1599 1792 5277 24 1792 5221 71 Grp Volume(v), veh/h 42 0 0 32 0 38 4 1143 626 42 1009 550 Grp Sat Flow(s),veh/h/ln 1329 0 0 1720 0 1599 1792 1712 1877 1792 1712 1869 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 1.8 0.2 17.4 17.4 1.8 7.7 7.7 Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.3 0.0 1.8 0.2 17.4 17.4 1.8 7.7 7.7 Prop In Lane 0.52 0.33 0.62 1.00 1.00 0.01 1.00 0.04 Lane Grp Cap(c), veh/h 146 0 0 173 0 93 10 2518 1380 68 2630 1435 V/C Ratio(X)0.29 0.00 0.00 0.19 0.00 0.41 0.42 0.45 0.45 0.62 0.38 0.38 Avail Cap(c_a), veh/h 405 0 0 441 0 370 123 2518 1380 146 2630 1435 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.8 0.0 0.0 36.1 0.0 36.4 39.7 9.8 9.8 37.9 3.1 3.1 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.5 0.0 2.9 24.6 0.5 1.0 8.8 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.7 0.0 0.9 0.2 8.4 9.4 1.1 3.7 4.1 LnGrp Delay(d),s/veh 37.9 0.0 0.0 36.6 0.0 39.3 64.3 10.3 10.8 46.7 3.5 3.8 LnGrp LOS D D D E B B D A A Approach Vol, veh/h 42 70 1773 1601 Approach Delay, s/veh 37.9 38.1 10.6 4.7 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 63.3 9.1 4.9 65.9 9.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 41.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 3.8 19.4 4.7 2.2 9.7 3.8 Green Ext Time (p_c), s 0.0 20.1 0.3 0.0 28.6 0.4 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A 616 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 1: Sepulveda Blvd & 2nd St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68 Future Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 58 110 19 40 98 70 22 3133 17 49 1219 68 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 148 245 42 183 160 114 110 3484 19 107 3281 183 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.12 1.00 1.00 0.02 0.22 0.22 Sat Flow, veh/h 1224 1563 270 1269 1022 730 1792 5271 29 1792 4978 278 Grp Volume(v), veh/h 58 0 129 40 0 168 22 2033 1117 49 838 449 Grp Sat Flow(s),veh/h/ln 1224 0 1834 1269 0 1752 1792 1712 1876 1792 1712 1832 Q Serve(g_s), s 5.1 0.0 7.0 3.2 0.0 9.8 1.2 0.0 0.0 3.0 22.9 22.9 Cycle Q Clear(g_c), s 14.9 0.0 7.0 10.3 0.0 9.8 1.2 0.0 0.0 3.0 22.9 22.9 Prop In Lane 1.00 0.15 1.00 0.42 1.00 0.02 1.00 0.15 Lane Grp Cap(c), veh/h 148 0 287 183 0 275 110 2263 1240 107 2257 1208 V/C Ratio(X)0.39 0.00 0.45 0.22 0.00 0.61 0.20 0.90 0.90 0.46 0.37 0.37 Avail Cap(c_a), veh/h 160 0 305 196 0 292 110 2263 1240 107 2257 1208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.47 0.47 0.47 0.93 0.93 0.93 Uniform Delay (d), s/veh 50.2 0.0 42.1 46.7 0.0 43.3 45.8 0.0 0.0 52.2 23.6 23.6 Incr Delay (d2), s/veh 1.7 0.0 1.1 0.6 0.0 3.4 0.4 3.1 5.6 2.8 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 3.6 1.2 0.0 5.0 0.6 1.0 1.9 1.6 11.0 11.9 LnGrp Delay(d),s/veh 51.9 0.0 43.2 47.3 0.0 46.7 46.2 3.1 5.6 55.0 24.1 24.5 LnGrp LOS D D D D D A A D C C Approach Vol, veh/h 187 208 3172 1336 Approach Delay, s/veh 45.9 46.8 4.3 25.3 Approach LOS D D A C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 77.2 21.7 11.3 77.0 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3 Max Q Clear Time (g_c+I1), s 5.0 2.0 16.9 3.2 24.9 12.3 Green Ext Time (p_c), s 0.0 59.0 0.3 0.0 11.5 1.1 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS B 617 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 2: Sepulveda Blvd & Longfellow AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 28 10 15 18 49 7 3307 32 60 1160 11 Future Volume (veh/h) 11 28 10 15 18 49 7 3307 32 60 1160 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 11 28 10 15 18 49 7 3307 32 60 1160 11 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 49 57 17 158 29 78 264 3476 34 270 3496 33 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.30 1.00 1.00 Sat Flow, veh/h 144 891 265 1378 448 1219 1792 5245 51 1792 5246 50 Grp Volume(v), veh/h 49 0 0 15 0 67 7 2155 1184 60 757 414 Grp Sat Flow(s),veh/h/ln 1301 0 0 1378 0 1666 1792 1712 1872 1792 1712 1872 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.3 0.3 50.4 51.9 2.8 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 1.0 0.0 4.3 0.3 50.4 51.9 2.8 0.0 0.0 Prop In Lane 0.22 0.20 1.00 0.73 1.00 0.03 1.00 0.03 Lane Grp Cap(c), veh/h 123 0 0 158 0 106 264 2269 1241 270 2281 1248 V/C Ratio(X)0.40 0.00 0.00 0.09 0.00 0.63 0.03 0.95 0.95 0.22 0.33 0.33 Avail Cap(c_a), veh/h 291 0 0 297 0 274 264 2269 1241 270 2281 1248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.95 0.95 0.95 Uniform Delay (d), s/veh 49.8 0.0 0.0 48.7 0.0 50.2 37.9 5.2 5.3 33.6 0.0 0.0 Incr Delay (d2), s/veh 2.1 0.0 0.0 0.3 0.0 6.1 0.0 1.3 2.4 0.4 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 0.4 0.0 2.2 0.2 22.2 25.2 1.4 0.1 0.2 LnGrp Delay(d),s/veh 51.8 0.0 0.0 49.0 0.0 56.3 37.9 6.5 7.7 34.0 0.4 0.7 LnGrp LOS D D E D A A C A A Approach Vol, veh/h 49 82 3346 1231 Approach Delay, s/veh 51.8 54.9 7.0 2.1 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.1 77.4 11.5 20.7 77.8 11.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1 Max Q Clear Time (g_c+I1), s 4.8 53.9 6.7 2.3 2.0 6.3 Green Ext Time (p_c), s 0.0 18.3 0.4 0.0 10.2 0.4 Intersection Summary HCM 2010 Ctrl Delay 7.0 HCM 2010 LOS A 618 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 387 70 350 545 704 48 2528 199 214 815 51 Future Volume (veh/h) 103 387 70 350 545 704 48 2528 199 214 815 51 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 103 387 70 350 545 704 48 2528 0 214 815 51 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 109 452 81 343 669 432 114 2595 808 288 2592 162 Arrive On Green 0.06 0.15 0.15 0.10 0.19 0.19 0.13 1.00 0.00 0.03 0.17 0.17 Sat Flow, veh/h 1792 3029 543 3476 3574 1599 1792 5136 1599 3476 4942 308 Grp Volume(v), veh/h 103 227 230 350 545 704 48 2528 0 214 564 302 Grp Sat Flow(s),veh/h/ln 1792 1787 1785 1738 1787 1599 1792 1712 1599 1738 1712 1827 Q Serve(g_s), s 6.3 13.6 13.8 10.9 16.1 20.6 2.7 0.0 0.0 6.7 15.8 15.9 Cycle Q Clear(g_c), s 6.3 13.6 13.8 10.9 16.1 20.6 2.7 0.0 0.0 6.7 15.8 15.9 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 109 267 267 343 669 432 114 2595 808 288 1796 958 V/C Ratio(X)0.94 0.85 0.86 1.02 0.81 1.63 0.42 0.97 0.00 0.74 0.31 0.32 Avail Cap(c_a), veh/h 109 292 292 343 669 432 114 2595 808 521 1796 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.57 0.57 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 51.5 45.6 45.7 49.6 42.9 23.9 46.1 0.0 0.0 52.3 28.2 28.2 Incr Delay (d2), s/veh 68.3 19.3 21.1 53.5 7.7 293.8 1.4 8.6 0.0 3.7 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 8.2 8.4 7.8 8.7 46.9 1.4 2.1 0.0 3.4 7.6 8.3 LnGrp Delay(d),s/veh 119.8 64.9 66.7 103.1 50.5 317.7 47.5 8.6 0.0 56.0 28.6 29.0 LnGrp LOS F E E F D F D A E C C Approach Vol, veh/h 560 1599 2576 1080 Approach Delay, s/veh 75.7 179.7 9.3 34.2 Approach LOS E F A C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 60.1 15.4 20.9 11.5 62.2 11.2 25.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.9 15.8 4.7 17.9 8.3 22.6 Green Ext Time (p_c), s 0.4 34.5 0.0 0.6 0.0 6.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 67.2 HCM 2010 LOS E 619 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 4: PCH & 21st St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 86 13 77 94 70 43 2749 34 25 1068 14 Future Volume (veh/h) 55 86 13 77 94 70 43 2749 34 25 1068 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 55 86 13 77 94 70 43 2749 34 25 1068 14 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 166 22 121 125 83 452 3855 48 139 3851 50 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 394 919 121 432 690 459 524 5229 64 99 5224 68 Grp Volume(v), veh/h 154 0 0 241 0 0 43 1797 986 25 700 382 Grp Sat Flow(s),veh/h/ln 1435 0 0 1581 0 0 524 1712 1870 99 1712 1869 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 0.0 0.0 16.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.36 0.08 0.32 0.29 1.00 0.03 1.00 0.04 Lane Grp Cap(c), veh/h 304 0 0 330 0 0 452 2524 1378 139 2524 1378 V/C Ratio(X)0.51 0.00 0.00 0.73 0.00 0.00 0.10 0.71 0.72 0.18 0.28 0.28 Avail Cap(c_a), veh/h 426 0 0 453 0 0 452 2524 1378 139 2524 1378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.70 0.70 0.70 0.83 0.83 0.83 Uniform Delay (d), s/veh 40.8 0.0 0.0 43.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 3.8 0.0 0.0 0.3 1.2 2.3 2.3 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 7.4 0.0 0.0 0.0 0.4 0.9 0.1 0.1 0.2 LnGrp Delay(d),s/veh 42.1 0.0 0.0 47.2 0.0 0.0 0.3 1.2 2.3 2.3 0.2 0.4 LnGrp LOS D D AAAAAA Approach Vol, veh/h 154 241 2826 1107 Approach Delay, s/veh 42.1 47.2 1.6 0.3 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 85.6 24.4 85.6 24.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5 Max Q Clear Time (g_c+I1), s 2.0 12.5 2.0 18.2 Green Ext Time (p_c), s 65.2 2.2 65.2 1.7 Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A 620 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 5: PCH & 16th St AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 0 53 30 0 26 71 2579 31 7 982 162 Future Volume (veh/h) 81 0 53 30 0 26 71 2579 31 7 982 162 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 81 0 53 30 0 26 71 2579 31 7 982 162 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 115 0 103 38 0 33 92 2906 35 313 3487 1086 Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00 Sat Flow, veh/h 1792 0 1599 909 0 788 1792 5231 63 1792 5136 1599 Grp Volume(v), veh/h 81 0 53 56 0 0 71 1686 924 7 982 162 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1870 1792 1712 1599 Q Serve(g_s), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.4 47.8 0.3 0.0 0.0 Cycle Q Clear(g_c), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.4 47.8 0.3 0.0 0.0 Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 115 0 103 71 0 0 92 1902 1039 313 3487 1086 V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.89 0.89 0.02 0.28 0.15 Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1039 313 3487 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.74 0.74 0.74 0.97 0.97 0.97 Uniform Delay (d), s/veh 50.4 0.0 49.8 52.2 0.0 0.0 51.6 21.4 21.5 29.6 0.0 0.0 Incr Delay (d2), s/veh 7.5 0.0 3.9 17.2 0.0 0.0 9.9 5.0 8.8 0.0 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 1.7 2.0 0.0 0.0 2.4 23.6 26.9 0.1 0.1 0.1 LnGrp Delay(d),s/veh 57.9 0.0 53.7 69.4 0.0 0.0 61.4 26.4 30.2 29.7 0.2 0.3 LnGrp LOS E D E E C C C A A Approach Vol, veh/h 134 56 2681 1151 Approach Delay, s/veh 56.3 69.4 28.6 0.4 Approach LOS E E C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.7 65.6 11.6 10.1 79.2 9.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5 Max Q Clear Time (g_c+I1), s 2.3 49.8 6.9 6.3 2.0 5.6 Green Ext Time (p_c), s 1.5 10.3 0.3 0.0 9.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C 621 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 7: PCH & Pier Ave/14th AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 271 0 202 0 0 3 355 2496 9 0 958 150 Future Volume (veh/h) 271 0 202 0 0 3 355 2496 9 0 958 150 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 271 0 202 0 0 3 355 2496 9 0 958 150 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 462 250 410 6 7 6 429 3914 14 2 2584 403 Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.00 0.12 0.74 0.74 0.00 0.19 0.19 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5283 19 1792 4482 700 Grp Volume(v), veh/h 271 0 202 0 0 3 355 1617 888 0 731 377 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1878 1792 1712 1758 Q Serve(g_s), s 8.1 0.0 11.8 0.0 0.0 0.2 11.0 25.5 25.6 0.0 20.5 20.5 Cycle Q Clear(g_c), s 8.1 0.0 11.8 0.0 0.0 0.2 11.0 25.5 25.6 0.0 20.5 20.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.40 Lane Grp Cap(c), veh/h 462 250 410 6 7 6 429 2537 1391 2 1974 1013 V/C Ratio(X)0.59 0.00 0.49 0.00 0.00 0.52 0.83 0.64 0.64 0.00 0.37 0.37 Avail Cap(c_a), veh/h 585 316 466 73 77 65 585 2537 1391 81 1974 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 0.97 0.97 Uniform Delay (d), s/veh 44.9 0.0 34.8 0.0 0.0 54.7 47.1 7.0 7.0 0.0 27.1 27.2 Incr Delay (d2), s/veh 1.2 0.0 0.9 0.0 0.0 58.6 7.0 1.2 2.3 0.0 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 5.3 0.0 0.0 0.2 5.7 12.3 13.9 0.0 9.8 10.3 LnGrp Delay(d),s/veh 46.1 0.0 35.7 0.0 0.0 113.3 54.1 8.2 9.3 0.0 27.7 28.2 LnGrp LOS D D F D A A C C Approach Vol, veh/h 473 3 2860 1108 Approach Delay, s/veh 41.6 113.3 14.2 27.8 Approach LOS D F B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 86.0 19.1 18.1 67.9 4.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 64.0 18.5 18.5 50.5 4.5 Max Q Clear Time (g_c+I1), s 0.0 27.6 13.8 13.0 22.5 2.2 Green Ext Time (p_c), s 0.0 33.4 0.8 0.6 26.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.6 HCM 2010 LOS C 622 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 23: Sepulveda Blvd & 8th AM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 53 5 22 82 57 53 3292 7 7 1363 43 Future Volume (veh/h) 40 53 5 22 82 57 53 3292 7 7 1363 43 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 40 53 5 22 82 57 53 3292 7 7 1363 43 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 83 90 7 66 173 177 68 4010 9 16 3725 118 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.05 1.00 1.00 0.01 0.73 0.73 Sat Flow, veh/h 331 815 62 241 1560 1599 1792 5292 11 1792 5115 161 Grp Volume(v), veh/h 98 0 0 104 0 57 53 2129 1170 7 912 494 Grp Sat Flow(s),veh/h/ln 1207 0 0 1801 0 1599 1792 1712 1879 1792 1712 1853 Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 3.6 3.2 0.0 0.0 0.4 10.9 10.9 Cycle Q Clear(g_c), s 9.5 0.0 0.0 5.8 0.0 3.6 3.2 0.0 0.0 0.4 10.9 10.9 Prop In Lane 0.41 0.05 0.21 1.00 1.00 0.01 1.00 0.09 Lane Grp Cap(c), veh/h 180 0 0 239 0 177 68 2594 1424 16 2494 1349 V/C Ratio(X)0.55 0.00 0.00 0.43 0.00 0.32 0.77 0.82 0.82 0.45 0.37 0.37 Avail Cap(c_a), veh/h 269 0 0 339 0 269 148 2594 1424 83 2494 1349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.41 0.41 0.41 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 0.0 0.0 46.0 0.0 45.1 51.7 0.0 0.0 54.3 5.5 5.5 Incr Delay (d2), s/veh 2.6 0.0 0.0 1.2 0.0 1.0 7.5 1.3 2.3 18.6 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.0 3.1 0.0 1.6 1.7 0.5 0.9 0.3 5.2 5.8 LnGrp Delay(d),s/veh 50.3 0.0 0.0 47.3 0.0 46.1 59.3 1.3 2.3 72.9 5.9 6.3 LnGrp LOS D D D EAAEAA Approach Vol, veh/h 98 161 3352 1413 Approach Delay, s/veh 50.3 46.9 2.6 6.4 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 87.9 16.7 8.7 84.6 16.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 72.9 18.5 9.1 68.9 18.5 Max Q Clear Time (g_c+I1), s 2.4 2.0 11.5 5.2 12.9 7.8 Green Ext Time (p_c), s 0.0 69.0 0.7 0.0 54.9 0.9 Intersection Summary HCM 2010 Ctrl Delay 6.0 HCM 2010 LOS A 623 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 1: Sepulveda Blvd & 2nd St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 79 75 43 56 38 32 1701 29 42 2568 30 Future Volume (veh/h) 71 79 75 43 56 38 32 1701 29 42 2568 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 71 79 75 43 56 38 32 1701 29 42 2568 30 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 200 130 123 150 153 104 195 3560 61 62 3192 37 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.22 1.00 1.00 0.05 0.81 0.81 Sat Flow, veh/h 1310 889 844 1240 1046 710 1792 5201 89 1792 5233 61 Grp Volume(v), veh/h 71 0 154 43 0 94 32 1120 610 42 1678 920 Grp Sat Flow(s),veh/h/ln 1310 0 1732 1240 0 1756 1792 1712 1866 1792 1712 1870 Q Serve(g_s), s 5.2 0.0 8.3 3.4 0.0 4.8 1.4 0.0 0.0 2.3 26.6 26.8 Cycle Q Clear(g_c), s 10.0 0.0 8.3 11.7 0.0 4.8 1.4 0.0 0.0 2.3 26.6 26.8 Prop In Lane 1.00 0.49 1.00 0.40 1.00 0.05 1.00 0.03 Lane Grp Cap(c), veh/h 200 0 253 150 0 256 195 2344 1277 62 2088 1141 V/C Ratio(X)0.36 0.00 0.61 0.29 0.00 0.37 0.16 0.48 0.48 0.68 0.80 0.81 Avail Cap(c_a), veh/h 264 0 338 210 0 342 195 2344 1277 116 2088 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.53 0.53 0.53 Uniform Delay (d), s/veh 43.0 0.0 40.0 45.5 0.0 38.5 35.4 0.0 0.0 47.2 6.2 6.2 Incr Delay (d2), s/veh 1.1 0.0 2.4 1.0 0.0 0.9 0.4 0.6 1.2 6.8 1.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.1 1.2 0.0 2.4 0.7 0.2 0.4 1.3 12.4 14.0 LnGrp Delay(d),s/veh 44.1 0.0 42.4 46.6 0.0 39.4 35.8 0.6 1.2 54.0 8.0 9.6 LnGrp LOS D D D D D A A D A A Approach Vol, veh/h 225 137 1762 2640 Approach Delay, s/veh 42.9 41.6 1.5 9.3 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 73.0 19.1 15.4 65.5 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5 Max Q Clear Time (g_c+I1), s 4.3 2.0 12.0 3.4 28.8 13.7 Green Ext Time (p_c), s 0.0 19.9 1.1 1.8 25.6 0.9 Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A 624 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 2: Sepulveda Blvd & Longfellow PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 14 18 50 17 28 26 1629 22 16 2757 13 Future Volume (veh/h) 13 14 18 50 17 28 26 1629 22 16 2757 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 13 14 18 50 17 28 26 1629 22 16 2757 13 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 61 34 32 166 37 61 337 3253 44 330 3266 15 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.25 0.83 0.83 0.37 1.00 1.00 Sat Flow, veh/h 256 582 559 1385 640 1055 1792 5222 71 1792 5276 25 Grp Volume(v), veh/h 45 0 0 50 0 45 26 1068 583 16 1788 982 Grp Sat Flow(s),veh/h/ln 1398 0 0 1385 0 1695 1792 1712 1869 1792 1712 1877 Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 2.6 1.1 9.1 9.1 0.6 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 2.7 0.0 2.6 1.1 9.1 9.1 0.6 0.0 0.0 Prop In Lane 0.29 0.40 1.00 0.62 1.00 0.04 1.00 0.01 Lane Grp Cap(c), veh/h 127 0 0 166 0 98 337 2133 1164 330 2119 1162 V/C Ratio(X)0.35 0.00 0.00 0.30 0.00 0.46 0.08 0.50 0.50 0.05 0.84 0.85 Avail Cap(c_a), veh/h 330 0 0 342 0 314 337 2133 1164 330 2119 1162 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.71 0.71 0.71 0.66 0.66 0.66 Uniform Delay (d), s/veh 45.8 0.0 0.0 45.7 0.0 45.6 30.9 4.0 4.0 26.0 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 1.0 0.0 3.3 0.1 0.6 1.1 0.0 2.9 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.0 1.4 0.0 1.3 0.6 4.4 4.9 0.3 0.9 1.7 LnGrp Delay(d),s/veh 47.5 0.0 0.0 46.7 0.0 48.9 30.9 4.6 5.1 26.0 2.9 5.2 LnGrp LOS D D D C A A C A A Approach Vol, veh/h 45 95 1677 2786 Approach Delay, s/veh 47.5 47.7 5.2 3.9 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.9 66.8 10.3 23.3 66.4 10.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5 Max Q Clear Time (g_c+I1), s 2.6 11.1 5.5 3.1 2.0 4.7 Green Ext Time (p_c), s 0.0 17.4 0.4 0.0 44.4 0.5 Intersection Summary HCM 2010 Ctrl Delay 5.7 HCM 2010 LOS A 625 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 467 54 385 396 336 46 1169 379 612 2176 91 Future Volume (veh/h) 83 467 54 385 396 336 46 1169 379 612 2176 91 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 83 467 54 385 396 336 46 1169 0 612 2176 91 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 107 545 63 400 801 719 128 1597 497 783 2352 98 Arrive On Green 0.06 0.17 0.17 0.12 0.22 0.22 0.14 0.62 0.00 0.45 0.93 0.93 Sat Flow, veh/h 1792 3231 372 3476 3574 1599 1792 5136 1599 3476 5057 211 Grp Volume(v), veh/h 83 257 264 385 396 336 46 1169 0 612 1470 797 Grp Sat Flow(s),veh/h/ln 1792 1787 1816 1738 1787 1599 1792 1712 1599 1738 1712 1844 Q Serve(g_s), s 4.6 14.0 14.1 11.0 9.7 2.8 2.3 15.8 0.0 14.9 21.3 22.3 Cycle Q Clear(g_c), s 4.6 14.0 14.1 11.0 9.7 2.8 2.3 15.8 0.0 14.9 21.3 22.3 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 107 301 306 400 801 719 128 1597 497 783 1592 857 V/C Ratio(X)0.78 0.85 0.86 0.96 0.49 0.47 0.36 0.73 0.00 0.78 0.92 0.93 Avail Cap(c_a), veh/h 167 331 336 400 801 719 128 1597 497 783 1592 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 46.4 40.4 40.4 44.0 33.8 8.7 40.8 16.0 0.0 25.4 2.6 2.7 Incr Delay (d2), s/veh 11.5 17.9 18.6 35.4 0.5 0.5 1.6 2.8 0.0 3.6 7.8 13.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 8.4 8.7 7.3 4.8 4.2 1.2 7.6 0.0 7.4 9.1 11.6 LnGrp Delay(d),s/veh 57.9 58.3 59.0 79.4 34.3 9.2 42.4 18.8 0.0 29.0 10.4 16.2 LnGrp LOS EEEECADB CBB Approach Vol, veh/h 604 1117 1215 2879 Approach Delay, s/veh 58.6 42.3 19.7 16.0 Approach LOS E D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.0 35.6 16.0 21.4 11.6 51.0 10.4 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7 Max Q Clear Time (g_c+I1), s 16.9 17.8 13.0 16.1 4.3 24.3 6.6 11.7 Green Ext Time (p_c), s 1.0 6.5 0.0 0.7 0.4 17.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 26.2 HCM 2010 LOS C 626 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 4: PCH & 21st St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 48 13 34 57 65 32 1527 26 95 2459 80 Future Volume (veh/h) 24 48 13 34 57 65 32 1527 26 95 2459 80 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 24 48 13 34 57 65 32 1527 26 95 2459 80 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 83 135 31 75 83 82 173 4127 70 337 4055 131 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 314 1158 266 266 716 701 127 5201 89 334 5110 165 Grp Volume(v), veh/h 85 0 0 156 0 0 32 1005 548 95 1643 896 Grp Sat Flow(s),veh/h/ln 1738 0 0 1682 0 0 127 1712 1866 334 1712 1852 Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 0.0 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.28 0.15 0.22 0.42 1.00 0.05 1.00 0.09 Lane Grp Cap(c), veh/h 249 0 0 240 0 0 173 2717 1480 337 2717 1470 V/C Ratio(X)0.34 0.00 0.00 0.65 0.00 0.00 0.19 0.37 0.37 0.28 0.60 0.61 Avail Cap(c_a), veh/h 353 0 0 344 0 0 173 2717 1480 337 2717 1470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.92 0.92 0.92 0.35 0.35 0.35 Uniform Delay (d), s/veh 40.9 0.0 0.0 42.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 3.0 0.0 0.0 2.2 0.4 0.7 0.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.4 0.0 0.0 0.1 0.1 0.3 0.1 0.1 0.3 LnGrp Delay(d),s/veh 41.7 0.0 0.0 45.8 0.0 0.0 2.2 0.4 0.7 0.7 0.4 0.7 LnGrp LOS D D AAAAAA Approach Vol, veh/h 85 156 1585 2634 Approach Delay, s/veh 41.7 45.8 0.5 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 83.9 16.1 83.9 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1 Max Q Clear Time (g_c+I1), s 2.0 6.3 2.0 10.9 Green Ext Time (p_c), s 67.3 1.0 67.3 0.7 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A 627 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 5: PCH & 16th St PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 173 0 114 28 0 4 91 1301 21 4 2264 278 Future Volume (veh/h) 173 0 114 28 0 4 91 1301 21 4 2264 278 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 173 0 114 28 0 4 91 1301 21 4 2264 278 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 216 0 192 45 0 6 377 3462 56 9 2362 736 Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.07 0.22 0.22 0.00 0.15 0.15 Sat Flow, veh/h 1792 0 1599 1544 0 221 1792 5206 84 1792 5136 1599 Grp Volume(v), veh/h 173 0 114 32 0 0 91 856 466 4 2264 278 Grp Sat Flow(s),veh/h/ln 1792 0 1599 1765 0 0 1792 1712 1866 1792 1712 1599 Q Serve(g_s), s 9.4 0.0 6.8 1.8 0.0 0.0 4.8 21.3 21.3 0.2 43.8 15.6 Cycle Q Clear(g_c), s 9.4 0.0 6.8 1.8 0.0 0.0 4.8 21.3 21.3 0.2 43.8 15.6 Prop In Lane 1.00 1.00 0.87 0.12 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 216 0 192 52 0 0 377 2277 1241 9 2362 736 V/C Ratio(X)0.80 0.00 0.59 0.62 0.00 0.00 0.24 0.38 0.38 0.42 0.96 0.38 Avail Cap(c_a), veh/h 322 0 288 132 0 0 377 2277 1241 90 2362 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.94 0.94 0.94 0.73 0.73 0.73 Uniform Delay (d), s/veh 42.8 0.0 41.7 48.0 0.0 0.0 39.0 21.4 21.4 49.8 41.5 29.5 Incr Delay (d2), s/veh 8.5 0.0 2.9 11.3 0.0 0.0 0.3 0.4 0.8 20.6 8.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 3.1 1.0 0.0 0.0 2.4 10.2 11.3 0.2 22.7 7.2 LnGrp Delay(d),s/veh 51.3 0.0 44.6 59.2 0.0 0.0 39.3 21.8 22.2 70.4 50.2 30.6 LnGrp LOS D D E D C C E D C Approach Vol, veh/h 287 32 1413 2546 Approach Delay, s/veh 48.6 59.2 23.1 48.1 Approach LOS D E C D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 71.0 16.5 25.5 50.5 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5 Max Q Clear Time (g_c+I1), s 2.2 23.3 11.4 6.8 45.8 3.8 Green Ext Time (p_c), s 0.0 10.8 0.6 0.2 0.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.9 HCM 2010 LOS D 628 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 7: PCH & Pier Ave/14th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 217 0 310 0 0 20 355 1223 13 4 2198 172 Future Volume (veh/h) 217 0 310 0 0 20 355 1223 13 4 2198 172 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 217 0 310 0 0 20 355 1223 13 4 2198 172 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 629 340 480 34 36 31 414 3220 34 9 2435 189 Arrive On Green 0.18 0.00 0.18 0.00 0.00 0.02 0.12 0.61 0.61 0.00 0.17 0.17 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5239 56 1792 4862 377 Grp Volume(v), veh/h 217 0 310 0 0 20 355 799 437 4 1542 828 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1871 1792 1712 1815 Q Serve(g_s), s 5.5 0.0 16.8 0.0 0.0 1.2 10.0 11.7 11.7 0.2 44.1 44.9 Cycle Q Clear(g_c), s 5.5 0.0 16.8 0.0 0.0 1.2 10.0 11.7 11.7 0.2 44.1 44.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 629 340 480 34 36 31 414 2104 1150 9 1715 909 V/C Ratio(X)0.34 0.00 0.65 0.00 0.00 0.65 0.86 0.38 0.38 0.42 0.90 0.91 Avail Cap(c_a), veh/h 629 340 480 81 85 72 414 2104 1150 91 1715 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.58 0.58 0.58 Uniform Delay (d), s/veh 35.8 0.0 30.4 0.0 0.0 48.7 43.2 9.7 9.7 49.8 39.3 39.6 Incr Delay (d2), s/veh 0.3 0.0 3.0 0.0 0.0 21.0 16.3 0.5 1.0 16.5 4.9 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 7.8 0.0 0.0 0.7 5.8 5.7 6.4 0.2 22.2 25.0 LnGrp Delay(d),s/veh 36.1 0.0 33.4 0.0 0.0 69.7 59.5 10.2 10.6 66.2 44.1 49.0 LnGrp LOS D C EEBBEDD Approach Vol, veh/h 527 20 1591 2374 Approach Delay, s/veh 34.5 69.7 21.3 45.9 Approach LOS C E C D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 66.0 22.6 16.4 54.6 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 54.3 18.1 11.9 47.5 4.5 Max Q Clear Time (g_c+I1), s 2.2 13.7 18.8 12.0 46.9 3.2 Green Ext Time (p_c), s 0.0 36.7 0.0 0.0 0.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 36.0 HCM 2010 LOS D 629 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 23: Sepulveda Blvd & 8th PM Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 36 20 21 27 20 35 1769 16 50 2865 11 Future Volume (veh/h) 56 36 20 21 27 20 35 1769 16 50 2865 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 56 36 20 21 27 20 35 1769 16 50 2865 11 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 116 59 26 109 119 165 56 3801 34 67 3859 15 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.24 0.24 0.04 0.73 0.73 Sat Flow, veh/h 596 574 254 550 1152 1599 1792 5249 47 1792 5281 20 Grp Volume(v), veh/h 112 0 0 48 0 20 35 1154 631 50 1856 1020 Grp Sat Flow(s),veh/h/ln 1424 0 0 1702 0 1599 1792 1712 1873 1792 1712 1878 Q Serve(g_s), s 5.5 0.0 0.0 0.0 0.0 1.1 1.9 28.9 28.9 2.8 31.9 32.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 2.3 0.0 1.1 1.9 28.9 28.9 2.8 31.9 32.0 Prop In Lane 0.50 0.18 0.44 1.00 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 201 0 0 228 0 165 56 2479 1356 67 2501 1372 V/C Ratio(X)0.56 0.00 0.00 0.21 0.00 0.12 0.63 0.47 0.47 0.74 0.74 0.74 Avail Cap(c_a), veh/h 324 0 0 356 0 293 99 2479 1356 131 2501 1372 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 0.0 0.0 41.3 0.0 40.7 48.9 21.5 21.5 47.6 7.9 7.9 Incr Delay (d2), s/veh 2.4 0.0 0.0 0.5 0.0 0.3 9.8 0.6 1.0 14.9 2.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 0.0 1.3 0.0 0.5 1.1 13.9 15.4 1.7 15.4 17.6 LnGrp Delay(d),s/veh 46.3 0.0 0.0 41.7 0.0 41.0 58.7 22.0 22.5 62.5 10.0 11.6 LnGrp LOS D D D E C C E A B Approach Vol, veh/h 112 68 1820 2926 Approach Delay, s/veh 46.3 41.5 22.9 11.4 Approach LOS D D C B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 76.9 14.8 7.6 77.6 14.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 60.9 18.3 5.5 62.7 18.3 Max Q Clear Time (g_c+I1), s 4.8 30.9 9.9 3.9 34.0 4.3 Green Ext Time (p_c), s 0.0 29.6 0.5 0.0 28.2 0.7 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B 630 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 26 33 29 35 36 24 1742 23 12 1502 63 Future Volume (veh/h) 43 26 33 29 35 36 24 1742 23 12 1502 63 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 43 26 33 29 35 36 24 1742 23 12 1502 63 Adj No. of Lanes 110110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 175 77 98 184 87 89 377 3734 49 26 2623 110 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.42 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1337 755 958 1352 851 876 1792 5224 69 1792 5055 212 Grp Volume(v), veh/h 43 0 59 29 0 71 24 1142 623 12 1017 548 Grp Sat Flow(s),veh/h/ln 1337 0 1712 1352 0 1727 1792 1712 1869 1792 1712 1844 Q Serve(g_s), s 2.5 0.0 2.6 1.6 0.0 3.1 0.6 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 2.6 4.2 0.0 3.1 0.6 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 0.56 1.00 0.51 1.00 0.04 1.00 0.11 Lane Grp Cap(c), veh/h 175 0 174 184 0 176 377 2447 1336 26 1776 956 V/C Ratio(X)0.25 0.00 0.34 0.16 0.00 0.40 0.06 0.47 0.47 0.46 0.57 0.57 Avail Cap(c_a), veh/h 364 0 417 376 0 421 377 2447 1336 123 1776 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.94 0.94 0.94 Uniform Delay (d), s/veh 36.3 0.0 33.4 35.4 0.0 33.6 18.5 0.0 0.0 38.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 1.1 0.4 0.0 1.5 0.1 0.6 1.1 11.2 1.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.3 0.6 0.0 1.5 0.3 0.2 0.4 0.3 0.3 0.6 LnGrp Delay(d),s/veh 37.0 0.0 34.6 35.8 0.0 35.1 18.5 0.6 1.1 49.8 1.3 2.3 LnGrp LOS D C D D B A A D A A Approach Vol, veh/h 102 100 1789 1577 Approach Delay, s/veh 35.6 35.3 1.0 2.0 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 61.7 12.7 21.3 46.0 12.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.6 2.6 2.0 6.2 Green Ext Time (p_c), s 0.0 17.9 0.7 1.5 14.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 3.4 HCM 2010 LOS A 631 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 3 23 16 1 9 24 1868 15 2 1540 10 Future Volume (veh/h) 3 3 23 16 1 9 24 1868 15 2 1540 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 3 3 23 16 1 9 24 1868 15 2 1540 10 Adj No. of Lanes 010110130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 55 10 57 158 7 64 46 2792 22 458 4008 26 Arrive On Green 0.04 0.04 0.04 0.04 0.04 0.04 0.05 1.00 1.00 0.51 1.00 1.00 Sat Flow, veh/h 118 216 1282 1393 162 1461 1792 5255 42 1792 5265 34 Grp Volume(v), veh/h 29 0 0 16 0 10 24 1217 666 2 1001 549 Grp Sat Flow(s),veh/h/ln 1616 0 0 1393 0 1623 1792 1712 1874 1792 1712 1875 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.7 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.10 0.79 1.00 0.90 1.00 0.02 1.00 0.02 Lane Grp Cap(c), veh/h 121 0 0 158 0 72 46 1819 995 458 2607 1428 V/C Ratio(X)0.24 0.00 0.00 0.10 0.00 0.14 0.52 0.67 0.67 0.00 0.38 0.38 Avail Cap(c_a), veh/h 421 0 0 419 0 375 123 1819 995 458 2607 1428 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.64 0.64 0.64 0.93 0.93 0.93 Uniform Delay (d), s/veh 37.2 0.0 0.0 36.9 0.0 36.8 37.4 0.0 0.0 14.5 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.3 0.0 0.9 5.6 1.3 2.3 0.0 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 0.4 0.0 0.2 0.6 0.3 0.6 0.0 0.1 0.3 LnGrp Delay(d),s/veh 38.2 0.0 0.0 37.2 0.0 37.7 43.1 1.3 2.3 14.5 0.4 0.7 LnGrp LOS D D D D AABAA Approach Vol, veh/h 29 26 1907 1552 Approach Delay, s/veh 38.2 37.3 2.1 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.0 47.0 8.0 6.6 65.4 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 2.0 2.0 3.4 3.0 2.0 2.7 Green Ext Time (p_c), s 2.7 19.9 0.1 0.0 14.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 2.0 HCM 2010 LOS A 632 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 338 69 392 431 399 90 1277 234 307 1103 117 Future Volume (veh/h) 102 338 69 392 431 399 90 1277 234 307 1103 117 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900 Adj Flow Rate, veh/h 102 338 69 392 431 399 90 1277 0 307 1103 117 Adj No. of Lanes 120221131230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 131 452 91 456 753 642 116 1541 480 665 2011 213 Arrive On Green 0.07 0.15 0.15 0.13 0.21 0.21 0.02 0.10 0.00 0.06 0.14 0.14 Sat Flow, veh/h 1792 2964 598 3476 3574 1599 1792 5136 1599 3476 4717 500 Grp Volume(v), veh/h 102 202 205 392 431 399 90 1277 0 307 800 420 Grp Sat Flow(s),veh/h/ln 1792 1787 1776 1738 1787 1599 1792 1712 1599 1738 1712 1793 Q Serve(g_s), s 4.5 8.6 8.8 8.8 8.7 3.4 4.0 19.5 0.0 6.8 17.4 17.4 Cycle Q Clear(g_c), s 4.5 8.6 8.8 8.8 8.7 3.4 4.0 19.5 0.0 6.8 17.4 17.4 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 131 273 271 456 753 642 116 1541 480 665 1460 764 V/C Ratio(X)0.78 0.74 0.76 0.86 0.57 0.62 0.77 0.83 0.00 0.46 0.55 0.55 Avail Cap(c_a), veh/h 215 402 400 456 844 683 123 1541 480 665 1460 764 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 36.4 32.4 32.5 34.0 28.3 7.7 38.6 34.0 0.0 33.5 27.2 27.2 Incr Delay (d2), s/veh 9.5 4.0 4.7 15.2 0.7 1.6 23.4 5.0 0.0 0.5 1.4 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 4.6 4.7 5.2 4.3 4.4 2.7 10.0 0.0 3.3 8.6 9.2 LnGrp Delay(d),s/veh 45.9 36.4 37.1 49.2 29.1 9.2 62.0 39.0 0.0 34.0 28.6 29.9 LnGrp LOS DDDDCAED CCC Approach Vol, veh/h 509 1222 1367 1527 Approach Delay, s/veh 38.6 29.1 40.5 30.0 Approach LOS DCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.8 28.5 15.0 16.7 9.7 38.6 10.4 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9 Max Q Clear Time (g_c+I1), s 8.8 21.5 10.8 10.8 6.0 19.4 6.5 10.7 Green Ext Time (p_c), s 0.4 1.8 0.0 1.4 0.0 5.4 0.1 3.6 Intersection Summary HCM 2010 Ctrl Delay 33.8 HCM 2010 LOS C 633 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 4: PCH & 21st St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 18 15 26 36 26 40 1529 22 37 1486 70 Future Volume (veh/h) 38 18 15 26 36 26 40 1529 22 37 1486 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 38 18 15 26 36 26 40 1529 22 37 1486 70 Adj No. of Lanes 010010130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 130 45 29 89 65 40 359 4216 61 361 4062 191 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 768 573 359 386 823 507 333 5217 75 335 5026 237 Grp Volume(v), veh/h 71 0 0 88 0 0 40 1003 548 37 1012 544 Grp Sat Flow(s),veh/h/ln 1700 0 0 1717 0 0 333 1712 1868 335 1712 1839 Q Serve(g_s), s 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.54 0.21 0.30 0.30 1.00 0.04 1.00 0.13 Lane Grp Cap(c), veh/h 204 0 0 195 0 0 359 2767 1510 361 2767 1487 V/C Ratio(X)0.35 0.00 0.00 0.45 0.00 0.00 0.11 0.36 0.36 0.10 0.37 0.37 Avail Cap(c_a), veh/h 489 0 0 502 0 0 359 2767 1510 361 2767 1487 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.92 0.92 0.92 0.73 0.73 0.73 Uniform Delay (d), s/veh 35.3 0.0 0.0 35.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 1.6 0.0 0.0 0.6 0.3 0.6 0.4 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 2.0 0.0 0.0 0.1 0.1 0.3 0.0 0.1 0.2 LnGrp Delay(d),s/veh 36.3 0.0 0.0 37.3 0.0 0.0 0.6 0.3 0.6 0.4 0.3 0.5 LnGrp LOS D D AAAAAA Approach Vol, veh/h 71 88 1591 1593 Approach Delay, s/veh 36.3 37.3 0.4 0.4 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 69.2 10.8 69.2 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5 Max Q Clear Time (g_c+I1), s 2.0 5.0 2.0 5.8 Green Ext Time (p_c), s 38.9 0.7 38.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 2.1 HCM 2010 LOS A 634 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 5: PCH & 16th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 1 84 10 0 12 66 1382 6 6 1280 187 Future Volume (veh/h) 123 1 84 10 0 12 66 1382 6 6 1280 187 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881 Adj Flow Rate, veh/h 123 1 84 10 0 12 66 1382 6 6 1280 187 Adj No. of Lanes 110010130131 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 175 2 155 18 0 22 86 2012 9 487 3106 967 Arrive On Green 0.10 0.10 0.10 0.02 0.00 0.02 0.03 0.26 0.26 0.54 1.00 1.00 Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5278 23 1792 5136 1599 Grp Volume(v), veh/h 123 0 85 22 0 0 66 896 492 6 1280 187 Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599 Q Serve(g_s), s 5.3 0.0 4.0 1.0 0.0 0.0 2.9 18.9 18.9 0.1 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 4.0 1.0 0.0 0.0 2.9 18.9 18.9 0.1 0.0 0.0 Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 175 0 157 41 0 0 86 1305 716 487 3106 967 V/C Ratio(X)0.70 0.00 0.54 0.54 0.00 0.00 0.77 0.69 0.69 0.01 0.41 0.19 Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 487 3106 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.93 0.93 0.93 0.94 0.94 0.94 Uniform Delay (d), s/veh 35.0 0.0 34.4 38.6 0.0 0.0 38.3 25.5 25.5 13.3 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.0 2.9 10.7 0.0 0.0 12.3 2.7 4.9 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 1.9 0.6 0.0 0.0 1.7 9.5 10.8 0.1 0.1 0.1 LnGrp Delay(d),s/veh 40.0 0.0 37.3 49.3 0.0 0.0 50.5 28.2 30.4 13.3 0.4 0.4 LnGrp LOS D D D D C C B A A Approach Vol, veh/h 208 22 1454 1473 Approach Delay, s/veh 38.9 49.3 30.0 0.4 Approach LOS D D C A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.2 35.0 12.3 8.3 52.9 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5 Max Q Clear Time (g_c+I1), s 2.1 20.9 7.3 4.9 2.0 3.0 Green Ext Time (p_c), s 2.5 5.9 0.6 0.0 11.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B 635 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 7: PCH & Pier Ave/14th St Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 287 0 286 0 0 24 332 1216 5 4 1185 207 Future Volume (veh/h) 287 0 286 0 0 24 332 1216 5 4 1185 207 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 1881 1881 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 287 0 286 0 0 24 332 1216 5 4 1185 207 Adj No. of Lanes 211111230130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 649 351 492 42 44 37 421 2955 12 10 1954 341 Arrive On Green 0.19 0.00 0.19 0.00 0.00 0.02 0.12 0.56 0.56 0.00 0.15 0.15 Sat Flow, veh/h 3476 1881 1599 1792 1881 1599 3476 5279 22 1792 4401 769 Grp Volume(v), veh/h 287 0 286 0 0 24 332 789 432 4 922 470 Grp Sat Flow(s),veh/h/ln 1738 1881 1599 1792 1881 1599 1738 1712 1877 1792 1712 1746 Q Serve(g_s), s 5.9 0.0 12.1 0.0 0.0 1.2 7.4 10.5 10.5 0.2 20.2 20.2 Cycle Q Clear(g_c), s 5.9 0.0 12.1 0.0 0.0 1.2 7.4 10.5 10.5 0.2 20.2 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.44 Lane Grp Cap(c), veh/h 649 351 492 42 44 37 421 1916 1051 10 1520 775 V/C Ratio(X)0.44 0.00 0.58 0.00 0.00 0.65 0.79 0.41 0.41 0.42 0.61 0.61 Avail Cap(c_a), veh/h 786 426 555 101 106 90 500 1916 1051 114 1520 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 28.8 0.0 23.3 0.0 0.0 38.7 34.2 10.1 10.1 39.8 27.6 27.6 Incr Delay (d2), s/veh 0.5 0.0 1.2 0.0 0.0 17.2 7.1 0.7 1.2 24.3 1.6 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 5.4 0.0 0.0 0.7 4.0 5.1 5.8 0.2 9.9 10.4 LnGrp Delay(d),s/veh 29.3 0.0 24.6 0.0 0.0 55.9 41.3 10.7 11.3 64.1 29.2 30.8 LnGrp LOS C C E D B B E C C Approach Vol, veh/h 573 24 1553 1396 Approach Delay, s/veh 26.9 55.9 17.4 29.8 Approach LOS C E B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.9 49.3 19.4 14.2 40.0 6.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 34.3 18.1 11.5 27.9 4.5 Max Q Clear Time (g_c+I1), s 2.2 12.5 14.1 9.4 22.2 3.2 Green Ext Time (p_c), s 0.0 17.3 0.9 0.3 5.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 24.1 HCM 2010 LOS C 636 Lazy Acres-Hope Chapel Expansion TIA 2018 With Project 23: Sepulveda Blvd & 8th Sunday Mid-day Peak Hour HCM 2010 Signalized Intersection Summary Synchro 9 Report 12/13/2016 Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 6 20 26 12 38 10 1779 14 42 1556 21 Future Volume (veh/h) 22 6 20 26 12 38 10 1779 14 42 1556 21 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1881 1881 1881 1900 1881 1881 1900 Adj Flow Rate, veh/h 22 6 20 26 12 38 10 1779 14 42 1556 21 Adj No. of Lanes 010011130130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, %111111111111 Cap, veh/h 96 20 36 137 47 101 22 3839 30 68 3946 53 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.01 0.49 0.49 0.04 0.76 0.76 Sat Flow, veh/h 476 315 565 968 738 1599 1792 5256 41 1792 5222 70 Grp Volume(v), veh/h 48 0 0 38 0 38 10 1159 634 42 1020 557 Grp Sat Flow(s),veh/h/ln 1356 0 0 1706 0 1599 1792 1712 1874 1792 1712 1869 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 1.8 0.4 17.9 17.9 1.8 8.3 8.3 Cycle Q Clear(g_c), s 3.0 0.0 0.0 1.6 0.0 1.8 0.4 17.9 17.9 1.8 8.3 8.3 Prop In Lane 0.46 0.42 0.68 1.00 1.00 0.02 1.00 0.04 Lane Grp Cap(c), veh/h 151 0 0 183 0 101 22 2500 1368 68 2587 1412 V/C Ratio(X)0.32 0.00 0.00 0.21 0.00 0.38 0.45 0.46 0.46 0.62 0.39 0.39 Avail Cap(c_a), veh/h 405 0 0 439 0 370 123 2500 1368 146 2587 1412 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 0.0 0.0 35.8 0.0 36.0 39.4 10.1 10.1 37.9 3.4 3.4 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.6 0.0 2.3 12.2 0.6 1.0 8.8 0.5 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.8 0.0 0.9 0.3 8.7 9.6 1.1 4.0 4.5 LnGrp Delay(d),s/veh 37.7 0.0 0.0 36.4 0.0 38.3 51.6 10.6 11.1 46.7 3.9 4.2 LnGrp LOS D D D D B B D A A Approach Vol, veh/h 48 76 1803 1619 Approach Delay, s/veh 37.7 37.3 11.0 5.1 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 62.9 9.5 5.5 65.0 9.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 41.5 18.5 5.5 42.5 18.5 Max Q Clear Time (g_c+I1), s 3.8 19.9 5.0 2.4 10.3 3.8 Green Ext Time (p_c), s 0.0 19.8 0.4 0.0 28.4 0.4 Intersection Summary HCM 2010 Ctrl Delay 9.2 HCM 2010 LOS A 637 MITIGATION MONITORING & REPORTING PROGRAM (MMRP) Lazy Acres Grocery Market INTRODUCTION The City of Hermosa Beach has adopted this Mitigation Monitoring & Reporting Program (MMRP) in accordance with Public Resources Code (PRC) Section 21081.6 and Section 15074(d) of the California Environmental Quality Act (CEQA) Guidelines. As lead agency, the City is required to adopt a MMRP when approving or carrying out a project for which a Mitigated Negative Declaration identifies changes the lead agency has required, and/or made a condition of approval, to mitigate or avoid significant environmental effects. The City is required to monitor performance of the mitigating measures and conditions to ensure that implementation does, in fact, take place. The environmental analysis within the Initial Study and Mitigated Negative Declaration (MND) prepared for the Lazy Acres Grocery Market identified the potential for significant impacts related to noise associated with market operations. The MND identified specific design features and conditions of approval that, if implemented, would effectively avoid those significant impacts. Prior to release of the MND for public review, the project applicant agreed to incorporate the mitigating features and conditions into the project. The following table lists each of the relevant mitigating features and conditions, along with specific information on the method and timing of verification and the party responsible for ensuring that each action is implemented. The number assigned to each action refers to the number of the Condition of Approval as identified in Planning Commission Resolution 17-XX. The Mitigation Monitoring & Reporting Program will be in place and effective throughout all phases of the project. The City is the designated lead agency for the MMRP and is responsible for review of any monitoring reports, enforcement actions, and document disposition. 638 NO. CONDITION OF APPROVAL METHOD OF VERIFICATION TIMING OF VERIFICATION RESPONSIBLE STAFF DATE COMPLETED & INITIALS Noise CA-5 Permitted hours of operation shall be 6:00 AM to 10:00 PM daily. Ongoing Code Enforcement CA-6 Outdoor seating along the front of the building shall be allowed only during the hours of 9:00 AM to 10:00 PM. Lighting of this area will be timed to be turned off automatically during the hours of 10:00 PM to 6AM. Outdoor audio speakers will be time to be turned off automatically during the hours of 10:00 PM to 9AM. Sound levels from outdoor audio speakers shall not exceed 55 dBA at any location 10 feet from the outdoor seating area.. Ongoing. Code Enforcement CA-8 Between the east side of the building and the adjacent residences: 1. An 8-foot high masonry wall shall be constructed, replacing sections of existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the residences and 60 feet along the residences’ north property line; 2. An 14- to 17-foot high and 114-foot long screen wall shall be constructed along the east side of loading dock area. Plan Check & Construction Monitoring Prior to the start of construction and again prior to certificate of occupancy Community Development Department CA-8 3. Unloading and loading of delivery vehicles shall be conducted only during the hours of 9:00 AM and 6:00 PM; 4. Refrigerated trucks owned by the market shall shut off their tractor engine during deliveries, and the refrigeration trailer shall be connected to a separate power source within the building; 5. All delivery trucks shall be prohibited from idling more than five minutes; 6. Use of the delivery parking area near the “alleyway” entrance and north of the residences shall be limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; 7. Trucks with elevated stack configuration shall make deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and 8. Pick-up and drop-off service of trash compactor hauler shall be limited to the hours of 9 AM to 6 PM. Ongoing Code Enforcement 639 August 29, 2016 Mr. Darin Eng Little Diversified Architectural Consulting 1300 Dove Street, Suite 100 Newport Beach, California 92660 LLG Reference: 2.16.3652.1 Subject: Updated Parking Analysis for the Hope Chapel Mixed-Use Project/Lazy Acres Grocery Market Hermosa Beach, California Dear Mr. Eng: Linscott, Law & Greenspan, Engineers (LLG) is pleased to submit this Parking Analysis for the Hope Chapel Mixed-Use Project, which includes future church renovations called for in the Master Plan, and re-occupancy of an existing building within property owned by Hope Chapel by Lazy Acres Grocery Market to be located at 2512 Pacific Coast Highway in the City of Hermosa Beach, California. The existing Hope Chapel campus consists of a 34,750-SF main/church building (located at 2420 Pacific Coast Highway), a 10,000-SF office building that houses Hope Chapel’s administrative offices (located at 2306 Pacific Coast Highway), and a 15,000-SF office building (located at 950 Artesia Boulevard) that is now occupied by Shorewood Realty but will be used as church annex/offices in the future. Proposed renovations for Hope Chapel will add 17,191 SF to the main/church building, of which 760 SF corresponds to the net expansion of the main sanctuary. The proposed Lazy Acres Grocery Market includes the renovation of 29,653 square feet (SF) of vacant space within Hope Chapel property (formerly occupied by Albertsons supermarket), plus an expansion of up to 425 SF for additional receiving area, resulting in a total floor area for Lazy Acres of 30,078 SF. The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres based upon the application of City Code parking ratios, by considering Hope Chapel’s anticipated operations and church attendance after renovations have been completed, and the use of the Shared Parking methodology that takes into account a mixed-use development site’s physical setting. Compared to City Code parking calculations, a program/operations-based assessment and a shared parking demand analysis result in a more realistic representation of a mixed-use development’s parking needs. Our method of analysis, findings, and conclusions are described in detail in the following sections of this report. 640 Mr. Darin Eng August 29, 2016 Page 2 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx PROJECT DESCRIPTION Table 1 presents the development summary for the project. As shown, the proposed project is comprised of Hope Chapel’s main/church building (including a net expansion of 17,191 SF, of which only 760 SF will be added to the main sanctuary), Hope Chapel office building (to remain as church administration offices in the future), Shorewood Plaza (existing realty offices expected to be repurposed as church annex/offices for Hope Chapel in the future), and re-occupancy of the currently vacant building (prior Albertsons) by Lazy Acres Grocery Market. The church component totals 76,941 SF and the retail component corresponds to 30,078 SF. A total of 358 on-site parking spaces will be provided for the project, of which 237 spaces will be allocated for Hope Chapel, and 121 spaces will be designated for Lazy Acres, of which 100 spaces of these spaces will be for the sole use of Lazy Acres. A review of the Proposed Site Plan (Master Parking Plan) prepared by Little Diversified Architectural Consulting (plan attached to rear of the letter, following the tables) indicates that a “ Green Dot”, 12” in diameter painted in the parking stall denotes Lazy Acres Parking. Church Operations According to Hope Chapel representatives, anticipated attendance and operations are fairly representative of congregation numbers and activity levels in the past. This is validated by the fact that, despite the 17,191 SF of expansion proposed for the Hope Chapel main building, the main sanctuary (the primary space used to estimate busiest time periods and parking needs for churches) will only increase in size by 760 SF. The following bulleted items detail the church’s expected weekly daily operations (Monday through Sunday), as provided by Hope Chapel staff (special events that may occur annually or on rare occasions are not a part of the schedule presented below): Monday  Church open from 5:30 PM to 9:30 PM  Ministry Classes, 6:00 PM to 9:00 PM, held in church classrooms (approximately 25 adults) Tuesday  Church open from 8:00 AM to 10:00 PM  Women’s Bible Study, 9:00 AM to 11:00 AM, held in main sanctuary (approximately 70 adults and 15 employees)  Children’s Program/Nursery, 9:00 AM to 11:00 AM, held in children’s classrooms (approximately 20 children/non-drivers)  Tuesday Night Church Service, 6:30 PM to 9:30 PM, held in main sanctuary (approximately 150 adults and 15 employees) 641 Mr. Darin Eng August 29, 2016 Page 3 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx  Youth/High School Program, 6:30 PM to 9:30 PM, held in youth program area (approximately 80 youths/non-drivers). Wednesday  Church open from 8:00 AM to 10:00 PM  Women’s Bible Study, 9:00 AM to 11:00 AM, held in main sanctuary (approximately 70 adults and 15 employees)  Children’s Program/Nursery, 9:00 AM to 11:00 AM, held in children’s classrooms (approximately 20 children/non-drivers)  Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately 70 adults and 10 employees)  Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms (approximately 20 children/non-drivers) Thursday  Church open from 8:00 AM to 10:00 PM  Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately 60 adults and 10 employees)  Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms (approximately 20 children/non-drivers) Friday  Church open from 8:00 AM to 10:00 PM  Friday Night Church Service, 6:30 PM to 9:30 PM, held in main sanctuary (approximately 400 adults and 15 employees)  Youth/Jr. High School Program, 6:30 PM to 9:30 PM, held in youth program area (approximately 125 youths/non-drivers).  Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms (approximately 75 children/non-drivers) Saturday  Church open from 8:00 AM to 10:00 PM  Saturday Night Church Service, 5:30 PM to 8:30 PM, held in main sanctuary (approximately 350 adults and 15 employees)  Children’s Program/Nursery, 5:30 PM to 8:30 PM, held in children’s classrooms (approximately 100 children/non-drivers) Sunday  Church open from 7:00 AM to 10:00 PM  Sunday Morning First Church Service, 8:00 AM to 10:00 AM, held in main sanctuary (approximately 400 adults and 15 employees)  Children’s Program/Nursery, 7:30 AM to 10:15 AM, held in children’s classrooms (approximately 100 children/non-drivers)  Sunday Morning Second Church Service, 11:00 AM to 1:15 PM, held in main sanctuary (approximately 450 adults and 15 employees) 642 Mr. Darin Eng August 29, 2016 Page 4 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx  Children’s Program/Nursery, 10:15 AM to 1:30 PM, held in children’s classrooms (approximately 150 children/non-drivers)  Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately 60 adults and 10 employees) PARKING DEMAND ANALYSIS The parking analysis for the Hope Chapel Mixed-Use Development Project involves determining the expected parking needs, based on the size and type of proposed development components, versus the proposed parking supply. In general, there are two methods that can be used to estimate the site’s peak parking demands. These methods include: 1. Application of City code requirements (which typically treat each use in the mixed-use development as a “stand alone” use at maximum demand); and 2. Application of the shared parking methodology, which is based on parking usage patterns by time-of-day (recognizes that the parking demand for each land use component varies by time of day, day of week, and/or month of year). The shared parking methodology is certainly applicable to the proposed Hope Chapel Mixed-Use Project as the individual land uses (i.e., church and retail uses) experience peak demands at different times of the day. CITY PARKING CODE REQUIREMENTS To determine the number of parking spaces required to support the Hope Chapel Mixed-Use Project, the parking demand was calculated using parking codes per the City of Hermosa Beach Municipal Code, Section 17.44.030 (Off-Street Parking Requirements). Table 2 summarizes the City Code ratios applied to the various components of the project, and shows that City Code parking requirement for Hope Chapel totals 790 spaces, and Code-required parking for Lazy Acres is 120 spaces. Compared with the Hope Chapel parking supply of 237 spaces, the 790-space requirement for the church corresponds to a Code-based deficiency of 553 spaces. For Lazy Acres, comparing its City Code requirement of 120 spaces against its 121- space supply yields a Code-based surplus of 1 space. In the aggregate, the City Code calculations result in a site-wide, Code-based deficiency of 552 spaces. 643 Mr. Darin Eng August 29, 2016 Page 5 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx For clarity, the City Code-based calculations can be considered to result in very conservative estimates of Hope Chapel’s parking demand since it ignores the fact that the different components of a church operate at different times of day or on different days of the week, and that the Fellowship Hall, Children’s Church/Classrooms/Nursery, Youth Program Areas, Small Chapel, Rehearsal Room, Café, and Steward Areas do not generate additive parking demand (i.e., the users of these facilities do not drive and/or have already been represented in parking demand calculated for the main sanctuary and church classrooms). Given the above, the following section summarizes the project’s weekday and weekend parking requirements based on a City code evaluation with “shared parking”. SHARED PARKING ANALYSIS The concept of Shared Parking, which is widely recognized in the transportation planning industry, accounts for the fluctuations in parking demand over time for different types of land uses within a development. Due to the unique parking characteristics of the project’s mixed-use development (i.e., retail and church development), opportunities for shared parking can be expected. The analytical procedures for Shared Parking Analyses are well documented in the Shared Parking, 2nd Edition publication by the Urban Land Institute (ULI). The hourly parking demand profiles (expressed in percent of peak demand) utilized in this study and applied to the proposed Hope Chapel Mixed-Use Project are based on profiles developed by ULI. The ULI publication presents hourly parking demand profiles for retail uses and office uses. These factors present a profile of parking demand over time and have been used directly, by land use type, in the analysis of this project. For retail uses, peak demand occurs between 12:00 PM and 3:00 PM on weekdays and between 2:00 PM and 5:00 PM on weekends. The retail parking demand profile was applied to Lazy Acres and the church cafe. For office uses, peak demand occurs between 10:00 AM and 12:00 PM on weekdays and weekends. The office parking demand profile was applied to the church administration offices, church annex/offices, and church maintenance/storage. Hourly parking demand profiles for the remaining church uses (i.e. Main Sanctuary, Fellowship Hall, Children’s Church, Classrooms, etc.) are not provided in the ULI Shared Parking, 2nd Edition publication. As such, the parking demand for these uses was determined based on operational information provided by Hope Chapel. 644 Mr. Darin Eng August 29, 2016 Page 6 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx Shared Parking Analysis – Church Component Only Tables 3 and 4 present the weekday (Friday) and weekend (Sunday) parking demand for the church component of the proposed project based on the Shared Parking methodology, and the application of City Code parking ratios to the various land use components of Hope Chapel. Columns (2) through (12) of these tables present the parking accumulation characteristics and parking demand of each component of Hope Chapel for the hours of 6:00 AM to midnight. Column (13) presents the shared parking demand for the church on an hourly basis, while Column (14) summarizes the hourly parking surplus/deficiency for the church compared to an on-site parking supply of 237 spaces. Column 13 of Table 3 shows that the weekday (Friday) peak parking demand for the church is forecast to occur at 7:00 PM with a peak demand of 163 spaces. Based on Hope Chapel’s on-site parking supply of 237 spaces, a surplus of 74 spaces is forecast (column 14). Column 13 of Table 4 indicates that the weekend (Sunday) peak parking demand for Hope Chapel is forecast to occur at 12:00 PM with a peak demand of 223 spaces. Based on the church’s on-site supply of 237 spaces, a surplus of 14 spaces is forecast (column 14). Given the results of this assessment, it is concluded that the Church’s on-site supply will be adequate to support the weekday and weekend peak parking demand. Operations-Based Parking Analysis – Church Component Only Table 5 presents a detailed summary of future operations for Hope Chapel, anticipated attendance for church worship services, Ministry Classes, Children’s Church, Youth Program, number of employees, and schedule of activities. Based on the operational information provided by Hope Chapel, it was determined that the primary facilities that would generate parking demand are the main sanctuary (where church congregation services and Women’s Bible Study are held), church classrooms (where Ministry classes are held), and church employee areas (to include the main building, church administration building, and future church annex/offices at the Shorewood Plaza building). It should also be noted that the main sanctuary will not be used concurrently with the church classrooms. The Fellowship Hall, Children’s Classrooms, Youth Program areas, Small Chapel, Rehearsal Room, Café, and Steward Areas, plus all ancillary uses/common areas, do not generate additive parking demand, because the users of these facilities do not drive and/or have already been represented in parking demand calculated for the main sanctuary and church classrooms. 645 Mr. Darin Eng August 29, 2016 Page 7 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx Table 5 converts the number of persons (based on expected attendance by Hope Chapel) into the number of spaces for each 30-minute interval (by also using the anticipated schedule of activities per day of the week, as reported by Hope Chapel staff) based on the following conservative assumptions:  One adult per vehicle for Ministry Classes, Women’s Bible Study, and all church employees  Two adults per vehicle for all church worship services in the main sanctuary As indicated on the bottom portion of Table 5, the church operations-based assessment results in a peak weekday (Friday, specifically) demand of 215 spaces, and a peak weekend (Sunday, specifically) demand of 228 spaces. It should be noted that these demand estimates are greater than the peak values reported previously on Tables 3 and 4 (163 spaces and 223 spaces, respectively). Nevertheless, it is concluded that the Church’s on-site supply will be adequate to support the weekday and weekend peak parking demand under this analysis scenario. Combined Shared Parking Analysis – Church and Supermarket Tables 6 and 7 present the combined weekday (Friday) and weekend (Sunday) parking demand for the overall Hope Chapel Mixed-Use Project based on the shared parking methodology. Columns (2) and (3) of these tables present the total parking demand of Hope Chapel (i.e., operations-based hourly demand, as derived from Table 5) and Lazy Acres (i.e., demand estimated through ULI’s Shared Parking methodology and City Code ratio for retail), respectively, for the hours of 6:00 AM to midnight. Column (4) presents the combined shared parking demand on an hourly basis, while Columns (5) and (6) summarize the hourly parking supply and resulting parking surplus or deficiency. Column 4 of Table 6 shows that the weekday (Friday) peak parking demand in the aggregate of 318 spaces is forecast to occur at 7:00 PM (215 spaces for Hope Chapel and 103 spaces for Lazy Acres). Based on the on-site parking supply of 358 spaces, a surplus of 40 spaces is forecast (column 6) during the Friday evening church service that starts at 6:30 PM. This 40-space surplus corresponds to a parking contingency of 11% under weekday (Friday) conditions. Column 4 of Table 7 indicates that the weekend (Sunday) peak parking demand for the combination of Hope Chapel and Lazy Acres of 338 spaces is forecast to occur at 1:00 PM (228 spaces for the church and 110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of 20 spaces is forecast (column 6) during Sunday morning church services. This 20-space surplus corresponds to a parking contingency of 6% under weekend (Sunday) conditions. 646 Mr. Darin Eng August 29, 2016 Page 8 N:\3600\2163652 - Lazy Acres at Hope Chapel, Hermosa Beach\Report\3652-revised parking study 8-29-16.docx Given the above shared parking analysis results, it is concluded that the Church’s on- site supply 237 spaces will be adequate to support the weekday and weekend peak parking demand of 215 spaces and 228 spaces, respectively, under this analysis scenario. Further, the on-site supply of 121 spaces at the Lazy Acres site will be sufficient as well. Although exclusive use of only 100 spaces is identified for use by Lazy Acres, the remaining 21 spaces is available for customers and employees of this proposed supermarket. Based on the above findings, we conclude that the future on-site supply of 358 spaces will be adequate in meeting the parking needs of Hope Chapel (presuming the proposed renovations and expansion to their main building), in combination with the re-occupancy of the prior Albertsons building by Lazy Acres. ● ● ● ● We appreciate the opportunity to prepare this parking analysis. Please call me at 949.825.6175 if you have any questions or comments. Sincerely, Linscott, Law & Greenspan, Engineers Richard E. Barretto, P.E. Trissa (de Jesus) Allen, P.E. Principal Senior Transportation Engineer Attachments 647 Description Function/Use Hope Chapel Building (2420 Pacific Coast Hwy.) Main Sanctuary 7,670 SF Church Service, Women's Bible Study Fellowship Hall 3,000 SF 1/2-hour Fellowship Before and After Evening Services Children's Classrooms, Nursery 11,141 SF Children's Church, Nursery (11 classrooms) Youth Program 2,840 SF Jr. High School/High School Group Church Classrooms 7,000 SF Ministry Classes for Adults (6 to 8 classrooms) Small Chapel 1,020 SF Prayer Rehearsal Room 990 SF Rehearsal Storage/Maintenance 1,900 SF Storage/Maintenance Café 330 SF Café Steward Areas 1,350 SF Steward Programs Entry Lobby 6,400 SF Ancillary Terrace 2,000 SF Ancillary Technical Rooms (A/V, soundbooth) 1,300 SF Ancillary Kitchen 550 SF Ancillary Common Areas (restrooms, hallways) 4,450 SF Ancillary Sub-Total 51,941 SF Hope Chapel Offices (2306 Pacific Coast Hwy.) Administration Offices 10,000 SF Office Sub-Total 10,000 SF Shorewood Plaza (950 Artesia Blvd.) Church Annex/Offices 15,000 SF Office Sub-Total 15,000 SF HOPE CHAPEL FUTURE TOTAL 76,941 SF Existing Hope Chapel 59,750 SF Net Expansion 17,191 SF Future Main Sanctuary 7,670 SF Existing Main Sanctuary 6,910 SF Net Expansion (Main Sanctuary) 760 SF LAZY ACRES GROCERY MARKET 30,078 SF Retail Size PROJECT DEVELOPMENT SUMMARY Hope Chapel Mixed-Use Project, Hermosa Beach TABLE 1 648 City Code Spaces Description Ratio Required Hope Chapel Building (2420 Pacific Coast Hwy.) Main Sanctuary 7,670 SF 1 space per 50 SF 153 Fellowship Hall 3,000 SF 1 space per 50 SF 60 Children's Church/Classrooms/Nursery 11,141 SF 1 space per 50 SF 223 Youth Program 2,840 SF 1 space per 50 SF 57 Church Classrooms 7,000 SF 1 space per 50 SF 140 Small Chapel 1,020 SF 1 space per 50 SF 20 Rehearsal Room 990 SF 1 space per 50 SF 20 Storage/Maintenance 1,900 SF 1 space per 1,000 SF 2 Café 330 SF 1 space per 250 SF 1 Steward Areas 1,350 SF 1 space per 100 SF 14 Entry Lobby 6,400 SF Ancillary use -- Terrace 2,000 SF Ancillary use -- Technical Rooms (A/V, soundbooth) 1,300 SF Ancillary use -- Kitchen 550 SF Ancillary use -- Common Areas (restrooms, hallways) 4,450 SF Ancillary use -- Sub-Total 51,941 SF 690 Hope Chapel Offices (2306 Pacific Coast Hwy.) Administration Offices 10,000 SF 1 space per 250 SF 40 Sub-Total 10,000 SF 40 Shorewood Plaza (950 Artesia Blvd.) Church Annex/Offices 15,000 SF 1 space per 250 SF 60 Sub-Total 15,000 SF 60 HOPE CHAPEL FUTURE TOTAL 76,941 SF -- 790 LAZY ACRES GROCERY MARKET 30,078 SF 1 space per 250 SF 120 Hope Chapel Code Parking Requirement 790 Hope Chapel Future On-Site Parking Supply 237 Hope Chapel Code Parking Surplus or (Deficiency) (553) Lazy Acres Code Parking Requirement 120 Lazy Acres Future On-Site Parking Supply 121 Lazy Acres Code Parking Surplus or (Deficiency) 1 Total Code Parking Requirement 910 Future On-Site Parking Supply 358 Future Code Parking Surplus or (Deficiency) (552) CITY CODE PARKING REQUIREMENTS Hope Chapel Mixed-Use Project, Hermosa Beach Size TABLE 2 649 (1)(13)(14)Land UseCityCode On-SiteSize (SF)ParkingParkingPkg RateRq'd SupplyRq'd Spaces Spaces 153 Spaces 60 Spaces 223 Spaces 57 Spaces 1 Spaces 140 Spaces 40 Spaces 14 Spaces 100 Spaces 2 Spaces 0 790 237 Percent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofTotal SurplusTime of Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak ParkingShared Deficiencyof DayDemand [a] Spaces Demand [b] Spaces Dem [a], [b] Spaces Dem [a], [b] Spaces Demand [d] Spaces Demand [b] Spaces Demand [b] Spaces Demand Spaces Demand(+/-)6:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 3 2347:00 AM 0% 0 0% 0 0% 0 50% 29 0% 0 0% 0 0% 0 0% 0 58 1798:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 130 1079:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 151 8610:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 160 7711:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 156 8112:00 PM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 144 931:00 PM 0% 0 0% 0 0% 0 50% 29 0% 0 0% 0 0% 0 0% 0 119 1182:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 103 1343:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 99 1384:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 87 1505:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 49 1886:00 PM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 102 1357:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 163 748:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 160 779:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 156 8110:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 1 23611:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 23712:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 237Notes:[a] Reflects one Friday church service, Children's Church/Nursery, and Youth/Jr. High School Program between 6:30 PM and 9:30 PM.[b] No additive parking demand since it has been accounted for under the "Main Sanctuary" category.[c] Assumes the ULI time-of-day profile for a retail building.[d] There are no Ministry Classes on Friday.[e] Assumes the ULI time-of-day profile for a general office building.Number ofParkingSpaces [c]01111110011101100001,350 SF@ 1 SP/100 SF(8)Small Chapel,(9)StewardAreasRehearsal Room330 SF@ 1 SP/250 SF7,000 SF@ 1 SP/50 SF2,010 SF@ 1 SP/50 SF(7)Church ClassroomsHOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACHTABLE 3WEEKDAY (FRIDAY) SHARED PARKING DEMAND FORECAST (CHURCH ONLY)Offices(10)ChurchYouth Program(4)Children'sMain(3)(2)2,840 SF@ 1 SP/50 SF25,000 SF(6)Café(5)@ 1 SP/50 SF @ 1 SP/50 SFClassrooms, NurserySanctuary7,670 SF 11,141 SFFellowship HallKitchen, Common AreasAncillary Uses14,700 SF(12)Lobby, Terrace, Tech,3,000 SF@ 1 SP/50 SF(11)Storage andMaintenance1,900 SF@ 1 SP/1000 SF@ 1 SP/250 SF3287192100968487100968447100Number ofParkingSpaces [e]23963Number ofParkingSpaces [e]0122222222211000000650 (1)(13)(14)Land UseCityCode On-SiteSize (SF)ParkingParkingPkg RateRq'd SupplyRq'd Spaces Spaces 153 Spaces 60 Spaces 223 Spaces 57 Spaces 1 Spaces 140 Spaces 40 Spaces 14 Spaces 100 Spaces 2 Spaces 0 790 237 Percent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofTotal SurplusTime of Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak ParkingShared Deficiencyof DayDemand [a] Spaces Demand [b] Spaces Dem [a], [b] Spaces Dem [a], [b] Spaces Demand [d] Spaces Demand [b] Spaces Demand [b] Spaces Demand Spaces Demand(+/-)6:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 2377:00 AM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 79 1588:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 159 789:00 AM 100% 153 100% 60 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 222 1510:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 163 7411:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 164 7312:00 PM 100% 153 100% 60 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 223 141:00 PM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 86 1512:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 7 2303:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 5 2324:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 3 2345:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 2 2356:00 PM 0% 0 0% 0 0% 0 0% 0 50% 70 0% 0 0% 0 0% 0 72 1657:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 968:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 969:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 9610:00 PM 0% 0 0% 0 0% 0 0% 0 50% 70 0% 0 0% 0 0% 0 71 16611:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 23712:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 237Notes:[a] Reflects two Sunday morning church services, between 8:00 AM and 10:00 AM, and between 11:00 AM and 1:15 PM.[b] No additive parking demand since it has been accounted for under the "Main Sanctuary" category.[c] Assumes the ULI time-of-day profile for a retail building.[d] Ministry Classes[e] Assumes the ULI time-of-day profile for a general office building.Number ofParkingSpaces [c]1111111001111110001000000000000000000Number ofParkingSpaces [e]0000Number ofParkingSpaces [e]100064219109802683,000 SF@ 1 SP/50 SF@ 1 SP/250 SF@ 1 SP/50 SF25,000 SF2,010 SF(11)Storage andMaintenance1,900 SF@ 1 SP/1000 SFKitchen, Common AreasAncillary Uses14,700 SF(12)Lobby, Terrace, Tech,(10)Church2,840 SFFellowship HallMain(5)(3)(2)CaféHOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH@ 1 SP/50 SF @ 1 SP/50 SFClassrooms, NurserySanctuary7,670 SF 11,141 SFTABLE 4WEEKEND (SUNDAY) SHARED PARKING DEMAND FORECAST (CHURCH ONLY)Youth Program(4)Children'sOffices@ 1 SP/50 SF(7)Church Classrooms330 SF@ 1 SP/250 SF7,000 SF@ 1 SP/50 SF(6)1,350 SF@ 1 SP/100 SF(8)Small Chapel,(9)StewardAreasRehearsal Room651 TimeMain Sanct. & Fellow. HallChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Child-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Main Sanct. & Fellow. HallChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Child-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Adults ==> 0 0 3 0 15 0 0 3, 15 25 15 0 3, 15, 10 25 15 0 0 3, 15, 10 25 15 0 0 3, 15 25 15 0 0 3, 15 0 0 0 3, 15, 10 0 0Children, Youth ==>0 0000 020, 80000 20000 0 20000 075, 125000 0100000 100, 150000Spaces ==> 0 0 3 0 15 0 0 3, 15 25 15 0 3, 15, 10 25 15 0 0 3, 15, 10 25 15 0 0 3, 15 25 15 0 0 3, 15 0 0 0 3, 15, 10 0 06:00 AM00 0000 06:30 AM00 0000 07:00 AM00 0000337:30 AM00 00001000151158:00 AM 033 33333333200[h]0152158:30 AM 035 31385935 313859 313824 313824 3 3200[h] 015 2159:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 2159:30 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 21510:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 21510:30 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 213 0 15 22811:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 225 [i] 0 3 22811:30 AM 0 35 3 25 15 78 35 3 25 15 78 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 22812:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 22812:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 2281:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 2281:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 113 0 3 1162:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 32:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 33:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 33:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 34:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 34:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 35:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 88 [d] 3 91 3 35:30 PM 13 3 15 31 3 13 8 24 3 13 8 24 3 13 8 24 3 13 8 24 175 [g] 0 15 190 3 36:00 PM 25 [a] 3 15 43 38 [d] 3 41 35 3 38 30 3 33 100 [d] 3 103 175 [g] 0 15 190 30 3 336:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 707:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 707:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 708:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 708:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 709:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 100 [d] 15 115 88 [d] 15 103 60 [a] 10 709:30 PM 13 3 15 31 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 0 0 60 [a] 10 7010:00 PM 0 38 [d] 15 53 35 10 45 30 10 40 0 0 30 10 4010:30 PM00 0000 011:00 PM00 0000 011:30 PM00 0000 0MONDAY PEAK DEMAND: 43 TUESDAY PEAK DEMAND: 125 WEDNESDAY PEAK DEMAND: 125 THURSDAY PEAK DEMAND: 70 FRIDAY PEAK DEMAND: 215 SATURDAY PEAK DEMAND: 190 SUNDAY PEAK DEMAND: 228Notes:[a] Ministry Classes[b] Presumed 2.0 adults per vehicle for all Church Services[c] Women's Bible Study[d] Fellowship[e] Tuesday Night Church Service[f] Friday Night Church Service[g] Saturday Night Church Service[h] Sunday Morning First Church Service[i] Sunday Morning Second Church ServiceMain Sanct. & Fellow. Hall3500175 [b]Church Class-rooms60060Main Sanct. & Fellow. Hall4000200 [b]070Church Class-rooms70070025Main Sanct. & Fellow. Hall70, 150070, 75 [b]Church Total Parking DemandTuesday Wednesday Thursday Friday SaturdayChurch Class-roomsChurch Total Parking DemandChurch Total Parking DemandChurch Total Parking DemandChurch Total Parking DemandANTICIPATED OPERATIONS FOR THE CHURCHTABLE 5HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACHSundayMonday25Church Total Parking DemandChurch Total Parking DemandMain Sanct. & Fellow. Hall70Main Sanct. & Fellow. Hall400, 4500200 [b], 225 [b]Church Class-rooms60060652 TABLE 6 WEEKDAY (FRIDAY) SHARED PARKING DEMAND ANALYSIS HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH (1) (4) Land Use Size 30.078 KSF Shared Pkg Rate 4.0 /KSF Parking Peak 215 Spc. 120 Spc. Demand Spaces (Church plus Supermarket) Time of Day (2)+(3) 6:00 AM 3 7:00 AM 8 8:00 AM 25 9:00 AM 90 10:00 AM 118 11:00 AM 138 12:00 PM 147 1:00 PM 151 2:00 PM 147 3:00 PM 143 4:00 PM 143 5:00 PM 146 6:00 PM 206 7:00 PM 318 8:00 PM 304 9:00 PM 175 10:00 PM 34 11:00 PM 12 12:00 AM 0 Surplus/Deficiency (2) (3) (5) (6) (+/-) 358 358 358 358 358 47 358 358 358 358 358 358 358 358 358 358 Parking 75 95 358 Supply 22 Church Number of Spaces (from Table 5, Friday scenario) Supermarket Number of Spaces 115 0 0 0 34 12 43 43 43 43 43 103 215 215 0 0 3 43 104 43 43 43 3 8 0 324358 346 358 100 100 103 103 104 108 103 89 60 355 350 333 268 40 54 183 152 240 220 211 207 211 215 215 212 358 358 653 TABLE 7 WEEKEND (SUNDAY) SHARED PARKING DEMAND ANALYSIS HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH (1) (4) Land Use Size 30.078 KSF Shared Pkg Rate 4.0 /KSF Parking Peak 228 Spc. 120 Spc. Demand Spaces (Church plus Supermarket) Time of Day (2)+(3) 6:00 AM 3 7:00 AM 12 8:00 AM 235 9:00 AM 262 10:00 AM 283 11:00 AM 313 12:00 PM 329 1:00 PM 338 2:00 PM 123 3:00 PM 123 4:00 PM 118 5:00 PM 112 6:00 PM 130 7:00 PM 161 8:00 PM 150 9:00 PM 134 10:00 PM 85 11:00 PM 18 12:00 AM 0 (+/-) Church Number of Parking Surplus/Deficiency 358 Spaces Spaces Supply 358 358 358 29 20 358 358 45 358 273 340 358 358 208 224 358 358 (6)(5)(3) Supermarket Number of (from Table 5, Sunday scenario) (2) 3 215 215 215 0 355 358 358 358 3 9 228 228 0 70 70 70 40 228 3 0 3 3 3 33 110 120 120 115 20 47 68 85 64 45 101 18 0 109 97 91 80 358 346 123 96 75 240 246 235 235 358 228 197 358 358 358 358 654 655 P.C. RESOLUTION NO. 10-6 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA RESCINDING PLANNING COMMISSION RESOLUTIONS 88-34 AND 89-1 AND APPROVING A CONDITIONAL USE PERMIT TO ALLOW ACTIVITIES ANCILLARY TO AN ADJACENT CHURCH (HOPE CHAPEL LOCATED AT 2420 PACIFIC COAST HWY), INCLUDING YOUTH ACTIVITIES WITH A MAXIMUM OF 60 PEOPLE AND AUDITORIUM USE WITH A MAXIMUM OF 300 PEOPLE, WITH LIMITED HOURS AND OPERATIONS, WITHIN A 29,100 SQUARE FOOT BUILDING AT 2510 PACIFIC COAST HWY, AND PARKING PLAN TO ALLOW LESS THAN REQUIRED PARKING, BASED ON SHARED PARKING AND LIMITATIONS ON USE, OPERATIONS AND HOURS, WITH PARKING LOTS AT 926 ARTESIA BOULEVARD AND 2200 THROUGH 2510 PACIFIC COAST HIGHWAY, LEGALLY DESCRIBED AS LOTS 1,2, 20 & 21, TRACT NO. 2413 AND A PORTION OF LOTS 1 AND 6 AND ALL OF LOT 2, BLOCK 83, 2ND ADDITION TO HERMOSA BEACH, CALIFORNIA. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed by Hope Chapel, represented by Pastor Dale Turner, seeking approval for a Conditional Use Permit to allow a convention center/auditorium for youth activities with a maximum of 60 people ancillary to an adjacent church (Hope Chapel, 2420 Pacific Coast Hwy) and auditorium use with a maximum capacity of 300 people, with limited hours and operations, within a 29,100 square foot building (the former ‘Albertsons’ grocery store at 2510 Pacific Coast Hwy), and a Parking Plan to allow less than required parking based on shared parking within parking lots at 926 Artesia Boulevard and 2200-2510 Pacific Coast Highway (“PCH”). Section 2. The Planning Commission conducted a duly noticed public hearing to consider Conditional Use Permit 10-4 and Parking Plan 10-5 on April 20, 2010, at which time the Staff Report, testimony and evidence, was presented to and considered by the Planning Commission. Section 3. Based on the Staff Report, testimony and evidence received, both written and oral, the Planning Commission makes the following factual findings: 1. The site is zoned C-3 (General Commercial) and requires a Conditional Use Permit for an auditorium/convention hall use and a Parking Plan to allow less than required parking for shared parking. 2. The proposed use is in connection with an existing church's expansion which is used to accommodate the youth ministry and other related church activities. Youth activities (comprising a skate park, ministry, after school activities) and wedding or other occasional special event activities also exhibit the characteristics of a community center and other permitted uses such as a skating rink, fitness center, private club and wedding chapel. While some of these uses are permitted by right, the overall convention hall and assembly auditorium use requires a CUP to operate at this location pursuant to H.B.M.C. Section 17.26.030. 3. The applicant has submitted a floor plan showing the subject building divided into three components; 14,510 square feet for convention hall/auditorium, 5,158 square feet for skate park and 8,300 square feet for storage. 4. The proposed use involves interior alteration of the existing building. 5. Pursuant to H.B.M.C. Section 17.44.030, convention hall/auditorium use requires 1 parking space for every 5 fixed seats or 1 parking space for every 50 square feet of gross floor area, whichever is greater, which results in 582 spaces for the proposed use. The subject site provides 90 parking spaces along with additional 262 spaces shared with adjacent sites owned by Hope Chapel, for a total of 352 spaces available. All Hope Chapel- 1 656 owned properties are nonconforming to current church, office and proposed convention hall/auditorium parking requirement. 6. Under Planning Commission Resolution 89-9, required parking for the Church at 2420 PCH (Hope Chapel) is 250 parking spaces minimum, and the Church must provide an area for 10 motorcycles. The Church’s services are limited to Fridays and Saturdays commencing at 7:00 p.m., and Sundays commencing at 8:00 a.m., 10:15 a.m., and 7:00 p.m. 7. Resolution 89-9 requires the Church at 2420 PCH to utilize shared off-site parking at 2220 and 2510 PCH. 8. Under Planning Commission Resolutions 88-34 and 89-1, the building at 2306 PCH (the Church’s administrative offices) has 31 on-site parking spaces and shall have access to 15 parking spaces at the Church at 2420 PCH between 8:00 a.m. and 5:00 p.m. Monday through Friday during its business hours. 9. The properties at 926 Artesia Boulevard and 2200-2510 PCH are now all under common ownership. 10. The subject parking lots at 926 Artesia Boulevard and 2200-2510 PCH provide a total of 352 spaces (“shared parking lots”) that are available daily as follows: A. 2200 PCH (Pacific Plaza Office Building) has 37 available spaces; B. 2306 PCH (Hope Chapel Offices and Administration) has 31 available shared spaces; C. 2420 PCH has an additional 125 spaces available; D. 2510 PCH (subject Convention Hall/Auditorium Use) has 90 spaces available; and E. 926 Artesia Boulevard provides 69 available spaces. 11. The property at 2200 PCH (Pacific Plaza Office Building) has 40 spaces reserved for use by employees during working hours that are available for use by Hope Chapel and the Convention Center/Auditorium Use on nights and weekends. Section 4. The project is Categorically Exempt from the California Environmental Quality Act per Guidelines, Section 15301, Class 1 (a) for Existing Facility for interior and exterior alteration to an existing facility involving negligible or no expansion of use, the project is located in an urbanized area, and all necessary public services, access and facilities are available. Section 5. Based on the foregoing, the Planning Commission makes the following findings: 1. Pursuant to H.B.M.C. Section 17.44.210, parking onsite will be adequate for the proposed expansion based on the following factors that reduce potential problems as a result of deficient parking: A. Youth activities are limited to 60 people and parking in the parking lot at 2510 PCH; since 90 spaces are available at the site, parking is adequate to serve this use. The use primarily serves junior high and high school age attendees, wherein many are below the driving age and according to the applicant most will be dropped off or arrive with an adult who is attending other functions at the adjacent church building. B. Shared parking with the church and contiguous church-owned properties can supply a total of 352 spaces. The maximum requested occupancy for special events is 300 persons. Conflicts between parking demand for 300 persons at special events and parking in the shared parking lots will be reduced by limiting special events to evenings between 5:30 p.m. (when offices would typically be closed and the parking lots vacated) and 9:00 p.m., and on weekends between 9:00 a.m. and 9:00 p.m. C. Special events shall be limited to not more than eight (8) times per month and not be scheduled at times when other functions will limit the available parking at 926 Artesia Blvd. and 2200-2510 PCH. 2 657 D. To prevent problems from possible attraction of guests beyond the limitation of this approval, use of the building shall not be open to the general public, admission shall not be charged, and events and activities shall only be available to church members. E. Bicycle parking: To facilitate alternative modes of transportation, secure bicycle parking for at least five bicycles shall be established in a location that minimizes impacts to parking, allowing a reduction of one parking space if necessary (in no case shall disabled accessibility be impacted). F. To manage parking for special events, overflow parking shall be managed efficiently among other Hope Chapel owned properties. Prior to operation, a parking management plan shall be prepared to the satisfaction of the Community Development Director. Should complaints be received or problems occur, then the parking management plan shall be revised to address those concerns to the satisfaction of the Community Development Director. Should the original complaints be substantial or irresolvable, or should problems continue, then the Community Development Director shall refer the matter to the Planning Commission. G. Signage approved by the Community Development Department shall be placed in all shared lots indicating that all parking spaces are shared after 5:30 p.m. and on weekends. H. Over 30 percent of the building is devoted to storage or recreational use and will not generate significant parking demand; deducting these areas would result in a floor area of 14,510+ square feet or 290 spaces. 2. Pursuant to H.B.M.C. Section 17.40.020, the proposed change in use from retail to church-related convention hall/auditorium activities will not impact residential or sensitive use, will not cause significant noise impacts, services are available, parking will be adequate based on shared parking and the use will generally be compatible with existing commercial uses and the surrounding as follows: A. Distance from existing residential uses: The subject property is located at the southeast corner of Pacific Coast Hwy and Artesia Blvd, surrounded by other general commercial uses. A 64-unit residential condominium (2411 Prospect Avenue) is located to the immediate east and additional low density residential uses are located to the southeast of the subject site (behind 2420 PCH church building). Supermarkets are characterized by steady but variable customer activity throughout the typical waking hours, with lower levels of activity in the late evening hours. Conversely, the proposed use may involve sustained and higher levels of activity for shorter periods of time. Exterior lighting, noise from within the building, especially amplified music and skate park use, and noise associated with people coming and going in the parking lot may occur. Although the exterior noise environment is dominated by traffic, the use could impact surrounding residential uses if conducted in the late evening when traffic levels are reduced and background noise levels are reduced. The noise control standards in Section 8.24.040 restrict commercial activities, band rehearsals, and similar noise producing activities that are plainly audible from a residential dwelling unit’s property line to 10:00 p.m. and 8:00 a.m. Construction activities on weekends are limited to 9:00 a.m. to 5:00 p.m. to reduce noise. Since an acoustical study was not provided, hours are limited to 9:00 a.m. to 9:00 p.m. for all uses, which will also allow time for people to vacate the building and leave the parking lot prior to 10:00 p.m. All events and activities shall be fully contained within the building; all doors and windows shall be fully closed when amplified sound is projected. Should noise complaints or issues occur, the Community Development Director shall review the complaint and may impose appropriate mitigations such as installation of soundproofing, etc. Further issues will require Planning Commission review. 3 658 Lighting in the parking lot is currently downcast and full cut off; standard limitations on exterior lighting in parking lots (Section 17.44.160(C)) and the building are included as conditions of approval. B. Amount of existing or proposed off-street parking facilities, and distance from the proposed use: Parking is mitigated as set forth under Parking Plan. C. Location of and distance to churches, schools, hospitals and public playgrounds: The subject site is located adjacent to other church owned and operated buildings (Attachment 6, Addendum D). This close proximity is ideal for expansion of church related uses. Another church (Journey of Faith Christian) and Mira Costa High School are located approximately 500 feet northeast of the subject site. The church and the high school will not be affected by the Hope Chapel expansion into the subject site. D. The combination of uses proposed: Hope Chapel will be the only tenant of the former retail building, and the proposed uses are related to the adjacent church uses. Any potential convention hall/auditorium use by the public would be compatible during the time that ownership remains the same. Since these buildings are not attached, it is anticipated that any future uses will also be compatible due to noise restrictions and use restrictions relating to shared parking. The project is conditioned to restrict use of the kitchen to prepared foods only, in conjunction with approved uses within the building. E. Precautions taken by the owner or operator of the proposed establishment to assure the compatibility of the use with surrounding uses: The applicant has not proposed any specific conditions to address compatibility. Compatibility with residential uses is addressed under item A and compatibility with Hope Chapel is addressed under item D. Since the proposed convention hall/auditorium use is enclosed and set back from PCH and Artesia Blvd., a noise dominated commercial corner, it is not anticipated that other nearby commercial uses, including offices and commercial center would be affected. Further, the project is conditioned to limit the hours of operation from 9:00 a.m. to 9:00 p.m. F. The relationship of the proposed business-generated traffic volume and the size of streets serving the area: The maximum proposed occupancy of the subject site is 300 persons. Access to Hope Chapel is via two shared driveways on the east side of PCH for northbound traffic; three shared driveways on the south side of Artesia Blvd access Hope Chapel and the subject site. Both PCH and Artesia Blvd are commercial corridors with high traffic volumes and are capable of accommodating the expected traffic demand. The proposed use will not significantly increase traffic generation in comparison to the former retail/grocery store use. Parking at 2306-2510 Artesia and 950 Artesia Blvd. is internally connected so that people can move from one shared parking lot to another without re-accessing the public street; parking at 2200 PCH is accessed from PCH which may require overflow parking demand to egress back onto PCH. Conditions requiring signage and a parking management plan address congestion relating to parking at multiple locations. G. The proposed exterior signs and decor, and the compatibility thereof with existing establishments in the area: The applicant is proposing to retain the existing building exterior décor and provide two new Hope Chapel signs on the building. A condition of approval is recommended to require a sign permit for new signage at the subject site. Lighting shall conform to Section 17.44.160(C). Signage regarding shared parking use shall be established in all shared parking lots consistent with the conditions of approval to the satisfaction of the Community Development Director. H. The number of similar establishments or uses within close proximity to the proposed establishment: 4 659 The proposed convention hall/auditorium use is intended to be an expansion of the activities of Hope Chapel located south of the subject site. I. Noise, odor, dust and/or vibration that may be generated by the proposed use: The limited operation of the proposed convention hall/auditorium use is not expected to generate odors or dust. Vibration from the skate park is not expected to be noticeable outside the building. The application does not include live entertainment, however, it is expected that amplified music or speakers may occur as part of the youth activities or special events. Such noise and possibly noise from the skate park may be audible outside the building. Therefore, in the absence of an acoustical study, a limitation is placed on operations and hours of operation, between 9:00 a.m. and 9:00 p.m., to mitigate possible noise concerns. Should noise issues occur, remedies include, but are not limited to, cessation of amplified sound, further limitation on hours, and/or an acoustical study to determine appropriate mitigations such as installation of soundproofing. J. Impact of the proposed use to the city's infrastructure, and/or services: The primary convention hall/auditorium use is less intense than the previous retail/grocery store (use which has a high electric demand) and will have minimal utilities demand due to its limited operation hours. The use will be located in an existing building with available utilities and services. If the operation is conducted in accordance with all conditions of approval, impacts to police services are anticipated to be minimal. K. Will the establishment contribute to a concentration of similar outlets in the area: The proposed convention hall/auditorium use will not contribute to a concentration of church uses in the area as the subject site will be an ‘annex’ to the existing church uses located at 2420 PCH. Further, the proposed use is proposed to be limited in hours of operation. L. Other considerations that, in the judgment of the planning commission, are necessary to assure compatibility with the surrounding uses, and the city as a whole: No other impacts are identified. Section 6. Based on the foregoing, the Planning Commission hereby approves Conditional Use Permit 10-4 and Parking Plan 10-5 subject to the following Conditions of Approval: Conditions for Conditional Use Permit for 2510 Pacific Coast Highway 1. The details of the project application and supplemental materials are incorporated as Conditions of Approval unless modified herein. The floor plan shall be substantially consistent with the submitted site plan and floor plan approved by the Planning Commission on April 20, 2010. Minor modifications to the plans required compliance with project conditions or codes and rearrangement of furniture and installation of partition walls within the auditorium may be approved by the Community Development Director provided that use is not changed, intensity of use is not increased and the arrangement of space would not increase noise impacts. 2. Use of the building is limited to 60 people for youth activities, and a total of not more than 300 people on the site for special events. The hours of operation associated with all uses shall be limited to between 9:00 a.m. to 9:00 p.m. daily. Special events shall be limited to 5:30 p.m. to 9:00 p.m. on weekdays and 9:00 a.m. to 9:00 p.m. Saturday and Sunday. 3. Not more than eight (8) special events shall be conducted per month. Use of the building shall not be open to the general public, and the building shall not be rented or otherwise made available to the general public for events or activities. Only the Hope Chapel, or its bona fide members, may use the building for events and activities. Individual admission charges shall not be charged for use of the building. Special events shall not be scheduled at times when other functions will limit the available parking at 926 Artesia Blvd. and 2200-2510 Pacific Coast Highway. 5 660 4. All events and activities shall be fully contained within the building. No activities shall be conducted in the parking lot. 5. Management/operators shall be responsible for maintaining sound levels, including amplified sound, so that sound is not plainly audible at residential dwellings and does not impact commercial uses. All doors and windows shall be fully closed when amplified sound is projected. Should noise complaints/issues occur, the Community Development Director shall review any complaint and may require the applicant to install acoustic features to maximize sound proofing to achieve a STC (sound transmission class) rating of at least 58, and undertake noise monitoring or conduct an acoustical study to determine appropriate mitigations. 6. The project shall additionally comply with the requirements of the Noise Control Ordinance in Chapter 8.24; where its provisions conflict with this approval, the most restrictive provisions shall apply. 7. The exterior of the premises shall be maintained in a neat and clean manner and maintained free of graffiti at all times. 8. All signs shall comply with Chapter 17.50 of the H.B.M.C. Sign permits shall be obtained from the Community Development Department. 9. Lighting in the parking lot, as well exterior building lighting, shall conform to H.B.M.C. Section 17.44.160(C). 10. The operation of the business shall comply with all applicable requirements of the Building, Fire and Public Works Department, and the Municipal Code. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. Conditions for Parking Plan for 926 Artesia Blvd. and 2200, 2306, 2420 and 2510 Pacific Coast Highway. 11. Planning Commission Resolutions 88-34 and 89-1 are hereby rescinded and the shared parking arrangement for the properties at 926 Artesia Blvd., and 2200 through 2510 PCH shall be governed exclusively by the provisions herein. Resolution 89-9 shall remain in effect to the extent it governs the Conditional Use Permit for 2420 PCH; except that, Condition of Approval No. 8 in Resolution 89-9 is hereby deleted. 12. 926 Artesia Blvd. and 2200, 2306, 2420 and 2510 PCH: A minimum of 300 parking spaces shall be maintained in all shared parking lots to serve special event uses at 2510 PCH. A minimum of 90 parking spaces shall be maintained in the parking lot at 2510 Pacific Coast Highway for all other use of that property authorized under this Conditional Use Permit 10-4. Secure bicycle parking for at least five (5) bicycles shall be provided at 2510 PCH; provided that one parking space may be replaced by this bicycle facility if determined by the Community Development Director that no other viable alternative exist. 13. 2420 PCH: A minimum of 250 parking spaces shall be maintained in all shared parking lots to serve the conditionally permitted Church uses at 2420 PCH authorized under PC Resolution 89-9. 14. 2200 PCH: 37 parking spaces at 2200 PCH shall be available for shared parking by 2510 and 2420 PCH at all times, and an additional 40 spaces shall be available for shared parking by 2420 PCH from 6:00 p.m. Friday to 12:00 midnight Sunday 6 661 15. 2420 PCH: 15 parking spaces at 2420 PCH . shall be available for shared use by 2306 PCH, Monday through Friday, 8:00 a.m. to 5:00 p.m. The subject 15 parking spaces shall be posted with signs stating “reserved parking for employees of 2306 Pacific Coast Highway, Monday through Friday, 8:00 a.m. to 5:00 p.m.” 16. 926 Artesia Blvd: 69 parking spaces at 926 Artesia Blvd. shall be available for shared use by 2306, 2420 and 2510 PCH, as necessary to serve the parking needs for the various uses authorized on the properties. 17. 2306 PCH: 31 parking spaces at 2306 PCH shall be used for the onsite office uses Monday through Friday 8:00 a.m. to 5:00 p.m. and shall, at all other times, be available for shared use by 2420 and 2510 PCH, as necessary to serve the parking needs for the various uses authorized on the properties. 18. Sale of any portion of the properties subject to the shared parking arrangement such that all parcels are no longer under common ownership, or change in type of uses, control over parking arrangements or parking demand, or intensity of uses conducted on the properties subject to the shared use arrangement, shall trigger City review of this Parking Plan and any other entitlement related to the uses on the properties at 926 Artesia Blvd. and 2200-2510 PCH. Any significant change that would affect parking demand and therefore use, shall require a Parking Plan and Conditional Use Permit amendments as applicable, at the applicant’s expense. 19. Signage of type, number, location and content approved by the Community Development Department shall be placed on the site at 2510 PCH and in all shared parking lots with information on shared parking spaces and time periods. 20. To manage parking for special events at 2510 PCH and services at 2420 PCH, a parking management plan shall be filed and approved by the Community Development Director. Should complaints be received or problems occur, then the parking management plan will be modified to address those concerns to the satisfaction of the Community Development Director. Should the original complaints be substantial or irresolvable, or should problems continue, then the Community Development Director shall refer the matter to the Planning Commission for review of the Parking Plan and Conditional Use Permit. General Conditions of Approval 21. A covenant shall be recorded on the properties, in a form approved by the City Attorney and with the City made a party thereto, to reflect the shared parking arrangement, limiting the use of the sites as set forth in Conditional Use Permit 10-4, Parking Plan 10-5 and Conditional Use Permit 89-9, and prohibiting the elimination of any parking spaces for each site subject to this approval (926 Artesia Boulevard and 2200-2510 Pacific Coast Highway). 22. The Conditional Use Permit and Parking Plan shall not be effective unless and until all code violations are corrected and the building and its use conform to all codes, and Conditions of Approval have been complied with. Approval of these permits shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested, in writing to the Community Development Director including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. Section 7. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. 7 662 8 663 664 Attachment 7 Legal Verification 665 666 667 668 669 670 671 672 673 674 675 676 677 678 679 PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonDarin Eng622.4460.00Little 2016PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.16STORE NUMBER - ---- P.C.H. & ARTESIA, HERMOSA BEACH, CA.C-1BB/SACONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-2SEE SHEET C-3 1680 PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonDarin Eng622.4460.00Little 2016STORE NUMBER - ---- P.C.H. & ARTESIA, HERMOSA BEACH, CA.C-2BB/SACONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-1SEE SHEET C-3 PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.161681 PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonBB/SADarin Eng622.4460.00Little 2016STORE NUMBER - ---- P.C.H. & ARTESIA, HERMOSA BEACH, CA.C-3CONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-1 & C-2 SEE SHEET C-1PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.161682 PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASON622.4460.00Little 2016STORE NUMBER - ---- P.C.H. & ARTESIA, HERMOSA BEACH, CA.C-4BB/SACONCEPTUALLIDPLANSCALE:1"=20'PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.161PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.09.172683 684 685 686 687 688 689 690 691 692 693 694 695 1 CITY OF HERMOSA BEACH COMMUNITY DEVELOPMENT DEPARTMENT MEMORANDUM Date: April 17, 2017 To: Honorable Chairman and Members of the Hermosa Beach Planning Commission From: Kim Chafin, Senior Planner Subject: Correction to Lazy Acres Staff Report and Resolution Recommendation We apologize for attaching an outdated Parking Study to the Lazy Acres staff report. The updated Parking Study has been uploaded to the on-line agenda. Please note the updated Parking Study has been posted since February on the City’ web page that is entitled “Programs/Projects/Plans”. Also, the Lazy Acres staff report and PDP/CUP resolution indicates that “The market’s proposed hours of operation will be from 6 AM to 10 PM daily, and the store will be open to the public from 9 AM to 10 PM.” The first part of the sentence is correct, but the last part indicating “and the store will be open to the public from 9 AM to 10 PM” is incorrect. The market will actually be open to the public starting at 6 AM. Please note all of staffs’ analyses and the conditions of approval were based on operations of 6 AM to 10 PM; however, it was misstated in the report and PDP/CUP resolution.  Corrections to the Staff Report: o Page 3, under Operations, 2nd paragraph, 1st sentence: delete the words “and the store will be open to the public from 9 AM t 10 PM”; o Page 4, Paragraph 4, last sentence: delete the words “before the market openings”; o Page 5, Item 1.g.: delete the words “before the market openings”; o Page 6, Item 1.g.: delete the words “before the market openings”.  Corrections to the PDP/CUP resolution: o Page 2, Item #6, 1st sentence: delete the words “and the store will be open to the public from 9 AM t 10 PM”; o Page 3, line 10 from top of page: delete the words “before the market openings”; o Page 5, Item #1.g.: delete the words “before the market openings”; o Page 11, Item 8.g.: delete the words “before the market openings”. We apologize for the mistake and recommend that the PDP/CUP resolution be adopted with the above-referenced corrections to Pages 2, 3, 5 and 11. 696 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 REVISED APRIL 17, 2017 (SEE ATTACHMENT 9) PDP 16-6, CUP 16-2 and PARK 16-7 -- Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market; and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi- tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway; and adoption of the Mitigated Negative Declaration. Applicant: Bristol Farms Sam Masterson 951 E. 230th Street Carson, CA 90745 Recommended Action: To adopt the attached Resolutions approving the Precise Development Plan, Conditional Use Permit, and Parking Plan subject to conditions, and adopting the Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. Background: ZONING: C-3 General Commercial GENERAL PLAN: General Commercial SQUARE FEET: 29,653 square feet (no change) PARKING REQUIRED/PROVIDED: 119 spaces/119 spaces (66 designated solely for Lazy Acres and 53 spaces shared with Hope Chapel) ENVIRONMENTAL DETERMINATION: Mitigated Negative Declaration required pursuant to section 15063 of the California Environmental Quality Act (CEQA) Bristol Farms submitted an application for a Precise Development Plan to allow a food and beverage market within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for approximately 1,800 square feet of outdoor dining accessory to the proposed food and beverage market, and a Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway. 697 The existing building is located within a small shopping center at the southwest corner of Artesia Boulevard and Pacific Coast Highway. Hope Chapel is located immediately south of the proposed Lazy Acres Market building (2420 Pacific Coast Highway), and its facilities include a worship sanctuary, meeting rooms and administrative offices. East of Hope Chapel, but not immediately adjacent to the proposed market, is a single-family residential neighborhood fronting on 24th Street. Immediately east of the proposed market is a 10-unit multi-family residential complex (The Victorian condominiums). The shopping center is shared by other commercial uses, including restaurants which occupy a separate building on a separate parcel at the extreme northwest corner of the shopping center. A larger building at the northeast corner of the site is occupied by commercial office uses (Shorewood Building at 950 Artesia Boulevard). The site is currently accessed from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. An Initial Study was conducted, and the City determined that with changes to the project or conditions on the project, the project would not result in any significant environmental impacts. On October 26, 2016, the City released the Mitigated Negative Declaration for a 20-day public review. At the Planning Commission’s November 15, 2016 public hearing, comments were made regarding the proposed project and the Mitigated Negative Declaration. The Planning Commission voted to continue the public hearing so that the comments could be addressed. Links to the agenda materials and meeting video are: http://hermosabeach.granicus.com/GeneratedAgendaViewer.php?view_id=6&clip_id=4 306 http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4306 The applicant subsequently revised the project, and the Initial Study was updated to analyze the revised proposed project. On March 23, 2017, the City released the Mitigated Negative Declaration for a 20-day public comment period ending April 12, 2017. The Mitigated Negative Declaration determined that, because revisions in the project have been made by or agreed to by the project proponent, there will not be significant environmental impacts. It should be noted that Hope Chapel has filed a separate PDP application for an expansion of their existing premises, but that application has not yet been deemed complete, and therefore is anticipated to be presented to the Planning Commission at a future meeting. However, the Parking Plan application applies to both Hope Chapel and Lazy Acres, and the parking analysis addresses Hope Chapel’s existing conditions as well as their proposed expansion. Project Description Building Modifications The project is a renovation of an existing 29,653 square foot building to accommodate a commercial supermarket (Lazy Acres Market). The proposal retains the original square footage and footing of the existing building, originally constructed in 1963 or earlier as a 698 supermarket, and previously occupied by Lucky’s and Albertson’s markets. It is currently used by Hope Chapel Church as a youth center. (Hope Chapel’s main facilities are adjacent to the proposed supermarket, in the existing 2420 Pacific Coast Highway building located immediately south of the subject building.) The project consists primarily of interior renovations, with demolition and removal of existing non-structural elements in the building and construction of new non-structural elements, including roof- mounted solar panels. Exterior modifications to the building include new façade treatments on the building’s north and west sides (wood siding, stucco, window treatments, entry and exists, architectural canopies and lighting) and modifications to the receiving area on the building’s east side. Proposed architectural features include a 38-foot high tower on the north elevation and a 32’-4” hip roof at the northeast corner of the building. Exterior improvements also include an outdoor seating area with 56 seats with tables available as a dining area for market patrons. The proposed modifications to the receiving area on the east side of the building include construction of a loading dock, recessed down four feet from finished floor at the bottom of the truck ramp into the building. When deliveries are not being made, the loading dock will be closed with a vertical section door. Deliveries will also enter the building by hand truck through a closable entry in the screen wall. A trash compactor will be sited within the same enclosed area. A floor drain will direct drainage from the trash compactor enclosure to the municipal wastewater collection system. The entire receiving area will be covered by an engineered, frame construction patio cover. The proposed project includes construction of two walls in the area of the building’s east side. An 8-foot high masonry wall is proposed to replace sections of the existing wrought iron fence adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the residential parcel and 60 feet along the neighboring residential parcel’s north property line. The wall will provide a gated opening to preserve the existing pedestrian access to the residential parcel at the same location. A second screen wall is proposed within the subject building’s east area to separate the east façade of building and the loading dock area from the rest of the access area (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building). The wall is also intended to provide additional buffering of receiving area activities to adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 to 17 feet high and extend 114 feet down the length of the access area parallel to the east side of the building. Site Improvements Additional site improvements include reconfiguration of the parking lot layout, asphalt grand and overlay as required for ADA path to/from ADA parking stalls, with new re- striping of the parking lot, and installation of landscaping and underground water filtration equipment. The conceptual LID plan identifies bmps, drainage areas, permeable paving and specifics on filtration devices for catch basins. Parking lot landscaping is proposed fronting Pacific Coast Highway (PCH), Artesia Boulevard, and multiple places within the interior of the parking lot. 699 Operations The project proposes to share parking with Hope Chapel Church located on the neighboring lot so the south. The Hermosa Beach Municipal Code (HBMC) requires a total of 119 spaces for the market. The proposed project includes 119 spaces, and the shared parking plan proposes 66 spaces for the sole use of Lazy Acres and a balance of 53 spaces shared with Hope Chapel during peak weekday and weekend periods. Hope Chapel is allotted 147 spaces for its sole use. The market’s hours of operation are proposed from 6 AM to 10 PM daily. The outdoor seating area will be in operation from 9 AM to 10 PM daily. There will be no table service, alcohol consumption will not be allowed, and lighting will be timed to turn off automatically at 10 PM. The outdoor seating area will be equipped with audio speakers for music, which will be timed to turn off at 10 PM to coincide with store hours. Outdoor music at the dining area is unlikely to be audible to residences on the east side of the building. However, to ensure that this is so, the applicant has incorporated into its project description the recommendation of the City’s acoustic analysis to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from 65-foot semi-truck trailers approximately 4 times per day, 7 days a week, occurring between 9 AM and 6 PM at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery, and at least two of these deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries, and the refrigeration trailer will be connected to a separate power source within the building. All delivery trucks will be prohibited from idling more than five minutes. Deliveries will also be made by smaller, side-loading vendor trucks an average of 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the “alleyway” entrance (the drive aisle located along the east side of the loading dock), and north of the residences. Products will be wheeled by hand truck into the store receiving area through a doorway in the screen wall. Deliveries of this type will occur between the hours of 9 AM and 6 PM. While the exhaust system of most side-loading trucks is three feet above ground level, some of the side-loading trucks (approximately two of the 20 trucks per day) have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. To avoid noise impacts associated with these higher exhaust systems, the applicant has incorporated into its project description the recommendation of the City’s acoustic analysis that side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning, between 6 AM and 9 700 AM, or they will park their trucks a minimum of 60 feet from the nearest residential building during normal receiving hours. Pick-up and drop-off service of the trash compactor hauler will be limited to the hours of 9 AM to 6 PM, and is expected to occur two to three times per week. The proposed project includes a Captiveaire Pollution Control Unit (PCU) on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The project also proposes transportation management features to facilitate use of alternative transportation modes by market employees, including: 1. A display case/kiosk displaying transportation information regarding: a. Transit maps, routes and schedules for routes serving the site; b. Contact information for ridesharing agencies, transit agencies and other transit-related information; c. Bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; 2. Bicycle racks to accommodate employees and customers who bicycle to the site; and 3. Employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. Analysis Following the November 15, 2016 Planning Commission public hearing, the applicant revised the project to address comments received, and the City’s Initial Study was updated to analyze the revised proposed project. The Initial Study determined that impacts to Noise were potentially significant. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project. The Traffic Impact Analysis of the proposed revised project was amended to address comments received, and the Parking Study of the project was also updated based on revisions to the proposed project. It was determined that because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant environmental impact, and a Mitigated Negative Declaration was prepared. Several of the proposed project components were key factors in the determination that the project would not result in significant environmental impacts, and as such, those components are included as conditions of project approval. Planning Commission approval would be required in the future for any proposed removal or substantial modification of project components that are required as conditions of project approval. 1. Noise attenuation measures to buffer sound from delivery areas include: a. an 8-foot high masonry wall replacing sections of existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the condos and 60 feet along the condos’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; 701 c. loading dock deliveries limited to hours of 9AM to 6 PM; d. refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e. all delivery trucks prohibited from idling more than five minutes f. use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. 2. Noise attenuation measures to buffer sound from outdoor dining area include: a. use of outdoor audio speakers limited to 9AM to 10 PM; and b. sound level from outdoor audio speakers not to exceed 55 dBA at any location 10 feet from the dining area. Precise Development Plan and Conditional Use Permit Pursuant to Hermosa Beach Municipal Code (HBMC) Sections 17.58 and 17.40, the proposed application requires a Precise Development Plan (PDP) and Conditional Use Permit (CUP) for accessory outdoor dining. The purpose and intent of Precise Development Pan and Conditional Use Permit review is to achieve a reasonable level of quality, compatibility, in harmony with the community's social, economic and environmental objectives, and to protect existing and potential developments, and uses on adjacent and surrounding property. The following PDP and CUP criteria are analyzed to ensure compatibility with the surrounding environment: 1. Distance from existing residential uses in relation to negative effects: The proposed project is located on a commercially zoned lot with the nearest residential uses located adjacent to the building and parking lot, occupying the southeastern border of the property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that was built in the early 1970’s. The subject building was granted permits in 2010 to be used as a youth service center and auditorium for Hope Chapel. City records indicate prior use of the building was a supermarket as early as 1963 until the conversion to the youth center in 2010. The proposed supermarket is designed with the customer entrance/exits on the north side of the building and ancillary outdoor seating along the north side as well. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and 702 well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The acoustic analysis included a recommendation to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Conditions of approval limit the use of the outdoor seating area from the hours of 9 AM to 10 PM and restrict the sound levels from outdoor audio speakers not to exceed 55 dBA at any location 10 feet from the dining area. The market’s delivery areas are located on the east side of the building. Conditions of approval that incorporate noise attenuation measures to buffer sound from delivery areas include: a. an 8-foot high masonry replacing sections existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the condos ad 60 feet along the residence’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; c. loading dock deliveries limited to hours of 9AM to 6 PM; d. refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e. all delivery trucks prohibited from idling more than five minutes; f. use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. The project site is urban in character, with generally high levels of existing lighting along Pacific Coast Highway, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are adjacent residential buildings east of the project site. A condition of approval is included which requires all exterior lighting to be downcast and fully shielded, and illumination contained within the property boundaries, thereby minimizing the impact to nearby properties while maintaining appropriate lighting for safety concerns. 2. The amount of existing or proposed off-street parking in relation to actual need: Parking is analyzed under the Parking Plan section of this report. With approval of the Parking Plan, the City finds that the site is adequately parked to serve all uses on the site (supermarket, church and commercial office building) during peak periods. 703 3. The location of and distance to churches, schools, hospitals and public playgrounds: The subject site is located adjacent to Hope Chapel and proposes to share parking with the church during peak hours for the church. The application was submitted with input from Hope Chapel regarding the church’s anticipated expansion and operations and how they will coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts are anticipated. 4. The combination of uses proposed, as they relate to compatibility: Lazy Acres supermarket will be the only tenant of the existing 2510 Pacific Coast Highway building. The proposed supermarket includes a primary element of retail with an ancillary outdoor dining area for on-site consumption. It is typical of supermarkets to offer an ancillary dining component for on-site consumption or take-out, and the proposed combination of uses is similar to other established supermarkets such as Vons and Ralphs. No impacts are anticipated. 5. Precautions taken by the owner or operator of the proposed establishment to assure the compatibility of the use with surrounding uses: The applicant has integrated into the revised project proposal several specific conditions to address compatibility with the surrounding uses, including: a. A shared parking arrangement with Hope Chapel Church to ensure adequate parking during peak periods for all uses on the site (church, supermarket and commercial office building); b. Measures to buffer the adjacent residences from noise from delivery areas, such as new masonry walls, restricted delivery times/areas; c. Measures to buffer the adjacent residences from noise from the outdoor dining area, such as restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers; and d. Pollution control unit to on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor; 6. The relationship of the estimated business-generated traffic volume and the capacity and safety of streets serving the area: A Traffic Impact Analysis was prepared by the applicant and peer reviewed and accepted by the City. It addressed conversion of the church youth center to the proposed Lazy Acres supermarket, as well as a potential future renovation/expansion at the adjacent Hope Chapel Church (2420 Pacific Coast Highway), and conversion of an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by general office uses, to church annex/offices. The traffic study included Level of Service (LOS) analysis of existing conditions, existing plus project conditions, project opening year without project conditions, and project opening year with project conditions of 12 intersections in the vicinity of the project:  8th Street at Sepulveda Boulevard (SR-1);  2nd Street at Sepulveda Boulevard;  Longfellow Avenue at Sepulveda Boulevard;  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (SR-1); 704  21st Street at Pacific Coast Highway (SR-1);  16th Street at Pacific Coast Highway (SR-1);  Pier Avenue-14th Street at Pacific Coast Highway;  Gould Avenue at Ardmore Avenue;  Artesia Boulevard at Prospect Boulevard;  Artesia Boulevard at Meadows Avenue;  Artesia Boulevard at Peck Avenue-Ford Avenue; and  Artesia Boulevard at Aviation Boulevard. All of the intersections are signalized, except Gould/Ardmore Avenue, which is controlled by a boulevard stop. All intersections operate at an acceptable LOS (LOS D or better) during weekday AM and PM peak hours, with the exception of three:  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (LOS F at AM peak hour);  Gould Avenue at Ardmore Avenue (LOS E at AM and PM peak hours); and  Artesia Boulevard at Aviation Boulevard (LOS F at AM and LOS E at PM peak hours). All intersections currently operate at an accepted LOS (D or better) during the Sunday mid-day peak hour. If additional traffic generated by the project is added to current conditions, the LOS for all intersections remains the same, with the exception that the PM peak hour LOS at the Ardmore/Gould Avenue intersection degrades from E to F. For a non-signalized intersection such as this one, the project would have to increase the volume of traffic by 10% or more to be considered a significant impact, according to City of Hermosa Beach traffic thresholds. The project would increase traffic at this intersection by 1.2% at the PM peak hour and 0% at the AM peak hour. The traffic analysis also examined projected conditions for 2018, when the market is anticipated to open to the public, with future conditions assuming a 1% ambient growth rate in addition to additional traffic from 28 other proposed projects in the vicinity that are currently in different stages of the planning/approval process. Without traffic generated by the Lazy Acres market, the LOS at the studied intersections will remain the same with the following exceptions:  Gould Avenue at Ardmore Avenue (LOS at the AM peak hour degrades from E to F);  2nd Street at Sepulveda (LOS at the AM peak hour shifts from D to E);  Ford Avenue-Peck Avenue/Artesia Boulevard (LOS at the AM peak hour shifts from D to E); and  Artesia Boulevard at Aviation Boulevard (LOS at the PM peak hour shifts from E to F). 705 When traffic generated by the Lazy Acres market is added to the future 2018 conditions, there is no change in LOS. While there is an increase in traffic volumes at nearly all of the 12 intersections, none of the signalized intersections undergoes an increase of 0.05 in the intersection-to-capacity ratio (ICU), the City of Hermosa Beach threshold for signalized intersections. The volume increase at the Gould/Ardmore intersection (the only non-signalized intersection of the analysis) is less than 10%, which is the City’s threshold for non-signalized intersections. The site is currently accessed by vehicles from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. These multiple vehicular ingress/egress points limit impacts to street traffic on Pacific Coast Highway and Artesia Boulevard. The delivery vehicle route, entering on Artesia Boulevard, is designed to limit significant stopping or reversing of vehicles on Artesia Boulevard and Pacific Coast Highway, and is not identified as contributing to a significant impact. The project also proposes transportation management features (consistent with HBMC Section 17.48 -Trip Reduction and Travel Management), to facilitate use of alternative transportation modes by market employees, including:  a display case/kiosk displaying transportation information regarding: o transit maps, routes and schedules for routes serving the site; o contact information for ridesharing agencies, transit agencies and other transit-related information; o bicycle route and facility information, including regional/local bicycle maps and bicycle safety information;  bicycle racks to accommodate employees and customers who bicycle to the site; and  employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. 7. The proposed exterior signs and décor, and the compatibility thereof with existing establishments in the area: The applicant proposes to alter the existing façade along the north and west sides of the building and minimal renovation the east and south sides of the building. The proposed façade alterations along the north and west sides of the building include installation of wood siding, windows, a metal roof, small decorative canopies, and stucco. The proposed color schemes and decorative style are consistent with other Lazy Acres operated throughout the state which provide a rural barnyard look with a modern urban architectural touch. The site is on top of a hill at a higher elevation than all surrounding properties. The proposed improvements will be constructed within the existing envelope of the building, but includes height increases involving architectural tower elements to be constructed approximately 32’-4” and 38’ from the finished grade. The permissible height limit of the property is 35 feet. However, HBMC Section 706 17.46.010 allows towers to be constructed above the height limit provided that the towers do not exceed the height limit by more than eight feet and cover no more than five percent of the roof area, and the proposed towers are required to comply with the HBMC. Residential buildings to the rear of the site are constructed at approximately 25- 30 feet in height (2 to 3 stories), while neighboring commercial buildings along Pacific Coast Highway (like Hotel Hermosa across the street at 2515 Pacific Coast Highway) are constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject building is constructed at 35-40 feet in height. The proposed tower elements are consistent with scale and size of commercial development along Pacific Coast Highway. Lighting will be installed around the building and will be required to be downcast so to not disturb neighboring uses. Additionally, signage is shown to be installed predominantly along the north side of the building as well as the west side. The project includes a mitigation measure to require lighting for signage to be downcast and non-disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal Code. No impacts are anticipated. 8. The number of similar establishments or uses within close proximity to the proposed establishment: The proposed supermarket would be similar to two other established supermarkets in the City: Vons (located in the Hermosa Pavilion shopping center at the corner of Pier Avenue and Pacific Coast Highway) and Trader Joe’s (located at 110 Pacific Coast Highway). No impacts are anticipated. 9. Building and driveway orientation in relation to sensitive uses, e.g., residences and schools: As discussed above regarding traffic impacts, the existing site has three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic patterns will be oriented towards the north and west side of the lot where it is least impactful to nearby residences. Additionally, the customer entrance/exit for the proposed building is located on the north side of the building with an emergency exit located along the south side of the building pursuant to Fire and Building Code standards. Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S. Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of Redondo Beach. The proposed project does not include alterations to existing traffic patterns on and around the site and a Traffic Impact Analysis prepared for the project indicated that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected to operate at LOS E with or without the proposed project. No impacts are anticipated. 10. Noise, odor, dust and/or vibration that may be generated by the proposed use: The proposed project has incorporated noise attenuation measures to buffer the adjacent residences from noise emanating from delivery areas, such as new 707 masonry walls, restricted delivery times/areas. Attenuation measures to buffer the adjacent residences from noise emanating from the outdoor dining area include restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers. With the proposed sound-attenuation measures, noise impacts of the supermarket operation are less than significant. A pollution control unit on the roof will treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The supermarket operation is not anticipated to generate dust or vibration impacts. The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic increase at the site is not anticipated to create significant impacts relative to noise, as the number of increased vehicular trips generated by the project is not great enough to result in a measurable increase in roadway noise. An increase in traffic volumes of at least 26% is necessary to cause a 1 dBA increase in traffic noise. (An increase of 1dBA is well below the level of increase in noise detectable by the human ear; a 3 dBA increase is usually applied as a threshold level at which noise might be considered to have an impact.) The project’s approximately 4.5% increase does not approach a 26% increase over current traffic volumes. No impacts are anticipated. 11. Impact of the proposed use to the City's infrastructure, and/or services: The site previously operated as a supermarket prior to the existing youth center and auditorium use. Despite the proposed supermarket demanding additional utilities and services to the site as compared to the existing use, the anticipated increase in demand is not expected to impact current infrastructure and/or services. 12. Will the establishment contribute to a concentration of similar outlets in the area: The proposed supermarket will be one of three supermarkets in the city. No impacts are anticipated. 13. Adequacy of mitigation measures to minimize environmental impacts in quantitative terms: Following the November 15, 2016 Planning Commission public hearing, the applicant modified the project, and the City’s Initial Study was updated to analyze the modified project. The Initial Study/Mitigated Negative Declaration determined that, with mitigation, the project would not result in any significant environmental impacts. Several of the proposed project components were key factors in the determination that the project would not result in any significant environmental impacts, and as such, those components are included as conditions of project approval. 14. Other considerations that, in the judgement of the Planning Commission, are necessary to assure compatibility with the surrounding uses, and the City as a whole: No other impacts are identified. Parking Plan 708 Pursuant to Section 17.44.210 Parking Plans, the Planning Commission may approve a Parking Plan to allow for reduction in the number of spaces required and shared parking with nearby uses. The applicant is seeking approval of a limited shared parking arrangement with the adjacent Hope Chapel. A total of 358 on-site parking spaces are available. Lazy Acres proposes to have a total of 119 parking spaces, with 66 designated solely for their use while 53 of those 119 spaces are proposed to be shared between Hope Chapel and Lazy Acres during peak periods. A parking analysis was prepared by registered traffic engineers for the applicant and peer reviewed and accepted by the City for the proposed shared parking of Lazy Acres and Hope Chapel. Hope Chapel campus currently consists of a 34,750 square foot main/church building at 2420 Pacific Coast Highway, a 10,000 square foot office building that houses administrative offices at 2306 Pacific Coast Highway, and a 15,000 square foot office building now occupied by general office uses. The parking analysis includes a potential approximately 24,400 square foot expansion of the main church/building at 2420 Pacific Coast Highway and conversion of the 15,000 square foot office building to church annex/offices. The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres based upon the application of City Code parking ratios, by considering Hope Chapel’s anticipated operations and church attendance after the proposed expansion and associated renovations have been completed, and the use of the shared parking methodology that takes into account a mixed-use development site’s physical setting. Compared to City Code parking calculations, a program/operations-based assessment and shared parking demand analysis result in a more realistic representation of a mixed-use development’s parking needs. The conclusions from the report are outlined below. City Parking Code Requirements Lazy Acres (2510 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 119 spaces required (29,563 square foot building) Hope Chapel Building (2420 Pacific Coast Highway) Pursuant to Section 17.44, and applying an aggregate of parking ratio standards based on Hope Chapel’s submitted plans the parking requirement is equal to 814 spaces. Hope Chapel Offices (2306 Pacific Coast Highway) Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 40 spaces (10,000 square foot building) Shorewood Plaza (950 Artesia Boulevard Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 60 spaces Total Code Parking Requirement = 1,033 parking spaces 709 Compared with the Hope Chapel parking supply of 239 spaces, the 914-space requirement for the church corresponds to a code-based deficiency of 675 spaces. For Lazy Acres, the code required 119 spaces is equal to its supply of 119 spaces. A breakdown of square feet of each proposed use and the applied parking standard ratio can be found in Table 2 of the parking analysis. Shared Parking Analysis The concept of shared parking is widely recognized in the transportation planning industry and accounts for fluctuations in parking demand over time for different types of uses within a development. Due to the unique parking characteristics of the project’s mixed-use development (i.e., retail, office and church development), opportunities for shared parking can be expected. The hourly parking demand profiles utilized in the study and applied to the proposed Hope Chapel Mixed-Use project are based on profiles developed by the Urban Land Institute (ULI). The ULI publication presents hourly parking demand profiles for retail and office uses. For retail uses, peak demand occurs between 12:00 PM and 3:00 PM on weekdays and between 2:00 PM and 5:00 PM on weekends. For office uses, peak demand occurs between 10:00 AM and 12:00 PM on weekdays and weekends. The office parking demand profile was applied to the church administration offices, church annex/offices and church maintenance/storage. Table 2 of the parking analysis provides a breakdown of the proposed uses inside the Hope Chapel Building (2420 Pacific Coast Highway) and each of their applicable Municipal Code parking requirement. Additionally, table 2 of the parking analysis provides applicable Municipal Code parking requirements for the buildings at 2306 Pacific Coast Highway, 950 Artesia Blvd, and the proposed Lazy Acres building at 2510 Pacific Coast Highway. Below is a summary of Table 2 of the Parking Analysis: Hope Chapel Building (2420 Pacific Coast Highway)  Main Sanctuary = 1 space per 50 square feet  Fellowship Hall = 1 space per 50 square feet  Children’s Church/Classrooms/Nursery = 1 space per 50 square feet  Youth programs = 1 space per 50 square feet  Church Classrooms = 1 space per 50 square feet  Small Chapel = 1 space per 50 square feet  Rehearsal Room = 1 space per 50 square feet  Storage/Maintenance = 1 space per 1,000 square feet  Café = 1 space per 250 square feet  Steward Areas = 1 space per 100 square feet  Entry Lobby = ancillary use  Terrace = ancillary use  Technical Rooms (A/V, sound booth) = ancillary use  Kitchen = ancillary use 710  Common Areas (restrooms, hallways) = ancillary use Hope Chapel Offices (2306 Pacific Coast Highway)  Administration Offices = 1 space per 250 square feet Shorewood Plaza (950 Artesia Boulevard)  Church Annex/Offices = 1 space per 250 square feet Lazy Acres Market (2510 Pacific Coast Highway)  Food and beverage market = 1 space per 250 square feet Tables 6 and 7 of the parking analysis present the combined weekday and weekend parking demand for the overall Hope Chapel Mixed-Use project based on the shared parking methodology. Table 6 shows that the weekday (Friday) peak parking demand in the aggregate of 318 spaces (215 spaces for Hope Chapel and 103 spaces for Lazy Acres) is forecast to occur at 7:00 p.m. Based on the on-site parking supply of 358 spaces, a surplus of 40 spaces is forecast. Table 7 indicates that the weekend (Sunday) peak parking demand for Lazy Acres and Hope Chapel is forecast to occur at 1:00 p.m. and is equal to 338 spaces (228 spaces for the church and 110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of 20 spaces is forecast. Operations Based Parking Analysis A parking analysis was prepared by registered traffic engineers for the applicant and peer reviewed and accepted by the City for the proposed shared parking of Lazy Acres and Hope Chapel. Because hourly parking demand profiles for the church uses are not provided by ULI, the parking demand for the church use was determined based on specific, detailed, operational information provided by Hope Chapel. A detailed breakdown of the anticipated operations at Hope Chapel after their proposed expansion/remodel is provided in the parking analysis, and the Parking Plan is conditioned to require Hope Chapel operations to be consistent with the proposed operating times and uses. Table 5 of the parking analysis converts the number of persons (based on expected attendance by Hope Chapel) into the number of spaces for each 30- minute interval (by also using the anticipated schedule of activities per day of the week, as reported by Hope Chapel) based on the following conservative assumptions:  one adult per vehicle for Ministry Classes, Women’s Bible Study, and all church employees.; and  two adults per vehicle for all church worship services in the main sanctuary. Table 5 of the Parking Analysis shows peak weekday demand of 215 spaces and a peak weekend demand of 228 spaces for Hope Chapel. 711 Given the shared parking analysis results, it is concluded that the Church’s on-site supply of 239 spaces will be adequate to support weekday and weekend peak parking demand of 215 and 228 spaces respectively. Further, the on-site supply of 119 spaces at the Lazy Acres site will be sufficient as well. Although exclusive use of only 66 spaces is identified as dedicated parking for Lazy Acres, the balance of 53 spaces will be served by the shared parking supply of 145 spaces available to both Hope Chapel and Lazy Acres. The following provides a parking allocation breakdown:  Lazy Acres dedicated parking 66 spaces  Lazy Acres shared parking 53 spaces  Lazy Acres Total Parking: 119 spaces  Hope Chapel dedicated parking 147 spaces  Hope Chapel shared parking 92 spaces  Hope Chapel Total Parking: 239 spaces Lazy Acres+ Hope Chapel Total Parking: 358 spaces Based on the findings of the parking study, the future on-site supply of 358 spaces will be adequate in meeting the parking needs of Hope Chapel (presuming the proposed renovations and expansion to their main building), in combination with the re-occupancy of the 2510 Pacific Coast Highway building by Lazy Acres. Summary A PDP, a CUP and a Parking Plan are required for the conversion of Hope Chapel’s youth services center and auditorium at 2510 Pacific Coast Highway to a supermarket with ancillary outdoor seating, including shared parking between the supermarket and the church. The proposed project has incorporated building design and operational features to result in no significant environmental impacts on the surrounding area, and those features are further included as conditions of project approval. Staff recommends the Planning Commission: 1. adopt the attached resolution approving a Parking Plan for a proposed food and beverage supermarket at 2510 Pacific Coast Highway to allow parking requirements to be met with a shared parking arrangement with the two adjacent buildings at 950 Artesia Boulevard (currently a multi- tenant office building) and 2420 Pacific Coast Highway (currently Hope Chapel Church), and the parking lot currently used by Hope Chapel at 2306 Pacific Coast Highway, and adopting the Mitigated Negative Declaration; and 2. adopt the attached resolution approving a Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market, and adopting the 712 Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program. Attachments 1. Proposed Resolutions 2. Initial Study/Mitigated Negative Declaration 3. Mitigation Monitoring and Reporting Program 4. Shared Parking Study 5. Existing Resolution for the youth services center and auditorium 6. Radius Map 7. Legal Verification 8. Applicant’s Submittal 9. Revision Memorandum Respectfully Submitted by: Kim Chafin, Senior Planner Approved: Ken Robertson, Community Development Director 713 1 P.C. RESOLUTION 17-XX A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA BEACH, CALIFORNIA, APPROVING A PRECISE DEVELOPMENT PLAN TO ALLOW A FOOD AND BEVERAGE MARKET (LAZY ACRES MARKET) WITHIN AN EXISTING 29,653 SQUARE FOOT BUILDING AT 2510 PACIFIC COAST HIGHWAY (CURRENTLY HOPE CHAPEL YOUTH CENTER), CONDITIONAL USE PERMIT FOR OUTDOOR DINING ACCESSORY TO THE PROPOSED FOOD AND BEVERAGE MARKET; AND ADOPTION OF THE MITIGATED NEGATIVE DECLARATION AND MITIGATION MONITORING AND REPORTING PROGRAM. The Planning Commission of the City of Hermosa Beach does hereby resolve and order as follows: Section 1. An application was filed by Bristol Farms, requesting approval of Precise Development Plan 16-6 to allow a food and beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel youth center), and Conditional Use Permit 16-2 for outdoor dining accessory to the proposed food and beverage market. Section 2. The Planning Commission conducted duly noticed public hearings to consider the application on November 15, 2016 and April 18, 2017, at which time testimony and evidence, both oral and written, was presented to and considered by the Planning Commission. Section 3. Based on the testimony and evidence received, the Planning Commission makes the following factual findings: 1. The site is zoned C-3 which allows food and beverage markets by right. Surrounding uses consist of restaurants, a church, general office, and residential to the rear. 2. The project is a renovation of an existing 29,653 square foot building to accommodate a commercial supermarket (Lazy Acres Market). The proposal retains the original square footage and footing of the existing building, originally constructed in 1963 or earlier as a supermarket, and previously occupied by Lucky’s and Albertson’s markets. It is currently used by Hope Chapel Church as a youth center. (Hope Chapel’s main facilities are adjacent to the proposed supermarket, in the existing 2420 Pacific Coast Highway building located immediately south of the subject building.) The project consists primarily of interior renovations, with demolition and removal of existing non-structural elements in the building and construction of new non-structural elements. Exterior modifications to the building include new façade treatments on the building’s north and west sides (wood siding, stucco, window treatments, entry and exists, architectural canopies and lighting) and modifications to the receiving area on the building’s east side. Proposed architectural features include a 38-foot high tower on the north elevation and a 32’-4” hip roof at the northeast corner of the building. Exterior improvements also include an outdoor seating area with 56 seats with tables available as a dining area for market patrons. 3. The proposed modifications to the receiving area on the east side of the building include construction of a loading dock, recessed down four feet from finished floor at the bottom of the truck ramp into the building. When deliveries are not being made, the loading dock will be closed with a vertical section door. Deliveries will also enter the building by hand truck through a closable entry in the screen wall. A trash compactor will be sited within the same enclosed area. A floor drain will direct drainage from the trash compactor enclosure to the municipal wastewater collection system. The entire receiving area will be covered by an engineered, frame construction patio cover. The proposed project includes construction 714 2 of two walls in the area of the building’s east side. An 8-foot high masonry wall is proposed to replace sections of the existing wrought iron fence adjacent to the neighboring parcel occupied by multi-family residences. The wall will extend 11 feet along the west side of the multi-family residential parcel and 60 feet along the neighboring residential parcel’s north property line. The wall will provide a gated opening to preserve the existing pedestrian access to the residential parcel at the same location. A second screen wall is proposed within the subject building’s east area to separate the east façade of building and the loading dock area from the rest of the access area (used for vehicular access to the rear of the Hope Chapel building and the south side of the market building). The wall is also intended to provide additional buffering of receiving area activities to adjacent residential neighbors to the east. The east face of the wall will include vine pockets with a decorative vine trellis. The proposed screen wall will be 14 to 17 feet high and extend 114 feet down the length of the access area parallel to the east side of the building. 4. Additional site improvements include reconfiguration of the parking lot layout, asphalt grand and overlay as required for ADA path to/from ADA parking stalls, with new re-striping of the parking lot, and installation of landscaping and underground water filtration equipment. Parking lot landscaping is proposed fronting Pacific Coast Highway (PCH), Artesia Boulevard, and multiple places within the interior of the parking lot. 5. The project proposes to share parking with Hope Chapel Church located on the neighboring lot so the south. The Hermosa Beach Municipal Code (HBMC) requires a total of 119 spaces for the market. The shared parking plan proposes 66 spaces for the sole use of Lazy Acres and a balance of 53 spaces shared with Hope Chapel during peak weekday and weekend periods. Hope Chapel is allotted 147 spaces for its sole use. 6. The market’s hours of operation are proposed from 6 AM to 10 PM daily, and the store will be open to the public from 9 AM to 10 PM. The outdoor seating area will be in operation from 9 AM to 10 PM daily. There will be no table service, alcohol consumption will not be allowed, and lighting will be timed to turn off automatically at 10 PM. The City prepared a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The outdoor seating area will be equipped with audio speakers for music timed to turn off at 10 PM to coincide with store hours. Outdoor audio speakers at the dining area is unlikely to be audible to residences on the east side of the building. However, to ensure that this is so, the acoustic analysis recommends the dining area limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area, and the applicant has integrated this limitation into the proposed project. 7. Truck deliveries will conform to a delivery plan intended to avoid noise impacts to neighboring residents and other nearby land uses. Deliveries will be made by two types of trucks. The market will receive deliveries from 65-foot semi-truck trailers approximately 4 times per day, 7 days a week, occurring between 9 AM and 6 PM at the loading dock. Some of these trucks will be refrigerated, with a need to maintain refrigeration of the trailer during delivery, and at least two of these deliveries will be made by trucks owned and operated by Lazy Acres. The refrigerated trucks owned by Lazy Acres will shut off their tractor engine during deliveries, and the refrigeration trailer will be connected to a separate power source within the building. All delivery trucks will be prohibited from idling more than five 715 3 minutes. Deliveries will also be made by smaller, side-loading vendor trucks an average of 20 times per day. Most of these trucks will deliver to the east side of the building, parking near the “alleyway” entrance (the drive aisle located along the east side of the loading dock), and north of the residences. Products will be wheeled by hand truck into the store receiving area through a doorway in the screen wall. Deliveries of this type will occur between the hours of 9 AM and 6 PM. While the exhaust system of most side-loading trucks is three feet above ground level, some of the side-loading trucks (approximately two of the 20 trucks per day) have an exhaust system with the exhaust stack elevated approximately 10 feet above ground level. To avoid noise impacts associated with these higher exhaust systems, side-loading trucks with this elevated stack configuration will make their deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or they will park their trucks a minimum of 60 feet from the nearest residential building during normal receiving hours. Pick-up and drop-off service of the trash compactor hauler will be limited to the hours of 9 AM to 6 PM, and is expected to occur two to three times per week. 8. The project includes a Captiveaire Pollution Control Unit (PCU) on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. 9. The project also proposes transportation management features to facilitate use of alternative transportation modes by market employees, including: a. a display case/kiosk displaying transportation information regarding: i. transit maps, routes and schedules for routes serving the site; ii. contact information for ridesharing agencies, transit agencies and other transit-related information iii. bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; b. bicycle racks to accommodate employees and customers who bicycle to the site; and c. employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. Section 4. Pursuant to the California Environmental Quality Act, the City prepared a Mitigated Negative Declaration (MND) for the proposed project. The MND identified that impacts to Aesthetics and Transportation/Traffic were potentially significant, but with project revisions or conditions could be reduced to a less than significant level. Measures regarding aesthetics were recommended by City staff, and a professional traffic consulting firm prepared a traffic impact analysis which included measures to reduce these project-related impacts, and these have been included as conditions of approval for this project. In the Initial Study, other potential environmental impacts were identified, however, all were considered less than significant. The comment period for the Mitigated Negative Declaration was from October 26, 2016 to November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration was noticed by publication in the Easy Reader on October 27, 2016 and on the City’s website on October 26, 2016, and a public hearing was held at the time of the Planning Commission’s consideration of the request on November 15, 2016. Comments were received during the public review period. The proposed project was subsequently revised, and pursuant to the California Environmental Quality Act, the City prepared a Mitigated Negative Declaration for the revised proposed project. The Mitigated Negative Declaration identified that impacts to Noise were potentially significant, but because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant effect on the environment. Measures were recommended by City staff, and the City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the 716 4 project. The Traffic Impact Analysis of the proposed revised project was amended to address comments received, and the Parking Study of the project was also updated based on revisions to the proposed project. Measures recommended by the professional consultants have been included as conditions of approval for this project. In the Initial Study, other potential environmental impacts were analyzed, however, all were considered less than significant. The comment period for the Mitigated Negative Declaration for the revised proposed project was from March 23, 2017 to April 12, 2017. A notice of intent to adopt a Mitigated Negative Declaration was noticed by publication in the Easy Reader on March 23, 2017 and on the City’s website on March 23, 2017, and a public hearing was held at the time of the Planning Commission’s consideration of the request on April 18, 2017. No comments were received during the public comment period. The Mitigated Negative Declaration prepared for this project reflects the City’s independent judgment and analysis. The Planning Commission finds that there is no substantial evidence that the project would have a significant impact on the environment and finds the Initial Study and Mitigated Negative Declaration adequate and complete. The Planning Commission hereby adopts the Mitigated Negative Declaration. As lead agency, the City is required to adopt a Mitigation Monitoring and Reporting Program (MMRP) when approving or carrying out a project for which a Mitigated Negative Declaration identifies changes the lead agency has required, and/or made a condition of approval, to mitigate or avoid significant environmental effects. In order to monitor performance of the mitigating measures and conditions to ensure that implementation does, in fact, take place, the City has prepared a MMRP in accordance with Public Resources Code (PRC) Section 21081.6 and Section 15074(d) of the California Environmental Quality Act (CEQA) Guidelines. The Planning Commission hereby adopts the Mitigation Monitoring and Reporting Program (MMRP). Section 5. Based on the testimony and evidence received, the Planning Commission makes the following findings pertaining to the application for the Precise Development Plan and Conditional Use Permit pursuant to H.B.M.C. Sections 17.58.030 and 17.40: 1. Distance from existing residential uses in relation to negative effects: The proposed project is located on a commercially zoned lot with the nearest residential uses located adjacent to the building and parking lot, occupying the southeastern border of the property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that was built in the early 1970’s. The subject building was granted permits in 2010 to be used as a youth service center and auditorium for Hope Chapel. City records indicate prior use of the building was a supermarket as early as 1963 until the conversion to the youth center in 2010. The proposed supermarket is designed with the customer entrance/exits on the north side of the building and ancillary outdoor seating along the north side as well. The City engaged a professional noise consultant to prepare a technical noise assessment to identify acoustic impacts of the project, and the study determined that noise generated by diners is likely to be around 65 dBA, but because of the orientation and distance from the dining area to the nearby residences, it would effectively be reduced to approximately 45 dBA, a level that is consistent with current ambient noise levels at the site and compatible with residential use, and well below the 75 dBA threshold recommended for multi-family residences by the California Department of Health. The acoustic analysis included a recommendation to limit the sound level from audio speakers so that it does not exceed 55 dBA at any location 10 feet from the dining area. Conditions of approval limit the use of the outdoor seating area from the hours of 9 AM to 10 PM and restrict the sound levels from outdoor audio speakers not to exceed 55 dBA at any location 10 feet from the dining area. 717 5 The delivery areas are located on the east side of the building. Conditions of approval that incorporate noise attenuation measures to buffer sound from delivery areas include: a. an 8-foot high masonry replacing sections existing wrought iron fence adjacent to The Victorian condominiums, extending 11 feet along the west side of the condos ad 60 feet along the condos’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall along the east side of loading dock area; c. loading dock deliveries limited to hours of 9AM to 6 PM; d. refrigerated trucks owned by Lazy Acres to shut off tractor engine during deliveries, and refrigeration trailer to be connected to a separate power source within the building; e. all delivery trucks prohibited from idling more than five minutes; f. use of delivery parking area near the “alleyway” entrance and north of the residences limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration to make deliveries at market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler limited to the hours of 9 AM to 6 PM. The project site is urban in character, with generally high levels of existing lighting along Pacific Coast Highway, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are adjacent residential buildings east of the project site. A condition of approval is included which requires all exterior lighting to be downcast and fully shielded, and illumination contained within the property boundaries, thereby minimizing the impact to nearby properties while maintaining appropriate lighting for safety concerns. 2. The amount of existing or proposed off-street parking in relation to actual need: Parking is analyzed under the Parking Plan section of this report. With approval of the Parking Plan, the City finds that the site is adequately parked to serve all uses on the site (supermarket, church and commercial office building) during peak periods. 3. The location of and distance to churches, schools, hospitals and public playgrounds: The subject site is located adjacent to Hope Chapel and proposes to share parking with the church during peak hours for the church. The application was submitted with input from Hope Chapel regarding their anticipated expansion and operations and how they will coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts are anticipated. 4. The combination of uses proposed, as they relate to compatibility: Lazy Acres supermarket will be the only tenant of the existing 2510 Pacific Coast Highway building. The proposed supermarket includes a primary element of retail with an ancillary outdoor dining area for on-site consumption. It is typical of supermarkets to offer an ancillary dining component for on-site consumption or take-out, and the proposed combination of uses is similar to other established supermarkets such as Vons and Ralphs. No impacts are anticipated. 5. Precautions taken by the owner or operator of the proposed establishment to assure the compatibility of the use with surrounding uses: The applicant has integrated into the revised project proposal several specific conditions to address compatibility with the surrounding uses, including: 718 6 a. a shared parking arrangement with Hope Chapel Church to ensure adequate parking during peak periods for all uses on the site (church, supermarket and commercial office building); b. measures to buffer the adjacent residences from noise from delivery areas, such as new masonry walls, restricted delivery times/areas; c. measures to buffer the adjacent residences from noise from the outdoor dining area, such as restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers; and d. pollution control unit to on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor; 6. The relationship of the estimated business-generated traffic volume and the capacity and safety of streets serving the area: A Traffic Impact Analysis was prepared by the applicant and peer reviewed and accepted by the City. It addressed conversion of the church youth center to the proposed Lazy Acres supermarket, as well as a potential future renovation/expansion at the adjacent Hope Chapel Church (2420 Pacific Coast Highway), and conversion of an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by general office uses, to church annex/offices. The traffic study included Level of Service (LOS) analysis of existing conditions, existing plus project conditions, project opening year without project conditions, and project opening year with project conditions of 12 intersections in the vicinity of the project:  8th Street at Sepulveda Boulevard (SR-1);  2nd Street at Sepulveda Boulevard;  Longfellow Avenue at Sepulveda Boulevard;  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (SR-1);  21st Street at Pacific Coast Highway (SR-1);  16th Street at Pacific Coast Highway (SR-1);  Pier Avenue-14th Street at Pacific Coast Highway;  Gould Avenue at Ardmore Avenue;  Artesia Boulevard at Prospect Boulevard;  Artesia Boulevard at Meadows Avenue;  Artesia Boulevard at Peck Avenue-Ford Avenue; and  Artesia Boulevard at Aviation Boulevard. All of the intersections are signalized, except Gould/Ardmore Avenue, which is controlled by a boulevard stop. All intersections operate at an acceptable LOS (LOS D or better) during weekday AM and PM peak hours, with the exception of three:  Artesia Boulevard-Gould Avenue at Pacific Coast Highway (LOS F at AM peak hour);  Gould Avenue at Ardmore Avenue (LOS E at AM and PM peak hours; an  Artesia Boulevard at Aviation Boulevard (LOS F at AM and LOS E at PM peak hours). All intersections currently operate at an accepted LOS (D or better) during the Sunday mid-day peak hour. If additional traffic generated by the project is added to current conditions, the LOS for all intersections remains the same, with the exception that the PM peak hour LOS at the Ardmore/Gould Avenue intersection degrades from E to F. For a non-signalized intersection such as this one, the project would have to increase the volume of traffic by 10% or more to be considered a significant impact, according 719 7 to City of Hermosa Beach traffic thresholds. The project would increase traffic at this intersection by 1.2% at the PM peak hour and 0% at the AM peak hour. The traffic analysis also examined projected conditions for 2018, when the market is anticipated to open to the public, with future conditions assuming a 1% ambient growth rate in addition to additional traffic from 28 other proposed projects in the vicinity that are currently in different stages of the planning/approval process. Without traffic generated by the Lazy Acres market, the LOS at the studied intersections will remain the same with the following exceptions:  Gould Avenue at Ardmore Avenue (LOS at the AM peak hour degrades from E to F);  2nd Street at Sepulveda (LOS at the AM peak hour shifts from D to E);  Ford Avenue-Peck Avenue/Artesia Boulevard (LOS at the AM peak hour shifts from D to E); and  Artesia Boulevard at Aviation Boulevard (LOS at the PM peak hour shifts from E to F). When traffic generated by the Lazy Acres market is added to the future 2018 conditions, there is no change in LOS. While there is an increase in traffic volumes at nearly all of the 12 intersections, none of the signalized intersections undergoes an increase of 0.05 in the intersection-to-capacity ratio (ICU), the City of Hermosa Beach threshold for signalized intersections. The volume increase at the Gould/Ardmore intersection (the only non-signalized intersection of the analysis) is less than 10%, which is the City’s threshold for non-signalized intersections. The site is currently accessed by vehicles from three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. These multiple vehicular ingress/egress points limit impacts to street traffic on Pacific Coast Highway and Artesia Boulevard. The delivery vehicle route, entering on Artesia Boulevard, is designed to limit significant stopping or reversing of vehicles on Artesia Boulevard and Pacific Coast Highway, and is not identified as contributing to a significant impact. The project also proposes transportation management features (consistent with HBMC Section 17.48 - Trip Reduction and Travel Management), to facilitate use of alternative transportation modes by market employees, including:  a display case/kiosk displaying transportation information regarding: o transit maps, routes and schedules for routes serving the site; o contact information for ridesharing agencies, transit agencies and other transit-related information. o bicycle route and facility information, including regional/local bicycle maps and bicycle safety information.  bicycle racks to accommodate employees and customers who bicycle to the site; and o employee walking/bicycling incentives. Lazy Acres will offer incentives (e.g., local business gift card) each time an employee walks or bicycles to work. 7. The proposed exterior signs and décor, and the compatibility thereof with existing establishments in the area: The applicant proposes to alter the existing façade along the north and west sides of the building and minimal renovation the east and south sides of the building. The proposed façade alterations along the north and west sides of the building include installation of wood siding, windows, a metal roof, small decorative canopies, and stucco. The proposed color schemes and decorative style are consistent with other Lazy Acres operated throughout the state which provide a rural barnyard look with a modern urban architectural touch. 720 8 The site is on top of a hill at a higher elevation than all surrounding properties. The proposed improvements will be constructed within the existing envelope of the building, but includes height increases involving architectural tower elements to be constructed approximately 32’-4” and 38’ from the finished grade. The permissible height limit of the property is 35 feet. However, HBMC Section 17.46.010 allows towers to be constructed above the height limit provided that the towers do not exceed the height limit by more than eight feet and cover no more than five percent of the roof area, and the proposed towers are required to comply with the HBMC. Residential buildings to the rear of the site are constructed at approximately 25-30 feet in height (2 to 3 stories), while neighboring commercial buildings along Pacific Coast Highway like Hotel Hermosa (2515 Pacific Coast Highway) across the street, are constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject building is constructed at 35-40 feet in height. The proposed tower elements are consistent with scale and size of commercial development along Pacific Coast Highway. Lighting will be installed around the building and will be required to be downcast so to not disturb neighboring uses. Additionally, signage is shown to be installed predominantly along the north side of the building as well as the west side. The project includes a condition to require lighting for signage to be downcast and non-disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal Code. No impacts are anticipated. 8. The number of similar establishments or uses within close proximity to the proposed establishment: The proposed supermarket would be similar to two other established supermarkets in the City: Vons (located in the Hermosa Pavilion shopping center at the corner of Pier Avenue and Pacific Coast Highway) and Trader Joe’s (located at 110 Pacific Coast Highway). No impacts are anticipated. 9. Building and driveway orientation in relation to sensitive uses, e.g., residences and schools: As discussed above regarding traffic impacts, the existing site has three curb cuts along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic patterns will be oriented towards the north and west side of the lot where it is least impactful to nearby residences. Additionally, the customer entrance/exit for the proposed building is located on the north side of the building with an emergency exit located along the south side of the building pursuant to Fire and Building Code standards. Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S. Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of Redondo Beach. The proposed project does not include alterations to existing traffic patterns on and around the site and a Traffic Impact Analysis prepared for the project indicated that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected to operate at LOS E with or without the proposed project. No impacts are anticipated. 10. Noise, odor, dust and/or vibration that may be generated by the proposed use: The proposed project has incorporated noise attenuation measures to buffer the adjacent residences from noise emanating from delivery areas, such as new masonry walls, restricted delivery times/areas. Attenuation measures to buffer the adjacent residences from noise emanating from the outdoor dining area include restrictions on the hours of use and limitations on sound levels from the outdoor audio speakers. With the proposed sound-attenuation measures, noise impacts of the supermarket operation are less than significant. 721 9 A pollution control unit on the roof will treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. The supermarket operation is not anticipated to generate dust or vibration impacts. The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic increase at the site is not anticipated to create significant impacts relative to noise, as the number of increased vehicular trips generated by the project is not great enough to result in a measurable increase in roadway noise. An increase in traffic volumes of at least 26% is necessary to cause a 1 dBA increase in traffic noise. (An increase of 1dBA is well below the level of increase in noise detectable by the human ear; a 3 dBA increase is usually applied as a threshold level at which noise might be considered to have an impact.) The project’s approximately 4.5% increase does not approach a 26% increase over current traffic volumes. No impacts are anticipated. 11. Impact of the proposed use to the City's infrastructure, and/or services: The site previously operated as a supermarket prior to the existing youth center and auditorium use. Despite the proposed supermarket demanding additional utilities and services to the site as compared to the existing use, the anticipated increase in demand is not expected to impact current infrastructure and/or services. 12. Will the establishment contribute to a concentration of similar outlets in the area: The proposed supermarket will be one of three supermarkets in the city. No impacts are anticipated. 13. Adequacy of mitigation measures to minimize environmental impacts in quantitative terms: Following the November 15, 2016 Planning Commission public hearing, the applicant modified the project, and the City’s Initial Study was updated to analyze the modified project. The Initial Study/Mitigated Negative Declaration determined that, because revisions in the project have been made by or agreed to by the project proponent, there will not be a significant effect on the environment,. Several of the proposed project components were key factors in the determination that the project would not result in any significant environmental impacts, and as such, those components are included as conditions of project approval. 14. Other considerations that, in the judgement of the Planning Commission, are necessary to assure compatibility with the surrounding uses, and the City as a whole: No other impacts are identified. Section 6. Based on the foregoing, the Planning Commission hereby approves the proposed Precise Development Plan 16-6 and Conditional Use Permit 16-2 subject to the following Conditions of Approval: 1. Planning Commission Resolution 10-6 shall hereby be rescinded, and the Precise Development Plan and Conditional Use Permit for the property at 2510 Pacific Coast Highway shall be governed exclusively by the provisions herein. 2. The proposed modifications to the building shall be substantially consistent with plans submitted and approved by the Planning Commission on April 18, 2017. The Community Development Director may approve minor modifications that do not otherwise conflict with the Municipal Code or requirements of this approval. Any substantial deviation must be reviewed and approved by the Planning Commission. 722 10 a. Architectural treatments and accessory facilities shall be as shown on building elevations, site and floor plans. Precise building height compliance shall be reviewed at the time of plan check, to the satisfaction of the Community Development Director. b. All exterior lighting shall be downcast and fully shielded, and illumination shall be contained within the property boundaries. Lighting shall be energy-conserving and motion detector lighting shall be used for all lighting except low-level (three feet or less in height) security lighting and porch lights. Lamp bulbs and images shall not be visible from within any onsite or offsite residential unit. Exterior lighting shall not be deemed finally approved until 30 days after installation, during which period the Building Official may order the dimming or modification of any illumination found to be excessively brilliant or impacting to nearby properties. c. Lighting for signage must be downcast and non-disruptive to nearby uses and compliant with HBMC Section 17.50 (Signs). d. The exterior of the premises shall be maintained in a neat and clean manner, and maintained free of graffiti at all times. e. The establishment shall not adversely affect the welfare of the residents, and/or commercial and residential establishments nearby. f. The architectural towers at the front entrance of the building (north side) shall be subject to the development standards of Hermosa Beach Municipal Code Section 17.46.010. The proposed tower shall not exceed 38 feet in height and shall occupy no more than 5% of the total roof area. 3. Two copies of a final landscape plan, consistent with landscape plans approved by the Planning Commission, indicating size, type, quantity and characteristics of landscape materials shall be submitted to the Community Development Department and Planning Division for review and approval prior to the issuance of Building Permits. The final plan shall also include the following: a. The applicant shall provide a landscape plan to comply with Hermosa Beach Municipal Code Sections 17.22.060(H) and 8.60.070 to the satisfaction of the Community Development Director and Director of Public Works. b. An automatic landscape sprinkler system consistent with Hermosa Beach Municipal Code Section 17.22.060(H) shall be provided, and shall be shown on plans (Building Permits are required). 4. The plans shall comply with Hermosa Beach Municipal Code Section 8.44.095 and install permeable surfaces in the parking lot and other non-landscaped areas to the maximum extent feasible. If providing water-permeable surfaces on at least 50% of exterior surface area is not feasible and incorporating measures in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced by a 0.80 inch twenty-four (24) hour rain event, then the applicant shall infiltrate runoff on-site. In the event that subsurface infiltration is required, plans shall designate the exact location of the subsurface infiltration system, the applicant shall enter into 723 11 a maintenance agreement with the City (prior to final map approval) for the ongoing infiltration, and provide a surety bond to the City to guarantee that on-site, subsurface infiltration is achieved. The amount of the bond shall be determined by the Building Division. All other drainage shall be routed to an off-site facility or on-site permeable area approved by the City. To the extent possible, a portion of roof drainage shall be routed to on-site permeable areas. No drainage shall flow over any driveway or sidewalk. If the drainage of surface waters onto the property requires a sump pump to discharge said waters onto the street, the property owner(s) shall record an agreement to assume the risk associated with use and operation of said sump pump, release the City from any liability, and indemnify the City regarding receipt of surface waters from the property. The recorded agreement must be filed with the City prior to issuance of the Certificate of Occupancy. 5. Permitted hours of operation shall be 6:00 AM to 10:00 PM daily. 6. Outdoor seating along the front of the building shall be allowed only during the hours of 9:00 AM to 10:00 PM. Lighting of this area will be timed to automatically be turned off during the hours of 10:00 PM to 6AM. Outdoor audio speakers will be time to automatically be turned off during the hours of 10:00 PM to 9AM. Sound levels from outdoor audio speakers shall not exceed 55 dBA at any location 10 feet from the outdoor seating area. 7. Unloading and loading of delivery vehicles shall be conducted only during the hours of 9:00 AM and 6:00 PM, except as referenced in Condition 8.g. 8. Noise attenuation measures shall be implemented by the applicant, to the satisfaction of the Community Development Director, between the east side of the building and the adjacent residences, including: a. an 8-foot high masonry wall shall be constructed, replacing sections of existing wrought iron fence adjacent to the residences, extending 11 feet along the west side of the residences and 60 feet along the residences’ north property line; b. a 14- to 17-foot high and 114-foot long screen wall shall be constructed along the east side of loading dock area; c. unloading and loading of delivery vehicles shall be conducted only during the hours of 9:00 AM and 6:00 PM; d. refrigerated trucks owned by the market shall shut off tractor engine during deliveries, and refrigeration trailer shall be connected to a separate power source within the building; e. all delivery trucks shall be prohibited from idling more than five minutes; f. use of the delivery parking area near the “alleyway” entrance and north of the residences shall be limited to hours of 9 AM to 6 PM., with products to be wheeled by hand truck into the store receiving area through a doorway in the screen wall; g. trucks with elevated stack configuration shall make deliveries at the market’s front entrance in the morning before the market openings, between 6 AM and 9 AM, or alternatively park trucks a minimum of 60 feet from the nearest residential building during normal receiving hours; and h. pick-up and drop-off service of trash compactor hauler shall be limited to the hours of 9 AM to 6 PM. 724 12 9. The project shall include a Captiveaire Pollution Control Unit, or equivalent system as determined by the Community Development Director, on the roof to treat the air stream from the kitchen exhaust for removal of smoke and grease particles and to reduce odor. 10. The project shall comply with all requirements of the Building Division, Public Works Department and Fire Department, and the City of Hermosa Beach Municipal Code. 11. Encroachments into the public right-of-way are subject to an encroachment permit approved by the Public Works Department. 12. The subject property shall be developed, maintained and operated in full compliance with the conditions of this grant and any law, statute, ordinance or other regulation hereafter adopted that is applicable to any development or activity on the subject property. Failure of the permittee to cease any development or activity not in full compliance shall be a violation of these conditions. 13. Prior to the submittal of structural plans to the Building Division for plan check an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the Planning Division of the Community Development Department stating that the applicant/property owner is aware of, and agrees to accept, all of the conditions of this grant of approval. 14. The applicant shall submit all required plans and reports to comply with the City’s construction debris recycling program including manifests from both the recycler and County landfill; at least 65% of demolition debris associated with demolition of the existing improvements and new construction shall be recycled. 15. Prior to issuance of a Building Permit, approved civil engineering plans prepared by a licensed civil engineer, and approved by Public Works, addressing grading, undergrounding of all utilities, pavement, sidewalk, curb and gutter improvements, on-site and off-site drainage (no sheet flow permitted), installation of utility laterals, and all other improvements necessary to comply with the Municipal Code and Public Works specifications, shall be filed with the Community Development Department. 16. Civil engineering plans shall include adjacent properties/structures, sewer laterals, and storm drain main lines on street. 17. Project construction shall protect private and public property in compliance with Sections 15.04.070 and 15.04.140. No work in the public right of way shall commence unless and until all necessary permits are attained from the Public Works Department including if required, an approved Residential or Commercial Encroachment Permit. 18. Sewer flow rate for upstream and downstream manhole along with manhole rim/lid elevations must be submitted prior to grading and plan check. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 725 13 19. Sewer lateral video must be submitted with plan check submittal, if the developer plans to use the existing sewer lateral. Sewer lateral work may be required after review of the sewer lateral video. 20. Sewer main work may be required after review of sewer lateral video. 21. The project must comply with Storm Water and Urban Runoff Pollution Control Regulations (HBMC Ch. 8.44). Implement required Low Impact Development Standards, provide calculations and documents i.e. Appendix D and E of the Storm Water LID Guidelines, submit at time of grading and plan check along with an erosion control plan. 22. The Planning Commission may review this Precise Development Plan and Conditional Use Permit and may amend the subject conditions or impose any new conditions if deemed necessary to mitigate detrimental effects on the neighborhood resulting from the subject use pursuant to the procedures for modification/revocation in the HBMC. 23. Approval of this permit shall expire twenty-four (24) months from the date of approval by the Planning Commission, unless significant construction or improvements or the use authorized hereby has commenced. One or more extensions of time may be requested. No extension shall be considered unless requested, in writing to the Community Development Director including the reason therefore, at least 60 days prior to the expiration date. No additional notice of expiration will be provided. 24. Prior to issuance of a Building Permit, abutting property owners and residents within 100 feet of the project site shall be notified of the anticipated date for commencement of construction. 25. The form of the notification shall be provided by the Planning Division of the Community Development Department. 26. Building permits will not be issued until the applicant provides an affidavit certifying mailing of the notice. 27. Project construction shall conform to the Noise Control Ordinance requirements in Section 8.24.050. Allowed hours of construction shall be printed on the building plans and posted at construction site. 28. During construction traffic control measures, including flagmen, shall be utilized to preserve public health, safety, and welfare. 29. The following traffic mitigation measures must be provided on the market site, to the satisfaction of the City’s Community Development Director: a. provide a display case/kiosk displaying transportation information including: i. transit maps, routes and schedules, for routes serving the site; ii. contact information for ridesharing agencies, transit agencies, and other transit related information; iii. bicycle route and facility information, including regional/local bicycle maps and bicycle safety information; 726 14 b. bicycle racks shall be installed to accommodate employees and customers who bicycle to the site; and c. employee walking/bicycling incentive. Lazy Acres shall provide a program that provides incentives (i.e. local business gift card) each time an employee walks or bicycles to work. Section 7. This grant shall not be effective for any purposes until the permittee and the owners of the property involved have filed at the office of the Planning Division of the Community Development Department their affidavits stating that they are aware of, and agree to accept, all of the conditions of this grant. The Precise Development Plan and Conditional Use Permit shall be recorded, and proof of recordation shall be submitted to the Community Development Department prior to the issuance of a building permit. Each of the above conditions is separately enforced, and if one of the conditions of approval is found to be invalid by a court of law, all the other conditions shall remain valid and enforceable. To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”) from and against any claim, action, or proceeding brought by a third party against the indemnified parties and the applicant to attack, set aside, or void any permit or approval for this project authorized by the City, including (without limitation) reimbursing the City its actual attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to defend any such action with attorneys of its choice. The permittee shall reimburse the City for any court and attorney's fees which the City may be required to pay as a result of any claim or action brought against the City because of this grant. Although the permittee is the real party in interest in an action, the City may, at its sole discretion, participate at its own expense in the defense of the action, but such participation shall not relieve the permittee of any obligation under this condition. Section 8. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to the decision of the Planning Commission, after a formal appeal to the City Council, must be made within 90 days after the final decision by the City Council. VOTE: AYES: NOES: ABSTAIN: ABSENT: CERTIFICATION I hereby certify the foregoing Resolution P.C. No. 17-X is a true and complete record of the action taken by the Planning Commission of the City of Hermosa Beach, California at its regular meeting of April 18, 2017. ______________________________ ______________________________ Michael Flaherty, Chairman Ken Robertson, Secretary April 18, 2017 Date 727 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0240 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 TEXT 17-1 -- Text Amendment to allow religious institutions in zones allowing assembly uses, and determination that the project is categorically exempt from the California Environmental Quality Act (continued from the March 21, 2017 meeting). Recommended Action: Staff requests that the Planning Commission continue to May 16, 2017 the public hearing regarding Text Amendment 17-1 regarding religious institutions in zones that allow assembly uses. Staff needs additional time to complete a thorough analysis of those portions of the Municipal Code that could be affected. Respectfully Submitted by: Yalini Sivapathasundaram, Associate Planner Concur: Kim Chafin, Senior Planner Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™728 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0219 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 Discussion as to whether “elevator housing” should continue to be included as one of the roof structure elements that may exceed the height limit in commercial zones. Recommended Action: That the Planning Commission provide direction and prioritize issues to focus staff’s efforts, while continuing the discussion of whether the current list of roof structures allowed to exceed the height limit should continue to include “elevator housing” (Municipal Code Section 17.46.010). Background: In March, 2016 the Planning Commission discussed priority levels of various staff items and asked that elevator housing be discussed after discussion of televisions in outdoor dining areas, text amendment to allow religious institutions in zones allowing assembly uses and reducing community alcohol problems associated with alcohol sales. At the November 17, 2015 Planning Commission meeting staff presented a memorandum regarding whether elevator housing should continue to be included as one of the roof structure elements that may exceed the height limit in commercial zones. Planning Commission consensus was to direct staff to bring back the item with more information. In April, 2015 Commissioner Allen requested and seconded by Commissioner Perrotti that this specific item be placed on a future agenda for discussion. Analysis: The following report for discussion and direction provides briefs on: 1.Existing Municipal Code provisions in the zoning ordinance; 2.Survey/comparison of how other cities address elevator housing or shafts in their zoning codes; 3.Building Code and ADA provisions related to elevators, roof access, ADA requirements; and 4.Manufacture specifications that address the current practice/technology for commercial elevators. Zoning Code Municipal Code Section 17.46.010.A authorizes certain structural elements to exceed the height in City of Hermosa Beach Printed on 2/20/2024Page 1 of 4 powered by Legistar™729 Staff Report REPORT 17-0219 commercial and industrial zones by up to eight feet, provided that it covers no more than five percent of the total roof area (or if the height of the element is governed by Building Code standard, the element may exceed the height limit only by the amount necessary to comply with the Building Code). Additionally, in the C-2 and C-3 Zones, the voters set the height limit at 30 feet. (The voter-imposed height limit applies to all land zoned C-2 or C-3 at that time; thus, it includes SPA-11 zoned land along Pier Avenue as well). The exceptions from Section 17.46.010 pre-date the voter-approved height limit and thus, the height limit must be read to include these exceptions (as the height limit ordinance did not repeal them). 17.46.010 Height of roof structures. A. Commercial and Manufacturing Zones. The following elements may be constructed above the height limit, provided they do not exceed the height limit by more than eight (8) feet and cover no more than five (5) percent of the total roof area. Where the height of the element is governed by a uniform building code standard, the element may exceed the height limit only by the minimum amount necessary to comply with the uniform building code standards. 1. Elevator housing; 2. Stairways; 3. Tanks; 4. Ventilating fans; 5. Parapet fire walls; 6. Towers; 7. Chimneys; 8. Flues; 9. Vents; 10. Smokestacks; 11. Wireless masts; and 12. Similar structures as determined by the Planning Commission. C. No structure exceeding the height limit under this Section 17.46.010 shall result in additional floor area. This code section has governed the City’s review and permitting of commercial buildings for the last several decades, allowing very limited flexibility for architects/designers while ensuring that obstruction of views above the maximum height of building is minimized. Examples of recent projects where these elements are visible are the Beach House hotel and the adjacent municipal parking structure. The eight-foot maximum and five percent coverage maximum sets very strict limits to this allowance, and ensures that roof elements, including elevator housing, will not become excessively bulky or obstruct view, light and air for the general public that may view building roof tops from a variety of vantage points. Design professionals that work on commercial buildings find it very challenging to comply with the five percent rule, especially if a building contains uses that require alot of roof top mechanical equipment necessary for ventilation and exhausts (such as restaurants or buildings that contain parking structures). Other sections of the code govern the height allowances for wireless communication facilities and solar energy systems. Survey of Other Beach/Coastal Cities Twelve Southern California beach cities were surveyed to compare with Hermosa Beach’s approach and to survey whether elevators are permitted to exceed the building height of the underlying zone, and if so, what height is permissible and how much of the roof top area can be occupied by elevator housing and/or other roof equipment. A summary table and excerpts from the relevant codes are attached. The summary table shows that cities take a variety of approaches to dealing with elevator projections along with other City of Hermosa Beach Printed on 2/20/2024Page 2 of 4 powered by Legistar™730 Staff Report REPORT 17-0219 types of roof equipment or projections. Of the 12 cities studied, 9 would allow for elevators to exceed building height. Allowances by these cities varied from four feet to eighteen feet, or are undefined. Some allow as a matter of right; some require a use permit. The summary table shows that a variety of methods are used by cities to ensure that mass and bulk of elevator housing on roof tops, as well as other equipment or projections, is limited, while balancing the need for roof top access and other building considerations that may be due to the Building Code, or to provide design options. California Building Code and Americans with Disabilities Act (ADA) Issues Like other structures within a building, elevators are regulated by the International Building Code (IBC). Chapter 30 establishes primary criteria for elevators, while other sections supplement the primary criteria with special provisions, such as requirements for accessible means of egress, elevator lobbies, and shaft enclosures for hoistways. Elevators must also comply with the requirements in the American Society of Mechanical Engineers (ASME),Safety Code for Elevators and Escalators, and ICC/ANSI,Accessible and Usable Buildings and Facilities, which are referenced by the IBC. Common Terminology An elevator shaft is a hoistway through which one or more elevator cars may travel. The machine room is typically located at the top of the elevator shaft and accommodates necessary equipment and ventilation components. A pit is the part of the elevator shaft that extends below the lowest landing floor level to the floor of the very bottom of the elevator shaft. Pits and Clearances Criteria for pits and clearances in hoistways between electric and hydraulic elevators are outlined in Section A17.1 Parts 2 and 3 of the ASME. For both types of elevators, the pit depth is based on the required equipment plus the minimum bottom car clearance of 24 inches when the elevator rests on fully compressed buffers or bumpers. For top clearances, the requirements are essentially the same, except dimensions tend to vary between electric elevators and hydraulic elevators. Therefore, for design purposes, it is recommended to consult manufacturers’ design criteria for the types of elevators required for individual buildings. The 24-inch top clearance is primarily required as a safety mechanism to provide a clear space while maintenance personnel are working atop the elevator car. Machine Rooms ASME A17.1 provides the majority of the technical requirements for machine rooms and spaces, but defers fire-resistive requirements to the Building Code. The minimum clear headroom in a machine room per ASME A17.1 is 7 feet. If fire resistance of the machine is not required by the Building Code, ASME A17.1 requires that machine rooms be constructed of noncombustible materials to a minimum height of 6.58 feet. In considering the height of elevator “penthouse” height above the roof level, consideration must be made for ADA accessibility to areas that others are able to access. If the roof has a deck available for employees and the public, it must be accessible to persons with disabilities. This requires an elevator, not a stairway, and in some cases extensive ramps. If the roof is not a deck and contains only equipment, interior stairs are sufficient for access by servicing personnel. Section 1509 of the California Building Code (CBC) addresses Rooftop Structures in regards to elevators as follows: 1509.2.1 Height above roof deck. Penthouses constructed on buildings shall not exceed 18 feet in height above the roof deck as measured to the average height of the roof of the penthouse. Exception: 1.Where used to enclose tanks or elevators that travel to the roof level, penthouses shall be permitted to have a maximum height of 28 feet above the roof deck. 1509.2.2 Area limitation. The aggregate area of penthouses and other enclosed rooftop structures shall not exceed one- third the area of the supporting roof deck. Such penthouses and other enclosed rooftop structures shall not be required to City of Hermosa Beach Printed on 2/20/2024Page 3 of 4 powered by Legistar™731 Staff Report REPORT 17-0219 be included in determining the building area or number of stories as regulated by Section 503.1. The area of such penthouses shall not be included in determining the fire area specified in Section 901.7. 1509.2.3 Use limitations. Penthouses shall not be used for purposes other than the shelter of mechanical or electrical equipment, tanks, or vertical shaft openings in the roof assembly. Technology and Specifications for Elevators in Commercial Buildings This analysis is based on preliminary research into current elevator technology and is provided for purposes of this initial discussion. Further research would be required if in-depth information is desired, such as cost comparisons, car capacities, and number of floors able to be serviced by a given type or design. Attached are drawings of conventional traction and hydraulic elevators. Elevators are generally powered by electric motors that either drive traction cables or counterweight systems like a hoist, or pump hydraulic fluid to raise a cylindrical piston like a jack. Traction elevators (pull elevators) are lifted by ropes, which pass over a wheel attached to an electric motor above the elevator shaft. They are used for mid and high-rise buildings and have much higher travel speeds than hydraulic elevators. A counter weight makes the elevators more efficient. Machine-room-less elevators for traction elevators are becoming more common; however, many maintenance departments do not like them due to the hassle of working on a ladder as opposed to within a room. Hydraulic elevators (push elevators) are supported by a piston or pistons at the bottom of the elevator that push the elevator up. They are used for low-rise buildings of two to eight stories and travel at a maximum speed of two hundred feet per minute. The machine room for hydraulic elevators is located at the lowest level adjacent to the elevator shaft. Low-rise buildings up to approximately three stories typically use hydraulic elevators because of their lower initial cost. Mid-rise buildings of approximately four to elevent stories typically use geared traction elevators. The size of equipment is dependent on the building site, number of floor levels, floor plan and other project specific factors as well as cost factors which may be increased by soils type, high water tables and other factors. Based on preliminary research it appears that some type of structure that exceeds the roof surface is required for any lift system for equipment and/or ventilation. A substantial amount of further research would be required to provide more thorough analysis. Therefore, staff recommends that the Planning Commission provide direction and prioritize issues to focus staff’s efforts, while continuing the discussion of whether the current list of roof structures allowed to exceed the height limit should continue to include “elevator housing” (Municipal Code Section 17.46.010). Attachments: 1.Comparison Summary Table 2.Drawings of Conventional Traction and Hydraulic Elevators Respectfully Submitted by: Nicole Ellis, Assistant Planner and Bob Rollins, Building Official Concur: Kim Chafin, Senior Planner Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 4 of 4 powered by Legistar™732 Comparison Table Jurisdiction Code Standards for Projections Above Permitted Height (Elevator Towers, Housing, Bulkheads, etc.) Additional Provisions Redondo Beach Maximum of four (4) feet San Clemente Maximum of 6 feet May exceed the height limit of the zone in which they are located by more than six feet with approval of a Minor Conditional Use Permit Dana Point Maximum of five (5) feet Must occupy no greater than ten (10) percent of the horizontal roof area Huntington Beach No more than 10 feet The Zoning Administrator may approve greater height with a Conditional Use Permit Santa Monica 18 ft. above the roofline Maximum Vertical Projection (ft.) Above the Height Limit 15% Maximum Aggregate Coverage of Building’s Roof Area Seal Beach Maximum Building Height (ft.) in the General Commercial zone is 35 feet B. Exceptions. Minor Use Permit approval pursuant to Chapter 11.5.20: Development Permits is required for exceptions to the screening of mechanical equipment where the screening enclosure may substantially increase the visual mass of the roof line of a structure and alternative treatment may be preferable. Costa Mesa Maximum Building/Structure Height in the C1, C2, and C1-S zone is 2 stories/30 feet Newport Beach May exceed the allowed height limit by the minimum height required by Title 15 (Building and Construction) Must not exceed thirty (30) square feet in area, unless a larger elevator is required by Title 15 and/or the Fire Department Encinitas All roof appurtenances including, but not limited to air conditioning units, and mechanical equipment shall be shielded and architecturally screened from view from on-site parking areas, adjacent public streets and adjacent properties; … Building heights may be modified or lowered in order to maintain a reasonable portion of the significant views enjoyed by nearby properties. Laguna Beach The height of any building shall not exceed thirty-six feet. The thirty-six-foot height limit includes …. mechanical equipment, mechanical enclosure, elevator shafts, stairways … required for the operation of the building. Manhattan Beach Height exceptions range from 1 foot to 10 feet for various roof mounted equipment (solar panels, wireless antennas, chimneys, etc.) excluding elevator shafts which must not extend beyond the maximum allowable building height. Huntington Beach ….. necessary mechanical appurtenances (except wind driven generators) may exceed the maximum permitted height in the district in which the site is located by no more than 10 feet. The Zoning Administrator may approve greater height with a Conditional Use Permit. Within the coastal zone, exceptions to height limits may be granted only when public visual resources are preserved and enhanced where feasible. 733 Drawings of Conventional Traction and Hydraulic Elevators http://www.electrical-knowhow.com/2012/04/elevators-types-and-classification-part.html 734 735 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report 17-0235 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 Report on City Council Actions City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™736 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report 17-0236 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 Status Report on Major Planning Projects City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™737 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0242 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 May, 2017 Planning Commission Tentative Future Agenda Items Recommended Action: To receive and file the May, 2017 Planning Commission tentative future agenda items. Attachment: 1. Planning Commission May, 2017 Tentative Future Agenda Respectfully Submitted by: Yu-Ying Ting, Administrative Assistant Concur:Kim Chafin, Senior Planner Approved:Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™738 Tentative Future Agenda PLANNING COMMISSION City of Hermosa Beach May 16, 2017 Regular Meeting 7:00 P.M. Project Title Public Notice Meeting Date 1100 Loma Drive -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74917 for a 3-unit condominium. 5/4 5/16 2702 The Strand – Variance from the single-family residential (R-1) side yard setback provision and the non-conforming standards as they relate to parking and maximum expansion in floor area to allow an approximate 1,812 square foot expansion to an existing 2,235 square foot single- family residence. 5/4 5/16 160 Hill Street -- Precise Development Plan Amendment for additions, exterior and interior improvements to existing single family dwelling unit, as part of an existing Planned Unit Development in the R-1 zone. 5/4 5/16 719 1st Place -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74754 for a 2-unit condominium. 5/4 5/16 Text Amendment to amend the sign code (Municipal Code, Chapter 17.50) regarding auto sales signs (Ordinance No. 15-1354 expiring July 23, 2017). 5/4 5/16 f:\b95\cd\pc\future items\tent. future agendas\planning commission tentative agenda may. 2017 739 City of Hermosa Beach Staff Report City Hall 1315 Valley Drive Hermosa Beach, CA 90254 Staff Report REPORT 17-0234 Honorable Chairman and Members of the Hermosa Beach Planning Commission Regular Meeting of April 18, 2017 Community Development Department Activity Report of February, 2017 Recommended Action: To receive and file the February, 2017 Community Development Department activity report. Attachment: 1. Community Development Department activity report of February, 2017 Respectfully Submitted by: Yu-Ying Ting, Administrative Assistant Approved: Ken Robertson, Community Development Director City of Hermosa Beach Printed on 2/20/2024Page 1 of 1 powered by Legistar™740 741 742 743 744 745 746 747