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HomeMy WebLinkAbout2013-06-18 PC AGENDA1 AGENDA PLANNING COMMISSION MEETING CITY OF HERMOSA BEACH CITY HALL COUNCIL CHAMBERS 1315 VALLEY DRIVE HERMOSA BEACH, CA 90254 June 18, 2013 7:00 P.M. Ron Pizer, Chairman Peter Hoffman, Vice Chairman Kent Allen Michael Flaherty Sam Perrotti 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. 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. 2 1. Pledge of Allegiance 2. Roll Call 3. 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 1 Consent Calendar 4. Approval of the May 22, 2013 Action Minutes 5. Resolution(s) for Consideration - None 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. Section II Public Hearing 6. CUP 12-11 / PDP 12-11 -- Conditional Use Permit and Precise Development Plan Amendments to convert an existing auto body, painting and general repair use (Mike’s Foreign Car Service) to auto repair and sales for a maximum of two vehicles use (Lexology Auto Care); substantially replace 4,816+ sq. ft. of buildings with 9,203+ sq. ft. of buildings (6,000+ sq. ft. auto repair and 3,203 sq. ft. accessory office/storage) surface parking and landscaping; and amend hours of operation and other conditions for consistency with the revised use and site plan, in the C-3 zone at 1086 Aviation Boulevard and 1111 Prospect Avenue; and adoption of an Environmental Negative Declaration (continued from the April 16 and May 22, 2013 meetings). Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit and Precise Development Plan amendments subject to the conditions, and adopting a Negative Declaration. 7. PDP 13-1 / CUP 13-1 / PARK 13-1 -- (1) Precise Development Plan to allow a 29,544+ square foot hotel with 30 rooms and common areas on an undeveloped 11,516+ square foot lot at 1429 Hermosa Avenue; (2) Conditional Use Permit to allow on-sale general alcohol (mini-bars) in guest rooms and in common areas for hotel guests; (3) Parking Plan to allow a valet program including less than required parking and parking in tandem; and adoption of environmental Mitigated Negative Declaration and Mitigation Monitoring Plan (continued from the May 22, 2013 meeting). Staff Recommended Action: To adopt the resolution approving Precise Development Plan, Parking Plan, and Conditional Use Permit subject to conditions and adopting an environmental Mitigated Negative Declaration and Mitigation Monitoring Plan. 3 8. PARK 13-3 -- Parking Plan to classify a proposed ice-cream and baked goods (cookies and cakes) retail business (“Baby g’s Cookies and Ice Cream”) as a ‘snack shop’ for the purpose of calculating parking requirements, at 243 Pacific Coast Highway (previously Brothers Laundry & Cleaners). Staff Recommended Action: To adopt the 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. 9. CON 13-6 / PDP 13-7 -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72210 for a 2-unit condominium at 1500 Hermosa Avenue. Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map subject to conditions. 10. CON 13-7 / PDP 13-8 -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72277 for a 2-unit condominium at 633 5th Street. Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map subject to conditions. 11. CON 13-8 / PDP 13-9 -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72237 for a 2-unit condominium at 332 Ocean View Avenue. Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map subject to conditions. Section III Hearing 12. S-21 #7 – Slope determination to determine if the property is a convex sloping lot for purposes of calculating building height at 2906 Tennyson Place. Staff Recommended Action: To direct staff as deemed appropriate. Section IV 13. Staff Items a. Request to initiate a sign code amendment to consider special provisions for automobile sales lots. b. Memorandum regarding rotation of the Planning Commission Chairmanship. c. Report on City Council actions. d. Report on comprehensive planning processes. e. Tentative future Planning Commission agenda. f. Community Development Department activity reports of April, 2013. 14. Commissioner Items 15. Adjournment 1 Planning Commission Action Minutes May 22, 2013 ACTION MINUTES OF THE PLANNING COMMISSION MEETING OF THE CITY OF HERMOSA BEACH HELD ON MAY 22, 2013, 7:00 P.M., AT THE CITY HALL COUNCIL CHAMBERS All public testimony and the deliberations of the Planning Commission can be viewed on the City’s web site at www.hermosabch.org, On-Demand Video of City Meetings The meeting was called to order at 7:03 P.M. by Chairman Pizer. 1. Pledge of Allegiance 2. Roll Call Present: Commissioner Allen, Flaherty, Hoffman, Perrotti, Chairman Pizer Absent: None Also Present: Ken Robertson, Community Development Director Michael Jenkins, City Attorney Pamela Townsend, Senior Planner Eva Choi, Assistant Planner 3. 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 4. Approval of the April 16, 2013 action minutes ACTION: To approve the above minutes as presented. MOTION by Commissioner Perrotti, seconded by Commissioner Hoffman. The motion carried by a unanimous vote. 5. Resolution(s) for Consideration - None Section II Public Hearing 6. CUP 12-11 / PDP 12-11 -- Conditional Use Permit and Precise Development Plan Amendments to convert an existing auto body, painting and general repair use (Mike’s Foreign Car Service) to auto repair and sales for a maximum of two vehicles use (Lexology Auto Care); substantially replace 4,816+ sq. ft. of buildings with 9,203+ sq. ft. of buildings (6,000+ sq. ft. auto repair and 3,203 sq. ft. accessory office/storage) surface parking and landscaping; and amend hours of operation and other conditions for consistency with the 4 2 Planning Commission Action Minutes May 22, 2013 revised use and site plan, in the C-3 zone at 1086 Aviation Boulevard and 1111 Prospect Avenue; and adoption of an Environmental Negative Declaration (continued from the April 16, 2013 meeting). Staff Recommended Action: To open the public hearing and continue as requested by the applicant to June 18, 2013. ACTION: To move to re-open the public hearing and continue as requested by the applicant to June 18, 2013. MOTION by Commissioner Hoffman, seconded by Commissioner Perrotti. The motion carried by a unanimous vote. 7. PDP 13-1 / CUP 13-1 / PARK 13-1 -- (1) Precise Development Plan to allow a 29,544+ square foot hotel with 30 rooms and common areas on an undeveloped 11,516+ square foot lot at 1429 Hermosa Avenue; (2) Conditional Use Permit to allow on-sale general alcohol (mini-bars) in guest rooms, in common areas for hotel guests, and in specified areas that may be used by hotel guests or for private events by reservation; (3) Parking Plan to allow a valet program including less than required parking and parking in tandem onsite, together with four offsite shared parking spaces at 205 Pier Avenue in conjunction with specified areas when reserved for private events; and (4) Parking Plan amendment for 205 Pier Avenue to allow this shared parking; and adoption of environmental Mitigated Negative Declaration and Mitigation Monitoring Plan. Staff Recommended Action: To adopt the resolution approving subject Precise Development Plan, Parking Plan, and Conditional Use Permit subject to conditions and adopting an environmental Mitigated Negative Declaration and Mitigation Monitoring Plan. ACTION: To move to re-open the public hearing and continue to June 18, 2013 for the applicant to work with staff regarding redesign options to address parking and circulation concerns. MOTION by Commissioner Perrotti, seconded by Commissioner Allen. The motion carried by a unanimous vote. 8. CON 13-5 / PDP 13-6 -- Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72187 for a 2-unit condominium at 1515 Hermosa Avenue. Staff Recommended Action: To adopt the resolution approving subject Conditional Use Permit, Precise Development Plan, and Vesting Tentative Parcel Map subject to conditions. ACTION: To adopt the resolution approving subject Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72187 for a 2-unit condominium. MOTION by Commissioner Hoffman, seconded by Commissioner Perrotti. The motion carried by the following vote: AYES: Comms. Allen, Flaherty, Hoffman, Perrotti, Chmn. Pizer NOES: None ABSTAIN: None ABSENT: None 3 Planning Commission Action Minutes May 22, 2013 9. CON 13-2 / PDP 13-3 -- Conditional Use Permit, Precise Development Plan and Tentative Parcel Map No. 72198 for a 2-unit condominium at 920 17th Street (east lot). Staff Recommended Action: To adopt the resolution approving subject Conditional Use Permit, Precise Development Plan, and Tentative Parcel Map subject to conditions. 10. CON 13-3 / PDP 13-4 -- Conditional Use Permit, Precise Development Plan and Tentative Parcel Map No. 72199 for a 2-unit condominium at 920 17th Street (west lot). Staff Recommended Action: To adopt the resolution approving subject Conditional Use Permit, Precise Development Plan, and Tentative Parcel Map subject to conditions. ITEMS 9 AND 10 WERE CONSIDERED AND HEARD AT THE SAME TIME. ACTION: To move to re-open the public hearing and continue to July 16, 2013 and direct the applicant to work with neighbors and staff on retaining wall and privacy issues and return with drawings accurately reflecting sloping elevations at the property. MOTION by Commissioner Flaherty, seconded by Commissioner Hoffman. The motion carried by a unanimous vote. 11. TEXT 13-1 -- Text Amendment to Municipal Code to implement Housing Programs in the 2008-2014 Housing Element of the Hermosa Beach General Plan, including emergency shelters, single room occupancy units, transitional and supportive housing, group homes, residential care facilities, density bonuses, lot consolidation incentives, minimum dwelling sizes, second units in R-1 zone, parking, and other minor amendments to conform to State law and the Housing Program. Staff Recommended Action: To adopt the resolution recommending to the City Council adoption of Municipal Code amendments to implement the 2008-2014 General Plan Housing Element. ACTION: To adopt the resolution, eliminating recommendations to amend requirements for minimum dwelling or condominium sizes in Sections 15.04.060 and 17.22.060 because land costs impose a significant impediment, recommending to the City Council adoption of Municipal Code amendments to implement the 2008-2014 General Plan Housing Element. MOTION by Commissioner Hoffman, seconded by Commissioner Flaherty. The motion carried by the following vote: AYES: Comms. Allen, Flaherty, Hoffman, Perrotti, Chmn. Pizer NOES: None ABSTAIN: None ABSENT: None 12. GP 13-1 -- Amendment to the Housing Element of the Hermosa Beach General Plan for the 2013-2021 planning period. The Housing Element describes the City’s housing needs, goals, policies, objectives, and programs to preserve, improve and develop housing within Hermosa Beach. Its strategies and programs focus on providing diverse housing sites and opportunities; conserving and improving the existing housing stock; removing governmental and other constraints to housing development; and promoting equal housing opportunities; and adoption of an Environmental Negative Declaration. Staff Recommended Action: To adopt the resolution recommending City Council 4 Planning Commission Action Minutes May 22, 2013 tentatively approve the 2013-2021 amendment to the Housing Element and adopt a Negative Declaration. ACTION: To adopt the resolution recommending City Council tentatively approve the 2013-2021 amendment to the Housing Element and adopt a Negative Declaration. MOTION by Commissioner Hoffman, seconded by Commissioner Perrotti. The motion carried by the following vote: AYES: Comms. Allen, Flaherty, Hoffman, Perrotti, Chmn. Pizer NOES: None ABSTAIN: None ABSENT: None Section III 13. Staff Items a. Report on City Council actions. b. Report on comprehensive planning processes. c. Tentative future Planning Commission agenda. d. Community Development Department activity reports of March, 2013. 14. Commissioner Items 15. Adjournment The meeting was formally adjourned at 11:38 P.M. 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 May 22, 2013. Ron Pizer, Chairman Ken Robertson, Secretary Date 42 Attachment 4: Zoning Map 1086 Aviation Blvd & 1111 Prospect Avenue Prospect Avenue Pacific Coast Highway 43 Attachment 5: Legal Posting Traffic Impact Analysis & Parking Study for Lexology Auto Repair at 1086 Aviation Boulevard & 1111 Prospect Avenue Hermosa Beach, CA 90254 Presented To:  Prepared By:  02/04/13 MINAGAR & ASSOCIATES, INC. Traffic Engineering –Transportation Planning –ITS Consultants 18662 MacArthur Blvd., Suite 435 Airport Business Center Irvine, CA 92612 Tel: (949)727-3399 • Fax: (949)727-4418 Web: www.minagarinc.com Email: minagarf@minagarinc.com City of Hermosa Beach Community Development Department Civic Center  1315 Valley Drive  Hermosa Beach,CA 90254 Project Site ATTACHMENT 7 47 February 4, 2013 TTRRAAFFFFIICC IIMMPPAACCTT AANNAALLYYSSIISS && PPAARRKKIINNGG SSTTUUDDYY LEXOLOGY AUTO REPAIR 1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE HERMOSA BEACH, CA 90254 (APN 4186-001-001 & 002) PRESENTED TO: City of Hermosa Beach Community Development Department 1315 Valley Drive Hermosa Beach, CA 90254 PREPARED BY: MINAGAR & ASSOCIATES, INC. TRAFFIC ENGINEERING - TRANSPORTATION PLANNING - ITS 18662 MacArthur Boulevard, Suite 435, Irvine, CA 92612 Tel: (949) 727-3399 - Fax: (949) 727-4418 http://www.minagarinc.com 48      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 3 February 4, 2013 Table of Contents EXECUTIVE SUMMARY 5 1. INTRODUCTION 1.1 Project Background ............................................................................... 5 1.2 Analysis Methodology ........................................................................... 9 1.3 Traffic Impact Significance Criteria .................................................... 13 2. EXISTING CONDITIONS 2.1 Existing Roadway System .................................................................... 14 2.2 Existing Traffic Volumes ...................................................................... 15 2.3 Existing (Year 2012) Intersection Operations ............................... 15 2.4 Proposed Project Traffic ..................................................................... 16 3. PLUS PROJECT AND CUMULATIVE CONDITIONS 3.1 Existing (2013) Plus Project Conditions .......................................... 18 3.2 Existing (2013) + Project + Cumulative Development ................ 19 4. PROJECT IMPACT ASSESSMENT 4.1 Significant Project Impacts ................................................................... 20 4.2 Mitigation ................................................................................................. 20 5. CONCLUSIONS AND RECOMMENDATIONS 33 49      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 4 February 4, 2013 Figures Figure 1 - Vicinity Map ........................................................................................................ 7 Figure 2 - Site Plan ............................................................................................................... 8 Figure 3 - Project Site Access ........................................................................................... 9 Figure 4 - Existing Lane Configurations & Intersection Controls ............................. 10 Figure 5 - Project Trip Distribution & AM/PM Peak Hour Trip Generation ......... 21 Figure 7 - Project Trip Generation – Weekday AM/PM Peak Hour ....................... 22 Figure 8A - Cumulative 2014 Plus Project Traffic – AM Peak Hour ....................... 28 Figure 8B - Cumulative 2014 Plus Project Traffic – PM Peak Hour ......................... 29 Tables Table 1 - Project Information Summary .......................................................................... 7 Table 2 - ICU Level of Service Criteria for Signalized Intersections ........................ 12 Table 3 - Existing Roadway System Characteristics ..................................................... 15 Table 4 - Existing AM/PM Peak Hour Intersection Levels of Service (LOS) .......... 16 Table 5 - Project Trip Generation .................................................................................... 27 Table 6 - Existing (2013) Plus Project Intersection LOS ............................................. 19 Table 7 - Existing + Project + Cumulative Developments Intersection LOS ......... 19 Table 8 - Cumulative/Project Impacts on the Study Intersection ............................. 21 Appendices APPENDIX A - Weekday Intersection Turning Movement Traffic Counts APPENDIX B - Intersection Capacity Utilization (ICU) Level of Service Analysis Worksheets (Synchro-8) APPENDIX C - City of Hermosa Beach Municipal Parking Code: Application Sections 50      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 5 February 4, 2013 EXECUTIVE SUMMARY Minagar & Associates, Inc. (Minagar) has prepared the following report which summarizes the results of a traffic impact analysis completed for the proposed remodeling and building additions to an existing auto repair facility located at the southwest corner of Aviation Boulevard and Prospect Avenue in the City of Hermosa Beach, California. The proposed site improvements include a project plan to demolish the existing building on Prospect Avenue (~1,811 SF), construct a new 2,723-SF office space with storage basement and restroom areas, and renovate two (2) existing repair shops by extending each building toward the property frontage on Aviation Boulevard. The total proposed project site building area is 9,203 square feet, as shown on the attached architectural plan. As part of Minagar’s traffic analysis, the following scenarios were evaluated: ■ Existing Conditions (Year 2013) ■ Existing (Year 2013) Plus Project Conditions ■ Existing (Year 2013) + Project + Cumulative Projects The proposed project is estimated to generate 27 AM peak hour trips and 31 PM peak hour trips. An analysis of Year 2013 “Plus Project” conditions revealed that the study intersection at Aviation Boulevard and Prospect Avenue would not be adversely impacted by the proposed project and/or cumulative background traffic. Therefore, the project applicant will not be required to provide any mitigation measures as part of this proposed auto repair shop renovation and expansion project. 1.0 – INTRODUCTION 1.1 — Project Background Project Description. The project applicant is proposing to renovate an existing auto repair facility at the southwest corner of Aviation Boulevard and Prospect Avenue in the City of Hermosa Beach. The project includes demolishing an existing building on the Prospect Avenue side of the property, constructing a new office space (2,723 SF) with 51      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 6 February 4, 2013 basement and restroom areas (525 SF), and constructing building additions to each of the two existing repair shops on Aviation Boulevard, including 1,372 SF to Shop #1 and 2,970 SF to Shop #2. The existing site consists of a car repair/oil change facility which is currently not in operation. The proposed Lexology Auto Repair shop and hand wash facility will be constructed in a single construction phase by the end of 2013. Parking. In accordance with the City of Hermosa Beach's Municipal Parking Code Ch. 17.44 "Off-Street Parking," the site is required to provide 1 parking space per 1,000 SF square feet of site area. Given the project site lot area of 15,584 square feet, the applicant is thus required to provide at least 16 parking spaces. Based on the proposed parking supply of 18 spaces, the project exceeds the City of Hermosa Beach’s minimum off-street parking supply requirements by two additional spaces. The proposed stacked parking configuration on Prospect Avenue is considered acceptable for employees or customers, since general practice of automobile care centers requires that vehicles be dropped off in any available parking spot and left for staff to re-park into an available repair shop bay when it is ready to be serviced. No on- street parking spaces are currently permitted at this location. Access. Vehicular access to the site will be provided via two (2) existing commercial driveways on Aviation Boulevard and Prospect Avenue. The access driveway on Aviation is located just west of the signal, and provides right-in/right-out (RIRO) access only. The access driveway on Prospect in located just south of the signal, and provides full access to traffic on Prospect Avenue. The Project will install metal security gates on each driveway when business is closed each day. Table 1 below outlines the project’s general information. Figure 1 depicts the location of the project. Figure 2 illustrates the project's latest master site plan. 52      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 7 February 4, 2013 FIGURE 1: Vicinity Map TABLE 1 Project Information Summary Project Name: Lexology Auto Repair Location: 1086 Aviation Boulevard & 1111 Prospect Avenue, Hermosa Beach, CA 90254 APN: 4186-01-002 & -002 Status: Requesting CUP Existing Use Proposed Building Area Zoning Land Use See Site Plan for Ex. Building Areas Auto Repair/Hand Wash -1,811 SF Building (demo) +1,372 SF addition, Shop #1 +2,970 SF addition, Shop #2 +2,723 SF Office Space +525 SF Basement/Restroom C-3 Commercial Existing: Auto Repair/ Oil Change (not in operation) Proposed: Auto Repair/Hand Wash Occupancy Type(s) Hours of Operations Off-street Parking Access Points B N/A Required: 16 Provided: 18 Existing: Aviation Blvd: (1) Right-in/Right-out driveway Prospect Ave: (1) Full Access driveway Proposed: No change Project Site Hermosa Beach  53      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 8 February 4, 2013 [FIGURE 2 – Site Plan] 54      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 9 February 4, 2013 Local access to the project site is illustrated below in Figure 3. FIGURE 3: Project Site Access 1.2 — Analysis Methodology Project Study Area. Per the direction of City of Hermosa Beach staff, the scope of the traffic impact study area focused on analyzing the potential traffic impacts at the adjacent existing signalized intersection of Aviation Boulevard and Prospect Avenue. Existing geometrics, lane configurations and traffic controls at the intersection are depicted below in Figure 4. Project Site Demo (E) Bldg. Proposed Renovations Driveway Access Driveway Access 55      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 10 February 4, 2013 Project Site FIGURE 4 Existing Lane Configurations & Intersection Traffic Controls 56      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 11 February 4, 2013 Analysis Scenarios. Per the direction of the City of Hermosa Beach, the following scenarios were evaluated in this traffic analysis: ■ Existing Conditions (Year 2013) – Analysis of existing weekday AM and PM peak hour traffic conditions, based on collected turning movement counts at the adjacent signalized intersection of Aviation Boulevard and Prospect Avenue. ■ Existing (Year 2013) Plus Project Conditions – Analysis of projected traffic conditions with the addition of the project traffic on the adjacent study intersection. ■ Existing (Year 2013) + Project + Cumulative Projects – Analysis representing existing (Year 2013) baseline traffic conditions plus the addition of both the proposed project and nearby approved projects expected to open this year. As discussed in the following section, this scenario incorporates both the project’s peak hour trips, as well as a 0.2% ambient growth rate applied to the existing year traffic to account for additional traffic cumulatively generated by nearby related developments. Each of the above three scenarios were evaluated during the weekday peak hour periods between 7:00-9:00AM and 4:00-6:00PM. Intersection turning movement counts conducted by Minagar for each intersection are provided in Appendix A. Level of Service Analysis and Criteria. Traffic impact guidelines from the City of Hermosa were utilized to conduct the level of service (LOS) analysis. Per City guidelines, Intersection Capacity Utilization (ICU) methodology was used to determine the LOS for the study intersection at Aviation Boulevard and Prospect Avenue. The ICU methodology compares the volume-to-capacity (V/C) ratios of conflicting turn movements at the intersection, then sums the critical conflicting v/c ratios for each intersection approach and determines the overall intersection capacity utilization. The resulting ICU is expressed in terms of level of service ranging from LOS "A" representing free-flow activity, to LOS "H" representing overcapacity operations. The ICU intersection analysis methodology was applied by Minagar using Synchro-8.0 software to calculate the LOS for each intersection. An LOS of “D” was considered to be the minimal level of service desired by the City of Hermosa Beach, based on the 57      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 12 February 4, 2013 policies of the Transportation & Circulation Element of the City’s current General Plan. The LOS D standard applies to all City facilities within the City of Hermosa Beach. Table 2 summarizes the ICU LOS criteria. All supporting data and ICU calculation summaries for each analysis scenario are included under Appendix B. TABLE 2 ICU Level of Service Criteria for Signalized Intersections Service ICU Description A < 0.61 At LOS A, there are no cycles that are fully loaded, and few are even close to loaded. No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turning movements are easily made, and nearly all drivers find freedom of operation. B 0.61 – 0.70 LOS B represents stable operation. An occasional approach phase is fully utilized and a substantial number are approaching full use. Many drivers begin to feel somewhat restricted with platoons of vehicles. C 0.71 – 0.80 In LOS C stable operation continues. Full signal cycle loading is still intermittent, but more frequent. Occasionally drivers may have to wait though more than one red signal indication, and back-ups may develop behind turning vehicles. D 0.81 – 0.90 LOS D encompasses a zone of increasing restriction, approaching instability. Delays to approaching vehicles may be substantial during short peaks within the peak period, but enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive back-ups. E 0.91 – 1.00 LOS E represents the most vehicles that any particular intersection approach can accommodate. At capacity (V/C = 1.00) there may be long queues of vehicles waiting upstream of the intersection and delays may be great (up to several signal cycles). F > 1.00 LOS F represents jammed conditions. Back-ups from locations downstream or on the cross street may restrict or prevent movement of vehicles out of the approach under consideration; hence, volumes carried are not predictable, V/C values are highly variable, because full utilization of the approach may be prevented by outside conditions. G, H Represents overcapacity conditions by 0-9% (LOS G) and >9% (LOS H) during the peak hours; long queues are common and motorists may choose alternate routes. Source: "LOS for Arterial Intersections,” LA County Congestion Management Program. ■ Cumulative projects: An important factor considered in the traffic analysis was the identification and estimation of cumulative traffic external to the proposed 58      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 13 February 4, 2013 project which may impact current and opening year traffic conditions at the study intersection. Information regarding this future traffic growth at the study intersection due to neighboring developments in the Cities of El Segundo, Manhattan Beach, Redondo Beach and Torrance was not readily available at the time of the study; in lieu of this information, however, an annual background traffic growth factor was applied. Based on the projected opening year of 2013 and current trends in socioeconomic regional growth (source: Southern California Association of Governments, SCAG), an ambient growth percentage of 0.2% was applied to the background traffic base for the intersection of Aviation Boulevard at Prospect Avenue. It is important to note that the City of Hermosa Beach’s current General Plan indicates that housing and population growth in these cities is expected to be minimal, and that most of the available land in the cities immediately adjacent to Hermosa Beach is already developed. Furthermore, future cumulative projects in each of the immediately adjacent cities (i.e., Redondo Beach, Manhattan Beach and El Segundo) generally consist of replacement and upgrading of existing uses, and because no large-scale development is expected immediately adjacent to the City of Hermosa Beach in the short term, any foreseeable traffic impacts due to cumulative development would likely be limited. Therefore, the projected growth trend of less than 1 percent per year for population, housing and employment, assumed in the study for through traffic in the City is considered to be appropriate. 1.3 — Traffic Impact Significance Criteria Thresholds City of Hermosa Beach Significant Impact Threshold: The City of Hermosa Beach General Plan Circulation Element has a minimum level of service policy of LOS “D” at signalized intersections. The City requires the use of the ICU method to analyze signalized intersections. For the purposes of this TIA, LOS D has been assumed as the minimum LOS for intersections since the intersection at Aviation Boulevard and Prospect Avenue is located solely within the jurisdiction of Hermosa Beach. Based on 59      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 14 February 4, 2013 the City’s significant criteria, the proposed project would create a significant impact at an unsignalized intersection if it causes the intersection to degrade to LOS E or worse from LOS D or better, or would add 5 percent of traffic to an intersection that is already operating at LOS E or worse. Other potential traffic impacts under the latest California Environmental Quality Act (CEQA) guidelines were also considered based on a variety of transportation impact factors such as: potential access, circulation or parking issues to or from the proposed project site at Aviation Boulevard or Prospect Avenue; increased local traffic; potential for vehicular conflicts at project and/or other driveways; impacts to or a result from existing turn restrictions; internal site connectivity; and conflicts with pedestrian circulation in the adjacent area. 2.0 – EXISTING CONDITIONS 2.1 — Existing Roadway System Aviation Boulevard is a designated arterial street in the City of Hermosa Beach, originating at Pacific Coast Highway in the City and curving northward past the Los Angeles International Airport (LAX) and through the Cities of Manhattan Beach and El Segundo. Within the City of Hermosa Beach, Aviation Boulevard is four-lane undivided highway, with two lanes each way plus curbside parking. It has a curb-to-curb width of 64 feet and carries an average daily traffic (ADT) volume of about 30,000 vehicles per day. Prospect Avenue is a two-lane street designated as a collector in the City of Hermosa Beach. The only signalized intersections on Prospect Avenue in the City are located at Artesia Boulevard to the north, Aviation Boulevard, and at Anita Street to the south. In between these signals on Prospect Avenue, there are numerous four-way stop controlled intersections, including three (3) north of Aviation Boulevard and six (6) south of Aviation Boulevard. An existing elementary school (Hermosa View ES) is located on Prospect Avenue between 18th Street and 19th Street. The study intersection at Aviation Boulevard and Prospect Avenue is currently signalized, and is located about 1/3 mile east of Pacific Coast Highway (State Route 1). The nearest signalized intersections on Aviation Boulevard are located at Ocean Drive 60      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 15 February 4, 2013 (1,035 feet to the west) and Ford Avenue (1,340 to the east). The nearest stop- controlled intersections on Prospect Avenue are located at 17th Street (1,590 feet to the north) and 9th Street (855 feet to the south). The existing roadway system characteristics for the above facilities are provided below in Table 3. TABLE 3 Existing Roadway System Characteristics Roadway Segment Existing Width Right- of-Way Width Existing ADT Roadway From/To Length (miles) Existing Striping/ Geometrics (feet) (feet) Existing Functional Classification (veh/day) Estimated Average Daily Capacity Aviation Boulevard Harper Ave/ PCH 0.42 4 lanes 64 80 Arterial 29,460 29,000 Artesia Blvd/ 21st St 0.11 4 lanes 64 80 Collector 8,820 22,000 21st St/ Aviation Blvd 0.55 2 lanes 36 80 Collector n/a 15,000 Prospect Avenue Aviation Blvd/ Anita St. 0.66 2 lanes 30 80 Collector 17,230 15,000 Source: City of Hermosa Beach Circulation, Transportation & Parking Element 2.2 — Existing Traffic Volumes Intersection turning movement counts (TMC) were field-counted during weekday peak hours by Minagar staff at the study intersection of Aviation Boulevard and Prospect Avenue. Traffic data collection time frames were determined in collaboration with the City of Hermosa Beach, and included the peak morning and afternoon commuter hours of 7:00-9:00AM and 4:00-6:00PM in late-January 2013. Once collected, the traffic count data was processed and organized to extract the single peak-hour traffic movements. Existing AM/PM peak hours occurred between 7:30-8:30AM and 4:45-5:45PM. 2.3 — Existing (Year 2012) Intersection Operations Minagar & Associates, Inc. used the existing collected field data, including traffic volume counts, existing lane geometrics, signal timing/phasing parameters and other intersectional operational assumptions to develop a traffic analysis model of the study 61      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 16 February 4, 2013 intersection within the Synchro-8 software program. Existing intersection volume-to- capacity ratios and subsequent LOS were determined using the program's ICU analysis module. As presented in Table 4, below, the results of the existing LOS analysis indicate that the intersection of Aviation Boulevard at Prospect Avenue is currently operating at deficient LOS “F” and “H” during the weekday AM and PM peak hours, respectively. TABLE 4 Existing (Year 2013) Intersection Level of Service Weekday AM/PM Peak Hours Study Intersection ICU[1] and LOS[2] No. Location Control AM Peak Hour PM Peak Hour 96.9% 127.7% 1 Aviation Boulevard at Prospect Avenue F H [1] ICU: Represents intersection capacity (v/c ratio) based on the latest Intersection Capacity Utilization methodology (ICU2003) for peak-hour intersection operations. [2] Level of Service. Note: LOS ranges reflect the latest ICU analysis methodology to include LOS “G” and “H”. 2.4 — Proposed Project Traffic The proposed project traffic was estimated using standard methods for trip generation, trip distribution and trip assignment, including estimation of project trips generated by the proposed remodel and expansion during the AM and PM weekday peak hours; distribution and direction of trips accessing the project site; and assignment of the projected trips on the surrounding roadway system. Trip Generation. The trip generation rates used in this analysis were established by applying standard and current data compiled and published by the Institute of Transportation of Engineers' (ITE) latest Trip Generation manual, 8th Edition (2008). The ITE code and land use designations applicable to the proposed project is ITE Land Use Code #942: Automobile Care Center. Based on these trip rates, the project is anticipated to generate 27 trips during the AM peak hour (18 inbound, 9 outbound) and 31 trips during the PM peak hour 15 inbound and 16 outbound). 62      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 17 February 4, 2013 TABLE 5 – Project Trip Generation Trip Rates / Generation ITE Land Use Code: Size AM Peak Hour PM Peak Hour 942. Automobile Care Ctr. 9,203 SF 2.94 trips/SFGFA* 3.38 trips/SFGFA In/Out Split (%): 65/35 50/50 Total Trip Generation: 27 AM trips 31 PM trips * SFGFA: square feet of gross floor area Trip Distribution/Assignment. The project traffic was assigned to the roadway network using directional distribution based on an analysis of existing AM and PM peak hour volumes and patterns on the surrounding transportation network, local and regional site access during the expected hours of operation, consideration of the City's Circulation Plan, a comparison of trip patterns of other nearby and similar projects in the City of Hermosa Beach, assignment to surrounding residential zones and general proximity to the project site. The project trip distribution pattern and peak-hour trip generation is depicted below on Figure 5. 63      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 18 February 4, 2013 3.0 – PLUS PROJECT & CUMULATIVE CONDITIONS 3.1 — Existing (2013) Plus Project Conditions Minagar & Associates, Inc. analyzed the existing traffic conditions by adding the estimated AM and PM peak hour traffic volumes to the existing Year 2013 baseline. As shown below in Table 6 the resulting LOS analysis indicate that the intersection of Aviation Boulevard and Prospect Avenue will continue to operate at deficient levels of service (LOS E or worse) with the addition of project traffic. 64      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 19 February 4, 2013 TABLE 6 Existing (Year 2013) Plus Project Intersection Level of Service Weekday AM/PM Peak Hours Study Intersection ICU[1] and LOS[2] No. Location Control AM Peak Hour PM Peak Hour 97.1% 128.0% 1 Aviation Boulevard at Prospect Avenue F H [1] ICU: Represents intersection capacity (v/c ratio) based on the latest Intersection Capacity Utilization methodology (ICU2003) for peak-hour intersection operations. [2] Level of Service. Note: LOS ranges reflect the latest ICU analysis methodology to include LOS “G” and “H”. 3.2 — Existing (2013) + Project + Cumulative Development The second of the two forecast scenarios is comprised of adding the anticipated cumulative traffic growth to the Existing (Year 2013) Plus Project conditions for the AM and PM peak hour periods, shown below in Table 7. As with the Plus Project condition, the LOS analysis reveals no change in the anticipated intersection LOS at the study intersection, and will continue to operate below the City of Hermosa Beach’s acceptable threshold of LOS “D” or better during the Existing + Project + Cumulative Development conditions. TABLE 7 Existing (Year 2013) + Project + Cumulative Developments Intersection Level of Service Weekday AM/PM Peak Hours Study Intersection ICU[1] and LOS[2] No. Location Control AM Peak Hour PM Peak Hour 97.3% 128.2 % 1 Aviation Boulevard at Prospect Avenue F H [1] ICU: Represents intersection capacity (v/c ratio) based on the latest Intersection Capacity Utilization methodology (ICU2003) for peak-hour intersection operations. [2] Level of Service. Note: LOS ranges reflect the latest ICU analysis methodology to include LOS “G” and “H”. 65      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 20 February 4, 2013 4.0 – PROJECT IMPACT ASSESSMENT 4.1 — Significant Project Impacts Anticipated project and cumulative traffic impacts during the year 2013 at the study intersection are summarized below in Table 8. The analysis compared the change in ICU (v/c) and level of service (LOS) using the City’s significance criteria to determine cumulative and/or direct project impacts. As shown on Table 9, the intersection of Aviation Boulevard at Prospect Avenue is projected to continue operating at currently deficient Year 2013 levels of service into the project’s 2013 build-out phase. Based on the established significance criteria, however, the operating conditions at the study intersection would not be significantly impacted by future traffic growth and/or the proposed auto repair shop renovation project. A significant impact is defined as change in LOS to "E" or worse, or change in V/C ratio greater than 0.05 (i.e., +5%) at an intersection already operating at LOS E or worse. 4.2 — Mitigation As described above in Section 4.1, the proposed project is not expected to result in any significant traffic impacts; therefore, no mitigation is necessary. 66           TRAFFIC IMPACT ANALYSIS & PARKING STUDY LEXOLOGY AUTO REPAIR 1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254              _________________________________________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 21 February 4, 2013 TABLE 8 Cumulative/Project Impacts on the Study Intersection Study Intersection Intersection Capacity Utilization (ICU) and Level of Service (LOS) Project Impacts Cumulative Impacts Study Intersection Peak Hour Existing 2013 Existing 2013 + Project ICU Change (%) Impact? Existing 2013 Existing + Project + Cumulative Traffic ICU Change (%) Impact? AM 96.9% F 97.1% F +0.2% No 96.9% F 97.3% B +0.4% No (1) Aviation Boulevard at Prospect Avenue PM 127.7% H 128.0% H +0.3% No 127.7% H 128.2% H +0.5% No [1] ICU: Represents intersection capacity (v/c ratio) based on the latest Intersection Capacity Utilization methodology (ICU2003) for peak-hour intersection operations. [2] Level of Service. Note: LOS ranges reflect the latest ICU analysis methodology to include LOS “G” and “H”. 67      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         __________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 22 February 4, 2013 5.0 – CONCLUSIONS The proposed project consists of remodeling and building additions to an existing auto repair facility (currently not in operation) located at the southwest corner of Aviation Boulevard and Prospect Avenue in the City of Hermosa Beach, California. The total proposed project site building area is 9,203 square feet, with a projected build-out phase to occur late in 2013. The intersection of Aviation Boulevard at Prospect Avenue was analyzed under AM and PM weekday peak hour operations. Based on an analysis of existing morning and afternoon peak hour traffic conditions, the study intersections is currently operating below the City’s standard acceptable minimum level of service threshold of LOS “D”. With the addition of ambient traffic growth in the Year 2013, plus the addition of peak hour vehicle trips resulting from other nearby cumulative development projects, the intersection will continue to operate at deficient LOS D or worse. The proposed project is estimated to generate 27 AM peak hour trips and 31 PM peak hour trips. An analysis of Year 2013 “Plus Project” conditions, as documented in Sections 3.1 through 4.1 of this report, revealed that the study intersection at Aviation Boulevard and Prospect Avenue would not be adversely impacted by the proposed project and/or cumulative background traffic. In addition, the proposed project is anticipated to exceed the City of Hermosa Beach’s minimum parking supply requirements by an additional two (2) spaces. Therefore, given the results of the above traffic impact and parking analysis, the applicant shall not be required to provide any mitigation measures as part of the proposed auto repair shop renovation and expansion project. 68      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 23 February 4, 2013 APPENDIX A Weekday Intersection Turning Movement Traffic Counts 69      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 24 February 4, 2013 APPENDIX B Intersection Capacity Utilization (ICU) and Level of Service (LOS) Worksheets 70      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 25 February 4, 2013 APPENDIX C City of Hermosa Beach Parking Code Applicable Sections 71      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 26 February 4, 2013 CITY OF HERMOSA BEACH MUNICIPAL CODE CHAPTER 17.44 OFF-STREET PARKING 17.44. 010 Definitions. As used in this chapter: "Entrance-way" means an opening or passageway to a building or structure which permits pedestrian or vehicular access to such building or structure. "Gross floor area" means the total area occupied by a building or structure, excepting therefrom only the area of any inner open courts, corridors, open balconies (except when utilized, e.g. restaurant seating or similar usage), and open stairways. Such total area shall be calculated by measuring along the outside dimensions of the exterior surfaces of such building or structure. "Major city street" means all public rights-of-way designated in the circulation element of the general plan as a primary, or secondary arterials or as collectors. "Off-street parking" means parking upon private property as accessory to other permitted and uses, and shall not include publicly owned parking. "Tandem parking" means one automobile parked after or behind another in a lengthwise fashion. In this title, tandem parking is limited to not more than one automobile behind another. "Underground parking facilities" means a basement equipped, designed, used or intended to be used for parking automobiles. (Prior code Appx. A, § 1150) 17.44. 030 Off-street parking--Commercial and business uses. Required Number of Spaces by Use. The aggregate amount of off-street automobile parking spaces provided for various uses shall not be less than the following: A. Auditoriums for churches, theater, entertainment, sports and other places and rooms of public assembly for more than twenty (20) persons: one space for each five seats, permanent or removable, or one space for each fifty (50) square feet of gross floor area in the auditorium, whichever is greater. B. Automobile or boat sales: one space for each one thousand (1,000) square feet of site area. 72      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 27 February 4, 2013 C. Bowling alleys: five spaces for each lane plus one space for each three hundred (300) square feet of gross floor area except bowling alley lanes and approach areas. D. Clubs, fraternity and sorority houses, rooming and boarding houses and similar uses having sleeping and guest rooms: two covered spaces for each three guest rooms: in dormitories each fifty (50) square feet shall be considered a guest room, two spaces shall be required for each guest room with kitchen facilities. E. Commercial Uses. 1. Bars and cocktail lounges: one space for each eighty (80) square feet of gross floor area. 2. Beauty colleges: one space for each one hundred (100) square feet of gross floor area. 3. Business schools and trade schools: one space for each one hundred (100) square feet of gross floor area. 4. Furniture and hardware stores: one space for each two hundred fifty (250) square feet of gross floor area. 5. Offices, general: one space for each two hundred fifty (250) square feet of gross floor area. 6. Offices, Governmental and Public Utilities. Government offices that generate high levels of contact with the public, or have high numbers of employees, including but not limited to employment offices, public social services offices, department of motor vehicle offices: one space per seventy-five (75) square feet of gross floor area for the first twenty-thousand (20,000) square feet of the building(s), plus one space per two hundred fifty (250) square feet of gross floor area for the remaining floor area. 7. Offices, medical: five spaces for each one thousand (1,000) square feet of gross floor area. 8. Restaurants (other than walk-up, drive-through and drive-in: one space for each one hundred (100) square feet of gross floor area. 9. Restaurants, walk-up, drive-through and drive-in without adequate dining room facilities: one space for each fifty (50) square feet of gross floor area, but not less than ten spaces. 10. Retail, general retail commercial uses: one space for each two hundred fifty (250) square feet of gross floor area. 11. Gymnasiums/health and fitness centers, as follows: a. less than or equal to three thousand (3,000) square feet, and with less than or equal to twenty (20) students at one time if classes are offered: one space per two hundred fifty (250) square feet of gross floor area. b. greater than three thousand (3,000) square feet, or with more than 73      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 28 February 4, 2013 twenty (20) students at one time if classes are offered: one space per one hundred (100) square feet of gross floor area. F. Hospitals: two spaces for each patient bed. G. Hospitals (mental), convalescent homes, guest homes, rest homes, sanitariums and similar institutions: one space for each three beds. H. Hotels: one space for each unit for the first fifty (50) units; one space per one and one-half units after fifty (50); and one space per two units after one hundred (100) units. Hotels with facilities including restaurants, banquet rooms, conference rooms, commercial retail uses and similar activities shall provide parking for the various uses as computed separately in accordance with the provisions of this chapter. I. Industrial Uses. The parking requirements of this subsection apply only to industrial uses; parking for commercial and other permitted uses in industrial zones shall provide the number of spaces as otherwise specified by this chapter. 1. Industrial uses of all types; except, public utility facilities and warehouses: one space for each vehicle used in conjunction with the use; plus one space for each three hundred (300) square feet of gross floor area. 2. Warehouses, buildings or portions of buildings used exclusively for warehouse purposes: one space for each one thousand (1,000) square feet for the first twenty thousand (20,000) square feet; plus, one space for each two thousand (2,000) square feet for the second twenty thousand (20,000) square feet; plus one space for each four thousand (4,000) square feet in excess of forty thousand (40,000) square feet; plus one space for each vehicle operated from the property. Prior to approval of a warehouse use by the city, a covenant shall be recorded, guaranteeing the warehouse area, facility or building will not be converted, remodeled or changed to a nonwarehouse use unless the number of spaces otherwise required by this chapter are secured and provided prior to such change or unless approved by planning commission in accordance with this chapter. J. Mobilehomes or trailer parks: two spaces for each dwelling unit with at least one space adjacent to the trailer site. K. Mortuaries or undertaking establishments: one space for each seventy-five (75) square feet of building area for the chapel or public assembly area. L. Motels: one space for each unit, plus two for the manager's unit. 74      TRAFFIC IMPACT ANALYSIS & PARKING STUDY  LEXOLOGY AUTO REPAIR  1086 AVIATION BOULEVARD & 1111 PROSPECT AVENUE, HERMOSA BEACH, CA 90254         ____________________________________________________________________________________ MINAGAR & ASSOCIATES, INC. 29 February 4, 2013 M. Recreation or amusement establishments: one space for each seventy-five (75) square feet of gross floor area. N. Service stations: one space for each one thousand (1,000) square feet of site area. O. Snack Bar/Snack Shop. The parking requirements for a snack bar and/or snack shop shall be the same as that for a restaurant, unless it can be shown to the Planning Commission that the characteristics of the building; its locations, size and other mitigating factors such as limited service area relative to gross floor area and limited seating capacity result in less parking demand than for a restaurant use. In these cases the Planning Commission may consider the retail commercial requirement for parking, pursuant to Section 17.44.210 Parking Plan. 75                 REVISIONS BYGreg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWNCHECKEDDATE PRINTEDSCALEJOB NO.732Sept. 20123/4/13A-1SITE PLANSHEETOFSHEETS8-31-13ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWNCHECKEDSCALEJOB NO.3/4/13A-1SHEETOFSHEETSSITE ANALYSISLOT AREA =MAX ALLOWABLE LOT COVERAGE =EXISTING LOT COVERAGEEXISTING LANDSCAPE AREA =PROPOSED LOT COVERAGE =PROPOSED LANDSCAPE AREA =REQUIRED PARKING SPACES15,584.00 sq. ft. /1000 =PROPOSED PARKING SPACES =EXISTING TO BE DEMOLISHED BUILDINGLOCATED ON PROSPECT AVE.EXISTING FLOOR AREA =NEW BUILDINGPROPOSED FLOOR AREA SHOP #1EXISTING AREA =1,612.56 SQ. FT. + ADDITION 1,372.44 =PROPOSED ADDITION AREA TO SHOP #2 =PROPOSED NEW OFFICE SPACE =STRORAGE BASEMENT & RESTROOM = TOTAL AREA =NUMBER OF STORIESMAX BUILDING HEIGHTPROPOSED BUILDING HEIGHTZONEFIRE SPRINKLERSCONSTRUCTION TYPEOCCUPANCYCODESHEET INDEXSITE ANALYSISSHEET INDEXSHEET A-1 PRESENTATION SITE PLANSHEET A-1.1 SURVEYSHEET A-2 ARCHITECTURAL FLOOR PLANSHEET A-3 ELEVATIONSSHEET A-3.1 ELEVATIONSSHEET S-1 FOUNDATION PLANSHEET L-1 LANDSCAPE PLAN15,584.00 SQ. FT. SQ. FT. 4,816.00 SQ. FT. 31.0 % 942.00 SQ. FT. 6.0 % 6,780.00 SQ. FT. 43.5 % 2,370.00 SQ. FT. 15.2 % 16 REQUIRED 18 1,811.00 SQ. FT. 2,985.00 SQ. FT. 2,970.00 SQ. FT. 2,723.00 SQ. FT 525.00 SQ. FT 9,203.00 SQ. FT. 235'-0"24'-0"C-3YESV -1hrB2010 CBC,CMC,CPC2010 T-24 ENERGY2010 CEC2010 CRCPROJECT DESCRIPTIONPROPOSED AUTO BODY SHOP DEMOLISHION OF BUILDING ON PROSPECT ADDITION TO EXISTING BUILDING #1 CONSTRUCTION OF NEW OFFICE BUILDING. ADDITION OF BUILDING #2N30'-0"6'-1/2"5'-9 1/2"30'-0"5'-0"19'-0"3'-1 1/2"3'-0" 15'-0"35'-0"3'-1"9'-0"8'-0"8'-1 1/2"10'-6"19'-0"25'-3"40'-1"13'-6"8'-0" 9'-0" N 42°14'00"W 79.65'N 47°49'44"E 154.51' L=64.33'R=27.00'N 31°33'10"E41.66'N 17°32'20"E72.47'L=88.17'R=382.97'N 42°14'00"W67.97'AVIATION BOULEVARDPROSPECT AVENUEN 17°32'19"E489.79'N 47°49'44"E513.62'379.75'1163.89 BM159.22165.53165.38 TX164.87 FL163.69 FL164.18 TX164.46SIG BOX161.88 BCR161.41 FL162.04 8" PALM162.10 162.42WMWV160.588" PALMSIGN160.47 GW160.18 SIGNPP159.19159.438" PALM159.09 TX158.60 FL159.08 WM159.24 FL158.28157.60 FL 156.14 FL156.66 TXSIG BOX156.83 157.15157.05156.56156.87157.14 158.37158.01 158.40 FF FF EL= 158.35158.53159.81160.07 160.40 160.68160.24160.89 161.17164.53 162.22 165.02167.49168.22 168.76168.94 TW169.02 169.36169.81170.42170.42176.42 TW170.26168.53 169.85163.86163.28158.95 159.35 159.65157.48 163.36169.87 TW158.84158.59159.14159.27159.84 159.94159.90 159.13160.28169.00167.89169.97L&T NOTAG169.48170.00170.01169.79 TX169.28 FL169.59 TC169.09 FLWM169.39 169.77169.72169.52169.45169.59169.31 169.49SIGN169.418" TREE8" TREE169.76170.22170.228" TREE169.28 TC168.70 FL169.19 TC169.11 TX169.51169.35169.02168.86 TX168.22 FL8" TREE168.65168.323" TREE168.26 TC168.35167.64167.49 BCR167.01 FLSIGNSIGN167.31 168.03167.89 170.20 168.95EXISTING BUILDING #1CAR REPAIREXISTING COMMERCIAL BUILDINGDRIVEWAYDRIVEWAYCONCRETE SIDEWALKCONCRETE SIDEWALKCONCRETE SIDEWALKCONCRETEPAVINGCONCRETETO FD SPKTO FD L&TB.C. ESTAB. PER TIESSET L&T RCE 3082613.00' E'LY OF CORNERON PROP. LINE PROD.L&T ELEV = 170.00SET L&T RCE 30826ON TOP OF BLOCK WALLON PROPERTY CORNERL&T ELEV = 169.85SET L&T RCE 30826ON TOP OF BLOCK WALL2.00' W'LY OF CORNERON PROPERTY LINEL&T ELEV = 167.21SET L&T RCE 308261.00' W'LY OF CORNERON PROP. LINE PRODL&T ELEV = 156.60SET L&T RCE 308261.00' W'LY OF B.C.ON A RADIAL LINEL&T ELEV = 162.11SET L&T RCE 308261.00' E'LY OF B.C.L&T ELEV = 167.638 0' 40' 40'8 0'40'TREEBUILDING IS ON PROPERTY LINEBUILDING IS 1.23' W'LYOF W'LY PROPERTY LINEBUILDING IS 0.14' W'LYOF W'LY PROPERTY LINEEXISTING RETAINING WALLSITE PLAN12'-5 1/2"41'-7"2,985.00 SQ. FT.1PARKING SPACES2341867891011LANDSCAPE AREALANDSCAPE PLANTER8'-8" HI RET. WALL1413OILRESTROOMUPONE STORYOFFICE BUILDINGBASEMENT FF EL= 160.001st FF EL= 169.002nd FF EL= 179.00SHOP #2CAR REPAIRADDITION TO SHOP160.00TS(TYP)12CAR WASHAREALANDSCAPE AREALANDSCAPE PLANTER5CITY PARK WAYCITY PARK WAY15LANDSCAPE AREALANDSCAPE AREALINE OF BUILDING ABOVELANDSCAPE AREA1617FF LE = 160.00METAL SECURITY FENCE 6' HISECURITY GATEMETAL SECURITY GATE 6' HISECURITY GATE18" HI PLANTER WALLLINE OF ADDIONCONCRETEPAVINGSLOPE 3%RAMP 8.33%TRASHTRASHSITE ANALYSISSCALE: 1" = 10'1"= 10'-0"76 MINAGAR & ASSOCIATES, INC. Traffic Engineering - ITS - Transportation Planning 18662 MacArthur Boulevard, Ste. 435, Irvine, CA 92612 Ph: (949) 727-3399 - Web: minagarinc.com File Name : 1_ProspectAv_AviationBl Site Code : 001 Start Date : 1/30/2013 Page No : 1 Agency: City of Hermosa Beach, CA Groups Printed- All Vehicles - Group 1 Aviation Blvd. Eastbound Aviation Blvd. Westbound Prospect Ave. Northbound Prospect Ave. Southbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 3 261 5 4 28 143 5 2 4 31 78 1 10 14 8 0 597 07:15 AM 4 382 4 1 50 175 5 4 32 33 98 4 8 4 8 1 813 07:30 AM 9 263 12 1 72 220 7 4 34 80 112 13 12 22 8 5 874 07:45 AM 28 275 3 7 51 211 12 3 43 162 158 12 21 56 9 1 1052 Total 44 1181 24 13 201 749 29 13 113 306 446 30 51 96 33 7 3336 08:00 AM 42 239 2 9 45 206 18 3 37 153 146 45 10 30 15 7 1007 08:15 AM 22 211 9 0 26 213 19 0 24 166 112 12 17 49 25 0 905 08:30 AM 15 301 15 4 48 197 2 4 39 102 127 18 13 47 31 9 972 08:45 AM 4 255 9 1 35 201 21 3 28 103 80 3 31 72 17 2 865 Total 83 1006 35 14 154 817 60 10 128 524 465 78 71 198 88 18 3749 ***BREAK*** 04:00 PM 28 274 22 5 118 331 4 3 23 57 65 6 19 73 18 0 1046 04:15 PM 23 312 18 5 113 315 12 4 8 56 61 13 53 108 12 0 1113 04:30 PM 19 322 28 10 112 398 11 36 17 72 60 9 64 95 22 7 1282 04:45 PM 3 297 19 11 116 435 15 10 19 45 59 10 19 95 17 12 1182 Total 73 1205 87 31 459 1479 42 53 67 230 245 38 155 371 69 19 4623 05:00 PM 41 321 30 17 124 333 16 3 22 54 40 6 30 114 25 9 1185 05:15 PM 18 350 42 8 129 394 10 6 25 75 62 9 42 137 23 5 1335 05:30 PM 17 354 33 10 103 275 21 7 15 59 60 14 50 138 17 0 1173 05:45 PM 17 287 21 10 125 293 7 11 24 40 55 2 20 87 13 5 1017 Total 93 1312 126 45 481 1295 54 27 86 228 217 31 142 476 78 19 4710 Grand Total 293 4704 272 103 1295 4340 185 103 394 1288 1373 177 419 1141 268 63 16418 Apprch %5.5 87.6 5.1 1.9 21.9 73.3 3.1 1.7 12.2 39.9 42.5 5.5 22.2 60.3 14.2 3.3 Total %1.8 28.7 1.7 0.6 7.9 26.4 1.1 0.6 2.4 7.8 8.4 1.1 2.6 6.9 1.6 0.4 All Vehicles 293 4704 272 103 1295 4340 185 103 394 1288 1373 177 419 1141 268 63 16418 % All Vehicles 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Group 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Group 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77 MINAGAR & ASSOCIATES, INC. Traffic Engineering - ITS - Transportation Planning 18662 MacArthur Boulevard, Ste. 435, Irvine, CA 92612 Ph: (949) 727-3399 - Web: minagarinc.com File Name : 1_ProspectAv_AviationBl Site Code : 001 Start Date : 1/30/2013 Page No : 2 Agency: City of Hermosa Beach, CA 78 MINAGAR & ASSOCIATES, INC. Traffic Engineering - ITS - Transportation Planning 18662 MacArthur Boulevard, Ste. 435, Irvine, CA 92612 Ph: (949) 727-3399 - Web: minagarinc.com File Name : 1_ProspectAv_AviationBl Site Code : 001 Start Date : 1/30/2013 Page No : 3 Agency: City of Hermosa Beach, CA Aviation Blvd. Eastbound Aviation Blvd. Westbound Prospect Ave. Northbound Prospect Ave. Southbound Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 28 275 3 7 313 51 211 12 3 277 43 162 158 12 375 21 56 9 1 87 1052 08:00 AM 42 239 2 9 292 45 206 18 3 272 37 153 146 45 381 10 30 15 7 62 1007 08:15 AM 22 211 9 0 242 26 213 19 0 258 24 166 112 12 314 17 49 25 0 91 905 08:30 AM 15 301 15 4 335 48 197 2 4 251 39 102 127 18 286 13 47 31 9 100 972 Total Volume 107 1026 29 20 1182 170 827 51 10 1058 143 583 543 87 1356 61 182 80 17 340 3936 % App. Total 9.1 86.8 2.5 1.7 16.1 78.2 4.8 0.9 10.5 43 40 6.4 17.9 53.5 23.5 5 PHF .637 .852 .483 .556 .882 .833 .971 .671 .625 .955 .831 .878 .859 .483 .890 .726 .813 .645 .472 .850 .935 Prospect Ave. Aviation Blvd. Aviation Blvd. Prospect Ave. Right80 Thru182 Left61 Peds17 InOut Total 741 340 1081 Right51 Thru827 Left170 Peds10 OutTotalIn1630 1058 2688 Left143 Thru583 Right543 Peds87 Out TotalIn381 1356 1737 Left107 Thru1026 Right29 Peds20 TotalOutIn1050 1182 2232 Peak Hour Begins at 07:45 AM All Vehicles Group 1 Peak Hour Data North 79 MINAGAR & ASSOCIATES, INC. Traffic Engineering - ITS - Transportation Planning 18662 MacArthur Boulevard, Ste. 435, Irvine, CA 92612 Ph: (949) 727-3399 - Web: minagarinc.com File Name : 1_ProspectAv_AviationBl Site Code : 001 Start Date : 1/30/2013 Page No : 4 Agency: City of Hermosa Beach, CA Aviation Blvd. Eastbound Aviation Blvd. Westbound Prospect Ave. Northbound Prospect Ave. Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 19 322 28 10 379 112 398 11 36 557 17 72 60 9 158 64 95 22 7 188 1282 04:45 PM 3 297 19 11 330 116 435 15 10 576 19 45 59 10 133 19 95 17 12 143 1182 05:00 PM 41 321 30 17 409 124 333 16 3 476 22 54 40 6 122 30 114 25 9 178 1185 05:15 PM 18 350 42 8 418 129 394 10 6 539 25 75 62 9 171 42 137 23 5 207 1335 Total Volume 81 1290 119 46 1536 481 1560 52 55 2148 83 246 221 34 584 155 441 87 33 716 4984 % App. Total 5.3 84 7.7 3 22.4 72.6 2.4 2.6 14.2 42.1 37.8 5.8 21.6 61.6 12.2 4.6 PHF .494 .921 .708 .676 .919 .932 .897 .813 .382 .932 .830 .820 .891 .850 .854 .605 .805 .870 .688 .865 .933 Prospect Ave. Aviation Blvd. Aviation Blvd. Prospect Ave. Right87 Thru441 Left155 Peds33 InOut Total379 716 1095 Right52 Thru1560 Left481 Peds55 OutTotalIn1666 2148 3814 Left 83 Thru 246 Right 221 Peds 34 Out TotalIn 1041 584 1625 Left81 Thru1290 Right119 Peds46 TotalOutIn1730 1536 3266 Peak Hour Begins at 04:30 PM All VehiclesGroup 1 Peak Hour Data North 80 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization AM Pk Hr (7:45-8:45AM) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)143 583 543 61 182 80 107 1026 29 170 827 51 Pedestrians 17 87 87 17 20 10 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 143 583 543 61 182 80 107 1026 29 170 827 51 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 6.7 0.0 0.0 2.0 0.0 0.0 2.3 0.0 0.0 1.2 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)9.5 36.8 47.0 4.1 11.5 8.0 7.1 34.0 4.5 11.3 52.2 5.0 Adj Reference Time (s) 13.5 40.8 51.0 8.1 20.0 20.0 11.1 38.0 20.0 15.3 56.2 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 142.6 36.8 60.8 11.5 106.7 34.0 169.5 52.2 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)142.6 60.8 106.7 169.5 Adj Reference Time (s)146.6 64.8 110.7 173.5 Split Option Ref Time Combined (s) 9.5 36.8 4.1 11.5 7.1 34.0 11.3 52.2 Ref Time Seperate (s) 9.5 36.8 4.1 11.5 7.1 34.0 11.3 52.2 Reference Time (s) 36.8 36.8 11.5 11.5 34.0 34.0 52.2 52.2 Adj Reference Time (s) 40.8 40.8 20.0 20.0 38.0 38.0 56.2 56.2 Summary NB SB NE SW Combined Protected Option (s) 48.9 67.3 Permitted Option (s) 146.6 173.5 Split Option (s) 60.8 94.3 Minimum (s)48.9 67.3 116.2 Right Turns NBR SBR NER SWR Adj Reference Time (s) 51.0 20.0 20.0 20.0 Cross Thru Ref Time (s) 38.0 56.2 0.0 40.8 Oncoming Left Ref Time (s) 8.1 13.5 0.0 11.1 Combined (s) 97.1 89.7 20.0 71.9 Intersection Summary Intersection Capacity Utilization 96.9% ICU Level of Service F Reference Times and Phasing Options do not represent an optimized timing plan. 81 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization PM Pk Hr (4:30-5:30PM) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)83 246 221 155 441 87 81 1290 119 481 1560 52 Pedestrians 33 34 34 33 46 52 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 83 246 221 155 441 87 81 1290 119 481 1560 52 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 3.6 0.0 0.0 3.5 0.0 0.0 4.5 0.0 0.0 4.9 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)5.5 15.5 20.0 10.3 27.9 10.0 5.4 42.8 13.3 32.0 98.5 8.8 Adj Reference Time (s) 9.5 20.0 24.0 14.3 31.9 20.0 9.4 46.8 20.0 36.0 102.5 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 82.8 15.5 154.6 27.9 80.8 42.8 479.7 98.5 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)82.8 154.6 80.8 479.7 Adj Reference Time (s)86.8 158.6 84.8 483.7 Split Option Ref Time Combined (s) 5.5 15.5 10.3 27.9 5.4 42.8 32.0 98.5 Ref Time Seperate (s) 5.5 15.5 10.3 27.9 5.4 42.8 32.0 98.5 Reference Time (s) 15.5 15.5 27.9 27.9 42.8 42.8 98.5 98.5 Adj Reference Time (s) 20.0 20.0 31.9 31.9 46.8 46.8 102.5 102.5 Summary NB SB NE SW Combined Protected Option (s) 41.4 111.9 Permitted Option (s) 158.6 483.7 Split Option (s) 51.9 149.3 Minimum (s)41.4 111.9 153.3 Right Turns NBR SBR NER SWR Adj Reference Time (s) 24.0 20.0 20.0 20.0 Cross Thru Ref Time (s) 46.8 102.5 0.0 20.0 Oncoming Left Ref Time (s) 14.3 9.5 0.0 9.4 Combined (s) 85.1 132.0 20.0 49.4 Intersection Summary Intersection Capacity Utilization 127.7% ICU Level of Service H Reference Times and Phasing Options do not represent an optimized timing plan. 82 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization Ex+Project (AM Pk Hr) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)143 583 544 61 183 81 108 1028 32 173 831 51 Pedestrians 17 87 87 17 20 10 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 143 583 544 61 183 81 108 1028 32 173 831 51 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 6.7 0.0 0.0 2.0 0.0 0.0 2.3 0.0 0.0 1.2 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)9.5 36.8 47.1 4.1 11.6 8.0 7.2 34.1 4.7 11.5 52.5 5.0 Adj Reference Time (s) 13.5 40.8 51.1 8.1 20.0 20.0 11.2 38.1 20.0 15.5 56.5 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 142.6 36.8 60.8 11.6 107.7 34.1 172.5 52.5 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)142.6 60.8 107.7 172.5 Adj Reference Time (s)146.6 64.8 111.7 176.5 Split Option Ref Time Combined (s) 9.5 36.8 4.1 11.6 7.2 34.1 11.5 52.5 Ref Time Seperate (s) 9.5 36.8 4.1 11.6 7.2 34.1 11.5 52.5 Reference Time (s) 36.8 36.8 11.6 11.6 34.1 34.1 52.5 52.5 Adj Reference Time (s) 40.8 40.8 20.0 20.0 38.1 38.1 56.5 56.5 Summary NB SB NE SW Combined Protected Option (s) 48.9 67.7 Permitted Option (s) 146.6 176.5 Split Option (s) 60.8 94.6 Minimum (s)48.9 67.7 116.5 Right Turns NBR SBR NER SWR Adj Reference Time (s) 51.1 20.0 20.0 20.0 Cross Thru Ref Time (s) 38.1 56.5 0.0 40.8 Oncoming Left Ref Time (s) 8.1 13.5 0.0 11.2 Combined (s) 97.3 90.0 20.0 72.0 Intersection Summary Intersection Capacity Utilization 97.1% ICU Level of Service F Reference Times and Phasing Options do not represent an optimized timing plan. 83 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization Ex+Project (PM Pk Hr) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)83 247 224 155 442 88 82 1293 124 483 1563 52 Pedestrians 33 34 34 33 46 52 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 83 247 224 155 442 88 82 1293 124 483 1563 52 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 3.6 0.0 0.0 3.5 0.0 0.0 4.5 0.0 0.0 4.9 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)5.5 15.6 20.2 10.3 27.9 10.0 5.5 42.9 13.7 32.1 98.7 8.8 Adj Reference Time (s) 9.5 20.0 24.2 14.3 31.9 20.0 9.5 46.9 20.0 36.1 102.7 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 82.8 15.6 154.6 27.9 81.8 42.9 481.7 98.7 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)82.8 154.6 81.8 481.7 Adj Reference Time (s)86.8 158.6 85.8 485.7 Split Option Ref Time Combined (s) 5.5 15.6 10.3 27.9 5.5 42.9 32.1 98.7 Ref Time Seperate (s) 5.5 15.6 10.3 27.9 5.5 42.9 32.1 98.7 Reference Time (s) 15.6 15.6 27.9 27.9 42.9 42.9 98.7 98.7 Adj Reference Time (s) 20.0 20.0 31.9 31.9 46.9 46.9 102.7 102.7 Summary NB SB NE SW Combined Protected Option (s) 41.4 112.2 Permitted Option (s) 158.6 485.7 Split Option (s) 51.9 149.6 Minimum (s)41.4 112.2 153.6 Right Turns NBR SBR NER SWR Adj Reference Time (s) 24.2 20.0 20.0 20.0 Cross Thru Ref Time (s) 46.9 102.7 0.0 20.0 Oncoming Left Ref Time (s) 14.3 9.5 0.0 9.5 Combined (s) 85.4 132.2 20.0 49.5 Intersection Summary Intersection Capacity Utilization 128.0% ICU Level of Service H Reference Times and Phasing Options do not represent an optimized timing plan. 84 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization Cu+Project (AM Pk Hr) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)143 584 545 61 183 81 108 1030 32 173 833 51 Pedestrians 17 87 87 17 20 10 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 143 584 545 61 183 81 108 1030 32 173 833 51 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 6.7 0.0 0.0 2.0 0.0 0.0 2.3 0.0 0.0 1.2 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)9.5 36.9 47.2 4.1 11.6 8.0 7.2 34.2 4.7 11.5 52.6 5.0 Adj Reference Time (s) 13.5 40.9 51.2 8.1 20.0 20.0 11.2 38.2 20.0 15.5 56.6 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 142.6 36.9 60.8 11.6 107.7 34.2 172.5 52.6 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)142.6 60.8 107.7 172.5 Adj Reference Time (s)146.6 64.8 111.7 176.5 Split Option Ref Time Combined (s) 9.5 36.9 4.1 11.6 7.2 34.2 11.5 52.6 Ref Time Seperate (s) 9.5 36.9 4.1 11.6 7.2 34.2 11.5 52.6 Reference Time (s) 36.9 36.9 11.6 11.6 34.2 34.2 52.6 52.6 Adj Reference Time (s) 40.9 40.9 20.0 20.0 38.2 38.2 56.6 56.6 Summary NB SB NE SW Combined Protected Option (s) 48.9 67.8 Permitted Option (s) 146.6 176.5 Split Option (s) 60.9 94.8 Minimum (s)48.9 67.8 116.7 Right Turns NBR SBR NER SWR Adj Reference Time (s) 51.2 20.0 20.0 20.0 Cross Thru Ref Time (s) 38.2 56.6 0.0 40.9 Oncoming Left Ref Time (s) 8.1 13.5 0.0 11.2 Combined (s) 97.4 90.1 20.0 72.1 Intersection Summary Intersection Capacity Utilization 97.3% ICU Level of Service F Reference Times and Phasing Options do not represent an optimized timing plan. 85 Synchro 8 Intersection LOS Report 1: Aviation Blvd. & Prospect Ave. Intersection Capacity Utilization Cu+Project (PM Pk Hr) MINAGAR & ASSOCIATES, INC.TIA & Pkg Study for Lexology Auto Care 2/4/2013 City of Hermosa Beach, CA Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph)83 248 224 155 442 88 82 1296 124 484 1566 52 Pedestrians 33 34 34 33 46 52 Ped Button No No No No Pedestrian Timing (s)16.0 16.0 16.0 16.0 Free Right No No Yes No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 120 120 120 120 120 120 120 120 120 120 120 Volume Combined (vph) 83 248 224 155 442 88 82 1296 124 484 1566 52 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Saturated Flow (vph) 1805 1900 1615 1805 1900 1615 1805 3618 1615 1805 1900 1615 Ped Intf Time (s) 0.0 0.0 3.6 0.0 0.0 3.5 0.0 0.0 4.5 0.0 0.0 4.9 Pedestrian Frequency (%)1.00 1.00 1.00 1.00 Protected Option Allowed Yes Yes Yes Yes Reference Time (s)5.5 15.7 20.2 10.3 27.9 10.0 5.5 43.0 13.7 32.2 98.9 8.8 Adj Reference Time (s) 9.5 20.0 24.2 14.3 31.9 20.0 9.5 47.0 20.0 36.2 102.9 20.0 Permitted Option Adj Saturation A (vph) 120 1900 120 1900 120 1809 120 1900 Reference Time A (s) 82.8 15.7 154.6 27.9 81.8 43.0 482.7 98.9 Adj Saturation B (vph NA NA NA NA NA NA NA NA Reference Time B (s) NA NA NA NA NA NA NA NA Reference Time (s)82.8 154.6 81.8 482.7 Adj Reference Time (s)86.8 158.6 85.8 486.7 Split Option Ref Time Combined (s) 5.5 15.7 10.3 27.9 5.5 43.0 32.2 98.9 Ref Time Seperate (s) 5.5 15.7 10.3 27.9 5.5 43.0 32.2 98.9 Reference Time (s) 15.7 15.7 27.9 27.9 43.0 43.0 98.9 98.9 Adj Reference Time (s) 20.0 20.0 31.9 31.9 47.0 47.0 102.9 102.9 Summary NB SB NE SW Combined Protected Option (s) 41.4 112.4 Permitted Option (s) 158.6 486.7 Split Option (s) 51.9 149.9 Minimum (s)41.4 112.4 153.8 Right Turns NBR SBR NER SWR Adj Reference Time (s) 24.2 20.0 20.0 20.0 Cross Thru Ref Time (s) 47.0 102.9 0.0 20.0 Oncoming Left Ref Time (s) 14.3 9.5 0.0 9.5 Combined (s) 85.5 132.4 20.0 49.5 Intersection Summary Intersection Capacity Utilization 128.2% ICU Level of Service H Reference Times and Phasing Options do not represent an optimized timing plan. 86 From: Jennifer Scarlett Buchsbaum [mailto:jlsca73@me.com] Sent: Monday, April 15, 2013 6:55 PM To: Ken Robertson Subject: Comments re: 1111 Prospect Ave Hello Ken, I hope you are doing well. I wanted to share my thoughts on a pending building permit for 1111 Prospect Ave. My understanding is that the new property owners would like to demolish the building and rebuild a used car lot and car repair facility. I have a few concerns about this plan. They are: 1. Hermosa Beach already has many used car lots and repair facilities. Do we really need more? 2. This property is in a highly trafficked residential neighborhood with lots of families. I would think there are other business types that could open there and prosper that would better serve the surrounding community. Being that we are only beginning to work on the economic development plans for Hermosa via the PCH/Aviation Commission as well as the plans suggested by the Friends of Hermosa ED group, it would be nice to table this permit application until more discussion can take place. Perhaps we can meet with the property owner to discuss some of the concerns and needs of the surrounding community? 3. The Prospect/Aviation intersection is one of the major entryways into Hermosa Beach giving travelers a first impression of what Hermosa Beach is like. Do we think a used car lot is the best first impression to give visitors? Thank you for taking the time to share my comments with the planning commission. I'm sorry that I am not able to be there in person Tuesday night for the discussion. I look forward to hearing the outcome. Sincerely, Jennifer Buchsbaum 1524 Prospect Ave Hermosa Beach 310.480.4919 Supplemental Information 6 !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/4/13 A-1SITE PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/4/13 A-1 SHEET OF SHEETS SITE ANALYSIS LOT AREA = MAX ALLOWABLE LOT COVERAGE = EXISTING LOT COVERAGE EXISTING LANDSCAPE AREA = PROPOSED LOT COVERAGE = PROPOSED LANDSCAPE AREA = REQUIRED PARKING SPACES 15,584.00 sq. ft. /1000 = PROPOSED PARKING SPACES = EXISTING TO BE DEMOLISHED BUILDING LOCATED ON PROSPECT AVE. EXISTING FLOOR AREA = NEW BUILDING PROPOSED FLOOR AREA SHOP #1 EXISTING AREA =1,612.56 SQ. FT. + ADDITION 1,372.44 = PROPOSED ADDITION AREA TO SHOP #2 = PROPOSED NEW OFFICE SPACE = STRORAGE BASEMENT & RESTROOM = TOTAL AREA = NUMBER OF STORIES MAX BUILDING HEIGHT PROPOSED BUILDING HEIGHT ZONE FIRE SPRINKLERS CONSTRUCTION TYPE OCCUPANCY CODE SHEET INDEX SITE ANALYSIS SHEET INDEX SHEET A-1 PRESENTATION SITE PLAN SHEET A-1.1 SURVEY SHEET A-2 ARCHITECTURAL FLOOR PLAN SHEET A-3 ELEVATIONS SHEET A-3.1 ELEVATIONS SHEET S-1 FOUNDATION PLAN SHEET L-1 LANDSCAPE PLAN 15,584.00 SQ. FT. SQ. FT. 4,816.00 SQ. FT. 31.0 % 942.00 SQ. FT. 6.0 % 6,780.00 SQ. FT. 43.5 % 2,370.00 SQ. FT. 15.2 % 16 REQUIRED 18 1,811.00 SQ. FT. 2,985.00 SQ. FT. 2,970.00 SQ. FT. 2,723.00 SQ. FT 525.00 SQ. FT 9,203.00 SQ. FT. 2 35'-0" 24'-0" C-3 YES V -1hr B 2010 CBC,CMC,CPC 2010 T-24 ENERGY 2010 CEC 2010 CRC PROJECT DESCRIPTION PROPOSED AUTO BODY SHOP DEMOLISHION OF BUILDING ON PROSPECT ADDITION TO EXISTING BUILDING #1 CONSTRUCTION OF NEW OFFICE BUILDING. ADDITION OF BUILDING #2 N 30'-0" 6'-1/2"5' -9 1 /2"30'-0"5'-0" 19'-0"3'-1 1/2"3'-0 "15' -0" 35'-0"3'-1"9' -0" 8'-0"8'-1 1/2" 10'-6"19'-0"25'-3"40'-1"13'-6"8'-0"9' -0"N 42°14'00"W79.65'N 47°49'44"E 154.51' L =64.33'R=27.00' N 31°33'10 " E 41.66' N 17°3 2' 2 0" E 72.47'L=88 .1 7'R =382.97'N 42°14'00"W67.97'AVIATION BOULEVARD PROS P E C T A V E N U E N 17°3 2' 1 9" E 489.7 9' N 47°49'44"E 513.62' 379.75'169.99163.89 BM159.22165.53165.38 TX164.87 FL163.69 FL164.18 TX 164.46SIG BOX161.88 BCR161.41 FL162.048" PALM 162.10162.42 WM WV 160.588" PALM SIGN 1 6 0 . 4 7 GW 160.18SIGNPP 159.19159.438" PALM159.09 TX158.60 FL15 9 . 0 8 WM 159.24 FL158.28157.60 FL156.14 FL156.66 TXSIG BOX 156.83157.15157.05156.56156.87 157.14158.37158.01158.40 FFFF EL= 158.35 158.53159 . 8 1 160.0716 0 . 4 0 160.68160.24160.89161.17164.53162.22165.02167.49168.22168.76 168.94 TW 169.02169.36 169.81170.42170.42176.42 TW 170.26168.53169.85163.86163.28 158.95159.35159.65157.48163.36169.87 TW158.84158.59159.14 159.27 15 9 . 8 4 159.94159.90159.13 160.28169.0016 7 . 8 9 169.97 L&T NOTAG169.48 170.00 170.01 169.79 TX169.28 FL 169.59 TC169.09 FL WM 169.39169.77 169.72 169.52 169.45 169.59 169.31169.49 SIGN 169.418" TREE 8" TREE 169.76 170.22 170.22 8" TREE 16 9 . 2 8 T C 168.70 FL 169.19 TC 169.11 TX 169.51 169.35 169.02 168.86 TX 168.22 FL 8" TREE 168.65 168.32 3" TREE 168.26 TC 168.35 167.64 167.49 BCR 16 7 . 0 1 F L SIGN SIGN 167.31168.03167.89170.20168.95 EXISTING BUILDING #1 CAR REPAIR EXISTING COMMERCIAL BUILDING DRIVEWAY DRIV E W A Y CONCRETE SIDEWALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE PAVING CONC R E T E TO FD SPK TO FD L & T B.C. ESTAB. PER TIES SET L&T RCE 30826 13.00' E'LY OF CORNER ON PROP. LINE PROD. L&T ELEV = 170.00 SET L&T RCE 30826 ON TOP OF BLOCK WALL ON PROPERTY CORNER L&T ELEV = 169.85 SET L&T RCE 30826 ON TOP OF BLOCK WALL 2.00' W'LY OF CORNER ON PROPERTY LINE L&T ELEV = 167.21 SET L&T RCE 30826 1.00' W'LY OF CORNER ON PROP. LINE PROD L&T ELEV = 156.60 SET L&T RCE 30826 1.00' W'LY OF B.C. ON A RADIAL LINE L&T ELEV = 162.11 SET L&T RCE 30826 1.00' E'LY OF B.C. L&T ELEV = 167.63 8 0 ' 40 ' 4 0 '8 0'40'TREE BUILDING IS ON PROPERTY LINE BUILDING IS 1.23' W'LY OF W'LY PROPERTY LINE BUILDING IS 0.14' W'LY OF W'LY PROPERTY LINE EXISTING RETAINING WALL SITE PLAN 12'-5 1/2" 41'-7" 2,985.00 SQ. FT. 1PARKING SPACES 2 3 4 18 6 7 8 9 10 11 LANDSCAPE AREA LANDSCAPE PLANTER 8'-8" HI RET. WALL 14 13 OIL RESTROOM UP ONE STORY OFFICE BUILDING BASEMENT FF EL= 160.001st FF EL= 169.00 2nd FF EL= 179.00 SHOP #2 CAR REPAIR ADDITION TO SHOP 160.00 TS (TYP ) 12 CAR WASH AREA LANDSCAPE AREALANDSCAPE PLANTER 5 CITY P A R K W A Y CITY P A R K W A Y 15 LANDSCAPE AREA LANDSCA P E A R E A LINE OF BUILDING ABOVE LANDSCA P E A R E A 16 17 FF LE = 160.00 METAL SECURITY FENCE 6' HI SECURITY GATE METAL SECURITY GATE 6' HI SECURITY GATE 18" HI PLANTER WALL LINE OF ADDION CONCRETE PAVING SLOPE 3% RAMP 8. 3 3 % TRASH TRASH SITE ANALYSISSCALE: 1" = 10' 1"= 10'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto BodyLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 10/15/12 A-1.1SURVEYSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 10/15/12 A-1.1 SHEET OF SHEETS N 0 SCALE: 1" = 10' 5 10 15 20 JOB ADDRESS LEGAL DESCRIPTION LOTS 1 & 2 TRACT NO. 8519 M.B. 108-30 APN 4186-001-001/002 1111 PROSPECT AVENUE HERMOSA BEACH, CA. 90254 1 1OF E N G I N E E R S FOR DRAWN BY:CHECKED BY: GARY J. ROEHL R.C.E. 30826 SHEET JOB NO. 3914 DEL AMO BLVD, SUITE 921 * TORRANCE, CA 90503 * (310) 542-9433 ANY CHANGES OR MODIFICATIONS MADE TO THIS PLAN WITHOUT WRITTEN CONSENT OF DENN ENGINEERS SHALL RELIEVE DENN ENGINEERS FROM ANY LIABILITY OR DAMAGE RESULTING FROM SUCH CHANGES OR MODIFICATIONS, INCLUDING ANY ATTORNEYS FEES OR COSTS INCURRED IN ANY PROCEEDING THAT DENN ENGINEERS MAY BE JOINED. SURVEY & TOPOGRAPHY MICHAEL BADAWY 1437 SOUT HAVIATION BOULEVARD REDONDO BEACH, CA 90254 09-07-12 12-320 C.T. DATE A TITLE POLICY WAS NOT PROVIDED TO DENN ENGINEERS AT THE TIME OF THIS SURVEY. THEREFORE, DENN ENGINEERS DOES NOT GUARANTEE THE LEGAL DESCRIPTION OF THIS PROPERTY SURVEYED NOR DOES IT REFLECT OR DELINEATE ANY EASEMENTS THAT MAY BE ON SAID PROPERTY. NOTE: REVN 42°14'00"W79.65'N 47°49'44"E 154.51' L =64.33'R=27.00'N 31°33'10 " E 41.66' N 17°3 2' 2 0" E 72.47'L=8 8.17'R =382.97'N 42°14'00"W67.97'AVIATION BOULEVARD PROS P E C T A V E N U E N 17°3 2' 1 9" E 489.7 9' 344.8 5' N 47°49'44"E 513.62' 379.75'169.99163.89 BM159.22165.53165.38 TX164.87 FL163.69 FL164.18 TX 164.46SIG BOX161.88 BCR161.41 FL162.048" PALM 162.10162.42WM WV 160.588" PALM SIGN 160.47GW 160.18SIGNPP 159.19159.438" PALM159.09 TX158.60 FL159.08WM 159.24 FL158.20 FL158.28157.60 FL156.14 FL156.66 TXSIG BOX 156.83157.15157.05156.56157.07 FL 24" GRATE 156.87 157.14158.37158.01158.40 FF158.35 FF158.53158.90 FF159.72 FF159.81160.07160.40160.68160.24160.89161.17164.53162.22165.02167.49168.22168.76168.94 TW169.02169.36 169.81170.42170.42176.42 TW 170.26168.53177.91 PARAPET171.39 PARAPET169.85163.86163.28 158.95159.35159.65157.48163.36169.87 TW158.8415" GRATE158.5915 9 . 1 4 1 5 9 . 2 7 159.84159.94159.90159.13160.28169.0016 7 . 8 9 169.97 L&T NOTAG169.48 170.00 170.01 169.79 TX169.28 FL 169.59 TC169.09 FL WM 169.39169.77 169.72 169.52 169.45 169.59 169.31169.49 SIGN 169.418" TREE 8" TREE 169.76 170.22 170.22 8" TREE 16 9 . 2 8 T C 168.70 FL 169.19 TC 169.11 TX 169.51 169.35 169.02 168.86 TX 168.22 FL 8" TREE 168.65 168.32 3" TREE 168.26 TC 168.35 167.64 167.49 BCR 16 7 . 0 1 F L SIGN SIGN 167.31168.03167.89170.20170.36 FF168.95183.95 RIDGEEXISTING BUILDINGEXISTING BUILDING EXISTING BUILDING A.C. PAVEMENT DRIVEWAY A.C. PAVEMENT DRIV E W A Y CONCRETE SIDE WALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE CONCRETE CONCRETE CONC R E T E TO FD W E L L M O N FD SPK TO FD SPK TO FD L & T B.C. ESTAB. PER TIES SET L&T RCE 30826 13.00' E'LY OF CORNER ON PROP. LINE PROD. L&T ELEV = 170.00 SET L&T RCE 30826 ON TOP OF BLOCK WALL ON PROPERTY CORNER L&T ELEV = 169.85 SET L&T RCE 30826 ON TOP OF BLOCK WALL 2.00' W'LY OF CORNER ON PROPERTY LINE L&T ELEV = 167.21 SET L&T RCE 30826 1.00' W'LY OF CORNER ON PROP. LINE PROD L&T ELEV = 156.60 SET L&T RCE 30826 1.00' W'LY OF B.C. ON A RADIAL LINE L&T ELEV = 162.11 SET L&T RCE 30826 1.00' E'LY OF B.C. L&T ELEV = 167.63 8 0 ' 40 ' 4 0 '8 0'40'CONC. SWALE A.C. PAVEMENT TREE BUILDING IS ON PROPERTY LINE BUILDING IS 1.23' W'LY OF W'LY PROPERTY LINE BUILDING IS 0.14' W'LY OF W'LY PROPERTY LINE EXISTING BUILDING CONCRETE BRICK WOOD DECK 106.76 EXISTING ELEVATION BLOCK WALL LEGEND 100 EXISTING CONTOUR FIRE HYDRANT GARAGE FINISH FLOOR LEAD AND TAG TOP OF CURB FLOW LINE TOP OF WALL TOP OF DRIVEWAY APRON BEGINNING OF CURB RETURN SPIKE FOUND WESTERLY PROPERTY CORNER FH GFF L&T TC FL TW TX BCR SPK FD W'LY PC X EXISTING FENCE NORTHERLYN'LY SPIKE AND WASHERS&W POWER POLEPP GUY WIREGW STK STAKE PROPERTY LINEPL, P/L E'LY EASTERLY MH MANHOLE SOUTHERLYS'LY WATER METERWM NOTE: ALL SETBACK DIMENSIONS SHOWN ARE MEASURED TO EXTERIOR SURFACE OF BUILDINGS UNLESS OTHERWISE NOTED. BOUNDARY MONUMENTS ARE NOT NECESSARILY SET ON PROPERTY CORNERS. PLEASE REFER TO THE NOTATION ON THE PLANS FOR OFFSET DISTANCES. IF THERE ARE ANY QUESTIONS, PLEASE DO NOT HESITATE TO CONTACT DENN ENGINEERS FOR CLARIFICATION AT : (310) 542-9433, M-F 8:00 AM TO 5:00 PM. GAS METERGM SSMH SANITARY SEWER MANHOLE STREET LIGHTSTLT C/L CENTERLINE FINISH FLOORFF !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/6/13 A-1.2PARKING PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/6/13 A-1.2 SHEET OF SHEETS N 30'-0"5' -9 1 /2"30'-0" 5'-0" 19'-0"3'-1 1/2"3'-0"15' -0"3'-1"9' -0" 8'-0"8' -1 1 /2" 10'-6"19'-0"25'-3"9'-0"9'-0"7' -6" 19'-0" 10'-6"10'-6"19'-0"8'-0"9' -0"19'-0"9'-0"19'-0"10'-3 1/2"9'-0"9'-0"19'-0"28'-9"7' -10 1 /2" 19'-0" AVIATION BOULEVARD PROS P E C T A V E N U E EXISTING BUILDING AUTO REPAIR SHOP DRIVEWAY DRIV E W A Y CONCRETE SIDE WALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE SLAB CONC R E T E 8 0 ' 40 ' 4 0 '8 0'40'PARKING PLAN LANDSCAPE AREA LANDSCAPE PLANTER TWO STORY OFFICE BUILDING BUILDING #2 AUTO REPAIR SHOP ADDITION (TYP )LANDSCAPE AREALANDSCAPE PLANTER CITY P A R K W A Y CITY P A R K W A Y LANDSCAPE AREA LANDSCA P E A R E A LANDSCAP E A R E A SCALE: 1" = 10' HANDYCAP CAR SALES CAR SALES EMPLOYEE PARKING TEMPORARY OVER FLOW PARKING BICYCLE PARKING GUEST PARKING AREA GUEST PARKING AREA UPPER LEVEL PARKING SPACES LOWER LEVEL PARKING SPACES COMPACTCAR COMPACT CAR EMPLOYEE PARKING 6 5 7 8 9 4 10 11 3 UP 12 13 14 15 16 17 18 TYPICAL STANDARD PARKINGSTALL 9' x 19' TYPICAL PARKING STALL 7.5' x 15' COMPACTCAR TYPICAL STANDARD PARKING STALL 9' x 19' 1/4" = 1' !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/4/13 A-2FIRST FLOOR PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/4/13 A-2 SHEET OF SHEETS 52'-4"15' -0" 39'-8 1/2 " 35'-0" 4'-11 1/2 " 79'-8"54'-11"67'-8 1/2"41'-7"27' -4"1/2"14'-9"13'-6"3'-0"1'-0"3'-0"3' -2 1 /2"8'-11"8' -3 1 /2" 40'-2"57'-10 1/2"5' -4" 6'-0"6' -0" 6'-0"6'-0"6'-0"6'-0"1'-0"FF EL= 158.35 TRASH RESTROOM FF EL= 160.00 BASEMENT RESTROO M LOWER LEVEL FLOOR PLAN LINE OF BUILDING ABOVE CAR WASH AREAREPAIR SHOP #1 REPAIR SHOP #2 LINE OF BUILDING ABOVE CLERESTORYABOVE PROPERTY LINE PROPERTY LINE PROPERTY LINE PROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PROP E R TY LI NE AVIATION BOULEVARD PROS P E C T A V E N U E TRASH UP OIL 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/4/13 A-2.12ND FLOOR PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/4/13 A-2.1 SHEET OF SHEETS 34'-10 1 / 2 " 40'-2 1/2"52'-4"58'-4 1/2"12'-11"29'-4"7'-11 1/2"38'-4 1/2"6'-2 1/2"67'-8"40'-1 1/2"15' -0"15' -0" OFFICES SALES OFFICE UPPER LEVEL FLOOR PLAN WALL OF BUILDING BELOW REPAIR SHOP BELOW REPAIR SHOP BELOW CLERESTORY AVIATION BOULEVARD PROS P E C T A V E N U E LINE OF BLD'G BELOW167.75172.5' 171.0 170.5 167.75 172.5' 169.25 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto BodyLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 11/8/12 A-2.2EXIST'G FLOOR PLAN / ELEVSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 11/8/12 A-2.2 SHEET OF SHEETS22'-1/2"45'-11"6'-7"8'-1 1/2" 40'-2 1/2"52'-3" 52'-5"5'-0"45'-11"12'-10 1/2"12'-5 1/2"10 1/2" BUILDING #1BUILDING #1 OFFICE DEMO AREA EXISTING BUILDING FLOOR PLAN AVIATION BOULEVARD PROS P E C T A V E N U E PROPERTY LINE PROPERTY LINE PROPERTY L INE PROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PROP E R T Y LI N E 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/6/13 A-3ELEVATIONSSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/6/13 A-3 SHEET OF SHEETS9'-0"8'-0"9'-0"165.00 170.00 175.00 180.00 185.00 190.00 160.00 190.00 185.00 180.00 CONCRETE VENEER STAINLESS STEELSIDING PANELS STUCCO PROSPECT AVENUE ELEVATION FENCE TILE PANELS METAL ROOF STUCCO PARAPET WALL BEOYND 12 2.5 12 2.5 FF EL= 172.00 FF EL = 169.00 FF EL = 160.00 PL PL SOUTH EAST 310.379.0543 LEXOLOGY INC. INDEPENTENT LEXUS & TOYOTA SERVICE LEXOLOGY INC. INDEPENTENT LEXUS & TOYOTA SERVICE RIDGE EL = 182.3 16'-0"156.00 160.00 164.46 165.53 162.10 160.47 159.43 165.00 AVIATION BLVD ELEVATION 170.00 175.00 180.00 185.00 190.00190.00 185.00 170.00 175.00 180.00 LEXOLOGY INC. STUCCO STAINLESS STEEL SIDING PANELS STUCCO METAL GATES METAL ROOF STUCCO CONCRETE VENEER 12 2.5 12 2.5 PL PL LEXOLOGY INC. STUCCO INDEPENTENT LEXUS & TOYOTA SERVICE 310.379.0543 CONCRETE 157.15 RIDGE EL= 186.25 182.30 158.65 35' HEIGHT LIMIT STUCCO 165.00 170.00 175.00 180.00 185.00 190.00 160.00 EAST ELEVATION 12 2.5 PROSPECT AVENUE AVIATION BLVD. PL PL LEXOLOGY INC. 160.00 165.00 170.00 175.00 166.75' 169.25 172.5 INDEPENTENT LEXUS & TOYOTA SERVICE RIDGE EL = 186.25 16'-0"9'-0"10'-10 1/2"11'-3"16'-0"156.00 160.00 164.46 165.53 162.10 160.47 159.43 165.00 SECTION A 170.00 175.00 180.00 185.00 190.00190.00 185.00 170.00 175.00 180.00 STUCCO METAL ROOF 12 2.5 12 2.5 OFFICES DRIVEWAY SHOP #1 SHOP #2 CONCRETE SLAB METAL ROOF PL PL !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 3/7/13 A-4ROOF PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 3/7/13 A-4 SHEET OF SHEETS 3'-6" 3'-6"3'-6"2'-0"2'-0"2'-6"6' -3 1 /2" 3'-6" 3'-6" 3'-6"3' -6" 1'-6" ROOF PLAN PARAPET WALL PARAPET WALL RIDGE1:12SLOPE1/2:12SLOPE1:12SLOPE 1:12SLOPE 1:/212SLOPE2.5 :12 SLOPE RIDGE RIDGE PARAPET WALL PARAPET WALL PARAPET WALL PARAPET WALL 2.5 :12 SLOPE 2.5 :12 SLOPE 2.5 :12SLOPE2.5 :12SLOPE2.5 :12 SLOPE 1/2:12 SLOPE 1/2:12 SLOPE TRUSS CLERESTORY GUTTERGUTTER LINE OF BUILDING LINE OF ROOF OVERHANG GUTTERGUTTERLINE OF R O O F O V E R H A N G LINE OF B U I L D I N G LINE OF B U I L D I N G GUTTERGUTTERLINE OF ROOF OVERHANGLINE OF BU ILD ING LINE OF BUILDING LINE OF BUILDING LINE OF B U I L D I N G LINE OF BUILDINGLINE OF BUILDINGGUTTERGUTTERGUTTER GUTTER GUTTER LINE OF ROOF OVERHANGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANG LINE OF R O O F O V E R H A N G2.5 :12SLOPELINE OF BUILDINGLINE OF BUILDINGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANG 1/2:12 SLOPE RIDGE SKYLIGHT (TYP.) FABRIC ROOF SKYLIGHT (TYP.) PROPERTY LINE PROPERTY LINE PROPERTY LINEPROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PRO P E R T Y LI N E2.5 :12SLOPEAVIATION BOULEVARD PROS P E C T A V E N U E RIDGE EL= 186.25 RIDGE EL= 180.25 1/2:12SLOPEPARAPET WALL162.10157.15169.85170.2 2 167.64 SET L&T RCE 30826 ON TOP OF BLOCK WALL 2.00' W'LY OF CORNER ON PROPERTY LINE L&T ELEV = 167.21 1/8" = 1'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-1SITE PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-1 SHEET OF SHEETS N 30'-0"5' -9 1 /2"30'-0"5'-0" 19'-0"3'-1 1/2"3'-1"9' -0" 8'-0"8'-1 1/2"8'-0"9' -0"N 42°14'00"W79.65'N 47°49'44"E 154.51' L =64.33'R=27.00' N 31°33'10 " E 41.66' N 17°3 2' 2 0" E 72.47'L=88 .1 7'R =382.97'N 42°14'00"W67.97'AVIATION BOULEVARD PROS P E C T A V E N U E N 17°3 2' 1 9" E 489.7 9' N 47°49'44"E 513.62' 379.75' SIG BOX WM WV8" PALM SIGNGWSIGNPP8" PALM WM SIG BOX EXISTING BUILDING #1 CAR REPAIR EXISTING COMMERCIAL BUILDING DRIVEWAY DRIV E W A Y CONCRETE SIDEWALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE PAVING CONC R E T E TO FD SPK TO FD L & T B.C. ESTAB. PER TIES SET L&T RCE 30826 13.00' E'LY OF CORNER ON PROP. LINE PROD. L&T ELEV = 170.00 SET L&T RCE 30826 ON TOP OF BLOCK WALL ON PROPERTY CORNER L&T ELEV = 169.85 SET L&T RCE 30826 ON TOP OF BLOCK WALL 2.00' W'LY OF CORNER ON PROPERTY LINE L&T ELEV = 167.21 SET L&T RCE 30826 1.00' W'LY OF CORNER ON PROP. LINE PROD L&T ELEV = 156.60 SET L&T RCE 30826 1.00' W'LY OF B.C. ON A RADIAL LINE L&T ELEV = 162.11 SET L&T RCE 30826 1.00' E'LY OF B.C. L&T ELEV = 167.63 8 0 ' 40 ' 4 0 '8 0'40'BUILDING IS ON PROPERTY LINE BUILDING IS 1.23' W'LY OF W'LY PROPERTY LINE BUILDING IS 0.14' W'LY OF W'LY PROPERTY LINE EXISTING RETAINING WALL SITE PLAN UPPER PARKING SPACES LANDSCAPE AREAS LANDSCAPE PLANTER OIL ONE STORY OFFICE BUILDING 1st FF EL= 159.00 2nd FF EL= 179.00 SHOP #2 CAR REPAIR ADDITION TO SHOP 158.50 TS (TYP )LANDSCAPE AREALANDSCAPE PLANTER CITY P A R K W A Y CITY P A R K W A Y LANDSCAPE AREA LANDSCA P E A R E A METAL SECURITY FENCE 6' HI SECURITY GATE METAL SECURITY GATE 6' HI SECURITY GATE LINE OF ADDION CONCRETE PAVING SLOPE 2% RAMP 8. 3 3 % TRASH TRASH 169.54 TS 158.35 TS CATCH BASIN SLOPE A A-3 AA-3 LANDSCAPEAREAEXISTING R E T A I N I N G W A L L & F E N C E PLANTER PLANTER PLANTER PLANTER PLANTER PLANTER PLANTER PLANTER DWN STAIRS SITE ANALYSIS LOT AREA = MAX ALLOWABLE LOT COVERAGE = EXISTING LOT COVERAGE EXISTING LANDSCAPE AREA = PROPOSED LOT COVERAGE = PROPOSED LANDSCAPE AREA = REQUIRED PARKING SPACES 15,584.00 sq. ft. /1000 = PROPOSED PARKING SPACES = EXISTING TO BE DEMOLISHED BUILDING LOCATED ON PROSPECT AVE. EXISTING FLOOR AREA = NEW BUILDING PROPOSED FLOOR AREA SHOP #1 EXISTING AREA =1,612.56 SQ. FT. + ADDITION 1,372.44 = PROPOSED ADDITION AREA TO SHOP #2 = PROPOSED NEW OFFICE SPACE = STORAGE BASEMENT & RESTROOM = SUBTERRANEAN GARAGE = TOTAL AREA = NUMBER OF STORIES MAX BUILDING HEIGHT PROPOSED BUILDING HEIGHT ZONE FIRE SPRINKLERS CONSTRUCTION TYPE OCCUPANCY CODE SHEET INDEX SITE ANALYSIS SHEET INDEX SHEET A-1 PRESENTATION SITE PLAN SHEET A-1.1 SURVEY SHEET A-2 ARCHITECTURAL FLOOR PLAN SHEET A-3 ELEVATIONS SHEET A-3.1 ELEVATIONS SHEET S-1 FOUNDATION PLAN SHEET L-1 LANDSCAPE PLAN 15,584.00 SQ. FT. SQ. FT. 4,816.00 SQ. FT. 31.0 % 942.00 SQ. FT. 6.0 % 6,780.00 SQ. FT. 43.5 % 2,370.00 SQ. FT. 15.2 % 16 REQUIRED 33 1,811.00 SQ. FT. 2,985.00 SQ. FT. 2,970.00 SQ. FT. 2,723.00 SQ. FT 525.00 SQ. FT 4,370.00 SQ. FT. 13,573.00 SQ. FT. 2 35'-0" 24'-0" C-3 YES V -1hr B 2010 CBC,CMC,CPC 2010 T-24 ENERGY 2010 CEC 2010 CRC PROJECT DESCRIPTION PROPOSED AUTO BODY SHOP DEMOLISHION OF BUILDING ON PROSPECT ADDITION TO EXISTING BUILDING #1 CONSTRUCTION OF NEW OFFICE BUILDING. ADDITION OF BUILDING #2 SITE ANALYSISSCALE: 1" = 10' 1"= 10'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-1.1SURVEYSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-1.1 SHEET OF SHEETS N 0 SCALE: 1" = 10' 5 10 15 20 JOB ADDRESS LEGAL DESCRIPTION LOTS 1 & 2 TRACT NO. 8519 M.B. 108-30 APN 4186-001-001/002 1111 PROSPECT AVENUE HERMOSA BEACH, CA. 90254 1 1OF E N G I N E E R S FOR DRAWN BY:CHECKED BY: GARY J. ROEHL R.C.E. 30826 SHEET JOB NO. 3914 DEL AMO BLVD, SUITE 921 * TORRANCE, CA 90503 * (310) 542-9433 ANY CHANGES OR MODIFICATIONS MADE TO THIS PLAN WITHOUT WRITTEN CONSENT OF DENN ENGINEERS SHALL RELIEVE DENN ENGINEERS FROM ANY LIABILITY OR DAMAGE RESULTING FROM SUCH CHANGES OR MODIFICATIONS, INCLUDING ANY ATTORNEYS FEES OR COSTS INCURRED IN ANY PROCEEDING THAT DENN ENGINEERS MAY BE JOINED. SURVEY & TOPOGRAPHY MICHAEL BADAWY 1437 SOUT HAVIATION BOULEVARD REDONDO BEACH, CA 90254 09-07-12 12-320 C.T. DATE A TITLE POLICY WAS NOT PROVIDED TO DENN ENGINEERS AT THE TIME OF THIS SURVEY. THEREFORE, DENN ENGINEERS DOES NOT GUARANTEE THE LEGAL DESCRIPTION OF THIS PROPERTY SURVEYED NOR DOES IT REFLECT OR DELINEATE ANY EASEMENTS THAT MAY BE ON SAID PROPERTY. NOTE: REVN 42°14'00"W79.65'N 47°49'44"E 154.51' L =64.33'R=27.00'N 31°33'10 " E 41.66' N 17°3 2' 2 0" E 72.47' L =88.17 'R =382.97'N 42°14'00"W67.97'AVIATION BOULEVARD PROS P E C T A V E N U E N 17°3 2' 1 9" E 489.7 9' 344.8 5' N 47°49'44"E 513.62' 379.75'169.99163.89 BM159.22165.53165.38 TX164.87 FL163.69 FL164.18 TX 164.46SIG BOX161.88 BCR161.41 FL162.048" PALM 162.10162.42WM WV 160.588" PALM SIGN 160.47GW 160.18SIGNPP 159.19159.438" PALM159.09 TX158.60 FL159.08WM 159.24 FL158.20 FL158.28157.60 FL156.14 FL156.66 TXSIG BOX 156.83157.15157.05156.56157.07 FL 24" GRATE 156.87 157.14158.37158.01158.40 FF158.35 FF158.53158.90 FF159.72 FF159.81160.07160.40160.68160.24160.89161.17164.53162.22165.02167.49168.22168.76168.94 TW169.02169.36 169.81170.42170.42176.42 TW 170.26168.53177.91 PARAPET171.39 PARAPET169.85163.86163.28 158.95159.35159.65157.48163.36169.87 TW158.8415" GRATE158.5915 9 . 1 4 1 5 9 . 2 7 159.84159.94159.90159.13160.28169.0016 7 . 8 9 169.97 L&T NOTAG169.48 170.00 170.01 169.79 TX169.28 FL 169.59 TC169.09 FL WM 169.39169.77 169.72 169.52 169.45 169.59 169.31169.49 SIGN 169.418" TREE 8" TREE 169.76 170.22 170.22 8" TREE 16 9 . 2 8 T C 168.70 FL 169.19 TC 169.11 TX 169.51 169.35 169.02 168.86 TX 168.22 FL 8" TREE 168.65 168.32 3" TREE 168.26 TC 168.35 167.64 167.49 BCR 16 7 . 0 1 F L SIGN SIGN 167.31168.03167.89170.20170.36 FF168.95183.95 RIDGEEXISTING BUILDINGEXISTING BUILDING EXISTING BUILDING A.C. PAVEMENT DRIVEWAY A.C. PAVEMENT DRIV E W A Y CONCRETE SIDEWALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE CONCRETE CONCRETE CONC R E T E TO FD W E L L M O N FD SPK TO FD SPK TO FD L & T B.C. ESTAB. PER TIES SET L&T RCE 30826 13.00' E'LY OF CORNER ON PROP. LINE PROD. L&T ELEV = 170.00 SET L&T RCE 30826 ON TOP OF BLOCK WALL ON PROPERTY CORNER L&T ELEV = 169.85 SET L&T RCE 30826 ON TOP OF BLOCK WALL 2.00' W'LY OF CORNER ON PROPERTY LINE L&T ELEV = 167.21 SET L&T RCE 30826 1.00' W'LY OF CORNER ON PROP. LINE PROD L&T ELEV = 156.60 SET L&T RCE 30826 1.00' W'LY OF B.C. ON A RADIAL LINE L&T ELEV = 162.11 SET L&T RCE 30826 1.00' E'LY OF B.C. L&T ELEV = 167.63 8 0 ' 40 ' 4 0 '8 0'40'CONC. SWALE A.C. PAVEMENT TREE BUILDING IS ON PROPERTY LINE BUILDING IS 1.23' W'LY OF W'LY PROPERTY LINE BUILDING IS 0.14' W'LY OF W'LY PROPERTY LINE EXISTING BUILDING CONCRETE BRICK WOOD DECK 106.76 EXISTING ELEVATION BLOCK WALL LEGEND 100 EXISTING CONTOUR FIRE HYDRANT GARAGE FINISH FLOOR LEAD AND TAG TOP OF CURB FLOW LINE TOP OF WALL TOP OF DRIVEWAY APRON BEGINNING OF CURB RETURN SPIKE FOUND WESTERLY PROPERTY CORNER FH GFF L&T TC FL TW TX BCR SPK FD W'LY PC X EXISTING FENCE NORTHERLYN'LY SPIKE AND WASHERS&W POWER POLEPP GUY WIREGW STK STAKE PROPERTY LINEPL, P/L E'LY EASTERLY MH MANHOLE SOUTHERLYS'LY WATER METERWM NOTE: ALL SETBACK DIMENSIONS SHOWN ARE MEASURED TO EXTERIOR SURFACE OF BUILDINGS UNLESS OTHERWISE NOTED. BOUNDARY MONUMENTS ARE NOT NECESSARILY SET ON PROPERTY CORNERS. PLEASE REFER TO THE NOTATION ON THE PLANS FOR OFFSET DISTANCES. IF THERE ARE ANY QUESTIONS, PLEASE DO NOT HESITATE TO CONTACT DENN ENGINEERS FOR CLARIFICATION AT : (310) 542-9433, M-F 8:00 AM TO 5:00 PM. GAS METERGM SSMH SANITARY SEWER MANHOLE STREET LIGHTSTLT C/L CENTERLINE FINISH FLOORFF !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/3/13 A-1.2PARKING PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/3/13 A-1.2 SHEET OF SHEETS N25'-3"19'-0"10'-6"8'-1 1 /2"3'-1"3'-0"3'-1 1/2"5'-0" 30'-0" 10'-6"10'-6"19'-0"19'-0"10'-3 1/2"9'-0"9'-0"19'-0"AVIATION BOULEVARD PROS P E C T A V E N U E EXISTING BUILDING AUTO REPAIR SHOP DRIVEWAY CONCRETE SIDEWALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONCRETE SLAB 8 0 ' 4 0 ' 4 0 '8 0'40'PARKING PLAN - AVIATION BLVD. LANDSCAPE AREA LANDSCAPE PLANTER TWO STORY OFFICE BUILDING BUILDING #2 AUTO REPAIR SHOP ADDITION LANDSCAPE PLANTER CITY P A R K W A Y CITY P A R K W A Y SCALE: 1" = 10' TEMPORARY OVER FLOW PARKING BICYCLE PARKING GUEST PARKING AREA LOWER LEVEL PARKING SPACES EMPLOYEE PARKING UP 12 13 14 15 16 17 18 TYPICAL STANDARD PARKINGSTALL 9' x 19' SUBTERRANEAN PARKING 19 20 21 22 COMPLAMENTRY CAR WASHING 23 24 25 26 27 28 29 30 31 32 33 LINE OF BULD'G ABOVE 1/4" = 1' !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/3/13 A-1.3PARKING PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/3/13 A-1.3 SHEET OF SHEETS N 30'-0"5' -9 1 /2"30'-0" 5'-0" 19'-0"3'-1 1/2"3'-0"15' -0"3'-1"9' -0" 8'-0"8' -1 1 /2"9'-0"9'-0"7' -6" 19'-0"8'-0"9' -0" 28'-9"7' -10 1 /2" 19'-0" AVIATION BOULEVARD PROS P E C T A V E N U E EXISTING BUILDING AUTO REPAIR SHOP DRIVEWAY DRIV E W A Y CONCRETE SIDE WALK CONCRETE SIDEWALK CONC R E T E SI D E W A L K CONC R E T E 8 0 ' 40 ' 4 0 '8 0'40'PARKING PLAN - PROSPECT AVENUE LANDSCAPE AREA LANDSCAPE PLANTER TWO STORY OFFICE BUILDING BUILDING #2 AUTO REPAIR SHOP ADDITION (TYP )LANDSCAPE AREALANDSCAPE PLANTER CITY P A R K W A Y CITY P A R K W A Y LANDSCAPE AREA LANDSCA P E A R E A SCALE: 1" = 10' HANDYCAP CAR SALES CAR SALES GUEST PARKING AREA GUEST PARKING AREA UPPER LEVEL PARKING SPACES COMPACTCAR COMPACT CAR EMPLOYEE PARKING 6 5 7 8 9 4 10 11 3 TYPICAL STANDARD PARKINGSTALL 9' x 19' TYPICAL PARKING STALL 7.5' x 15' COMPACTCAR OFFICES 1" = 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-2FIRST FLOOR PLANAVIATION LEVELSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-2 SHEET OF SHEETS 52'-4"15'-0" 39'-8 1/2 " 35'-0" 4'-11 1/2 " 79'-8"54'-11"67'-8 1/2"41'-7"27' -4"1/2"14'-8"13'-6"3'-0"1'-0"3'-0"3' -2 1 /2"8'-11"8' -3 1 /2" 40'-2"57'-10 1/2"5' -4" 6'-0"6' -0" 6'-0"6'-0"6'-0"6'-0"1'-0"22'-8"12'-4 1/2"13'-6"8'-8" FF EL= 158.35 169.51 169.02 168.35 167.89 167.64 165.35 TRASH RESTROOM FF EL= 159.00 BASEMENT RESTROO M LOWER LEVEL FLOOR PLAN LINE OF BUILDING ABOVE CAR WASH AREAREPAIR SHOP #1 REPAIR SHOP #2 LINE OF BUILDING ABOVE CLERESTORYABOVE PROPERTY LINE PROPERTY LINE PROPERTY LINE PROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PROP E R T Y LI N E AVIATION BOULEVARD PROS P E C T A V E N U E TRASH UP OIL B A-3 BA-3 A A-3 A A-3 157 . 0 0 TS 159 . 0 0 TS SLOPERAMP SUBTERRANEAN GARAGE 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-2.12ND FLOOR PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-2.1 SHEET OF SHEETS 34'-10 1 / 2 " 40'-2 1/2"52'-4"58'-4 1/2"12'-11"29'-4"7'-11 1/2"38'-4 1/2"6'-2 1/2"67'-8"40'-1 1/2"15' -0"15' -0" OFFICES SALES OFFICE UPPER LEVEL FLOOR PLAN WALL OF BUILDING BELOW REPAIR SHOP BELOW REPAIR SHOP BELOW CLERESTORY AVIATION BOULEVARD PROS P E C T A V E N U E LINE OF BLD'G BELOW167.75172.5' 171.0 170.5 167.75 172.5' 169.25 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-2.2EXIST'G FLOOR PLAN / ELEVSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-2.2 SHEET OF SHEETS22'-1/2"45'-11"6'-7"8'-1 1/2" 40'-2 1/2"52'-3" 52'-5"5'-0"45'-11"12'-10 1/2"12'-5 1/2"10 1/2" BUILDING #1BUILDING #1 OFFICE DEMO AREA EXISTING BUILDING FLOOR PLAN AVIATION BOULEVARD PROS P E C T A V E N U E PROPERTY LINE PROPERTY LINE PROPERTY L INE PROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PROP E R T Y LI N E 1"= 8'-0" !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-3ELEVATIONSSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-3 SHEET OF SHEETS9'-0"8'-0"9'-0"165.00 170.00 175.00 180.00 185.00 190.00 160.00 190.00 185.00 180.00 CONCRETE VENEER STAINLESS STEELSIDING PANELS STUCCO PROSPECT AVENUE ELEVATION FENCE TILE PANELS METAL ROOF STUCCO PARAPET WALL BEOYND 12 2.5 12 2.5 FF EL= 172.00 FF EL = 169.00 FF EL = 160.00 PL PL SOUTH EAST 310.379.0543 LEXOLOGY INC. INDEPENTENT LEXUS & TOYOTA SERVICE LEXOLOGY INC. INDEPENTENT LEXUS & TOYOTA SERVICE RIDGE EL = 182.3 16'-0"156.00 160.00 164.46 165.53 162.10 160.47 159.43 165.00 AVIATION BLVD ELEVATION 170.00 175.00 180.00 185.00 190.00190.00 185.00 170.00 175.00 180.00 LEXOLOGY INC. STUCCO STAINLESS STEEL SIDING PANELS STUCCO METAL GATES METAL ROOF STUCCO CONCRETE VENEER 12 2.5 12 2.5 PL PL LEXOLOGY INC. STUCCO INDEPENTENT LEXUS & TOYOTA SERVICE 310.379.0543 CONCRETE 157.15 RIDGE EL= 186.25 182.30 158.65 35' HEIGHT LIMIT STUCCO 165.00 170.00 175.00 180.00 185.00 190.00 160.00 EAST ELEVATION 12 2.5 PROSPECT AVENUE AVIATION BLVD. PL PL LEXOLOGY INC. 166.75' 169.25 172.5 INDEPENTENT LEXUS & TOYOTA SERVICE RIDGE EL = 186.25 16'-0"9'-0"10'-10 1/2"11'-3"16'-0"156.00 160.00 164.46 165.53 162.10 160.47 159.43 165.00 SECTION A 170.00 175.00 180.00 185.00185.00 170.00 175.00 180.00 STUCCO METAL ROOF 12 2.5 12 2.5 OFFICES DRIVEWAY SHOP #1 SHOP #2 CONCRETE SLAB METAL ROOF PL PL PROSPECT AVENUE9'-0"12'-0"1'-1/2"11'-0"165.00 170.00 175.00 180.00 185.00 190.00 160.00 SECTION "B" 12 2.5 PROSPECT AVENUE PL PL 172.00FF EL= 172.00 160.00 172.00 160.00 SUBTERRANEAN GARAGE SIDEWALK CITY PARKWAYCITY PARKWAY CURB PARKING AREA OFFICES CIRCULATION AREA AVIATION BLVD. SIDEWALK 158.00 TS !"#$%&$'()*#+", $#,&,), $(-.(#)!".-*%")%/0(#123424 *$%$5)!('),$506*$6 (&#+%$"'$*REVISIONS BY Greg Schneider J Architect1038 AVIATION BLVD & 1111 PROSPECT AVE,HERMOSA BEACH, CA 90254Lexology Auto RepairLOT 1 & 2, TRACT 8519APN 4186-001-001 & 002DRAWN CHECKED DATE PRINTED SCALE JOB NO. 732 Sept. 2012 6/5/13 A-4ROOF PLANSHEET OF SHEETS 8-31-13 ArchitectureInteriorsPlanning1902 Speyer LaneRedondo Beach,California 90278310.376.8418DRAWN CHECKED SCALE JOB NO. 6/5/13 A-4 SHEET OF SHEETS 1'-6"3' -6" 3'-6" 3'-6" 3'-6"6' -3 1 /2" 2'-6" 3'-6" 3'-6"3'-6"2'-0"2'-0"ROOF PLAN PARAPET WALL PARAPET WALL RIDGE1:12SLOPE1/2:12SLOPE1:12SLOPE 1:12 SLOPE 1:/212SLOPE2.5 :12 SLOPE RIDGE RIDGE PARAPET WALL PARAPET WALL PARAPET WALL PARAPET WALL 2.5 :12 SLOPE 2.5 :12 SLOPE 2.5 :12SLOPE2.5 :12SLOPE2.5 :12 SLOPE 1/2:12SLOPE 1/2:12 SLOPE TRUSS CLERESTORY GUTTERGUTTER LINE OF BUILDING LINE OF ROOF OVERHANG GUTTERGUTTERLINE OF R O O F O V E R H A N G LINE OF B U I L D I N G LINE OF B U I L D I N G GUTTERGUTTERLINE OF ROOF OVERHANGLINE OF BU ILD ING LINE OF BUILDING LINE OF BUILDING LINE OF B U I L D I N G LINE OF BUILDINGLINE OF BUILDINGGUTTERGUTTERGUTTER GUTTER GUTTER LINE OF ROOF OVERHANGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANG LINE OF R O O F O V E R H A N G2.5 :12SLOPELINE OF BUILDINGLINE OF BUILDINGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANGLINE OF ROOF OVERHANG 1/2:12SLOPE RIDGE SKYLIGHT (TYP.) FABRIC ROOF SKYLIGHT (TYP.) PROPERTY LINE PROPERTY LINE PROPERTY LINE PROPERT Y L I N E PROPERTY LINEPROPERTY LINEPROP E R T Y LI N E PROP E R T Y LI N E2.5 :12SLOPEAVIATION BOULEVARD PROS P E C T A V E N U E RIDGE EL= 186.25 RIDGE EL= 180.25 1/2:12SLOPEPARAPET WALL162.10157.15169.85170.2 2 167.64 A A-3 A A-3 1/8" = 1'-0" 1086 Aviation Blvd & 1111 Prospect Avenue Existing Conditions = Existing Street Parking Aviation Blvd Prospect Ave Median prevents left hand turn from site onto Aviation Traffic Study recommends 25’ red curb next to driveway east bound ATTACHMENT 215 16 Attachment 3: Legal Verification BUILDING AREA:TOTAL NUMBER OF GUEST ROOMS:3022KING ROOM:DOUBLE ROOM:81429 HERMOSA AVENUEHERMOSA BOUTIQUE HOTELHERMOSA BEACH, CALIFORNIALOS ANGELES, CALIFORNIA 90066MR. LUIS DE MORAES, AIA VOICE: (310) 377-787313101 WASHINGTON BOULEVARD - 404PROJECT INFORMATIONLEGAL DESCRIPTION:ADDRESS:ARCHITECT:ZONE:PROJECT C-2CONTACT: ENVIROTECHNO ARCHITECTUREOWNER:EMAIL: luis@envirotechno.comSHEET INDEXPROJECT SCOPE:PROJECT DESCRIPTIONGROUND LEVEL FLOOR PLANA1.11429 HERMOSA AVENUEHERMOSA BEACH, CALIFORNIALOT SIZE:11,516 SQ.FT. SQ. FT.*COVER SHEET - PROJECT DATACS1.0RAJU CHHABRIA & RHAVI KHOSLAHERMOSA BOUTIQUE HOTEL, LLC205 PIER AVENUE, SUITE 201HERMOSA BEACH, CALIFORNIALOTS 15, 16, 17 AND 18 IN BLOCK 15 OF HERMOSA BEACH, IN THECITY OF HERMOSA BEACH, COUNTY OF LOS ANGELES, STATE OFCALIFORNIA, AS PER MAP RECORDED IN BOOK 1 PAGES 25 AND 26OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAIDCOUNTY.APN 4183-004-028MIDDLE LEVEL FLOOR PLANA1.2UPPER LEVEL FLOOR PLANA1.3ROOF LEVEL PLANA1.4SOUTH ELEVATION AND EAST ELEVATIONA2.1NORTH ELEVATION AND WEST ELEVATIONA2.2PROPOSED PROJECT IS A (3) THREE STORY BOUTIQUEHOTEL (GROUND LEVEL/ GARAGE+2 STORIES) HAVING ATOTAL OF 30 GUEST ROOMS (10 DOUBLE, 20 KING SIZEGUEST ROOM). IT INCLUDES MULTI-FUNCTION ROOM, GYM,SPA, WITH MULTIPLE OUTDOOR SITTING AREAS.MAX. BUILDING HEIGHT:30 FEETNUMBER OF GUEST ROOMS:STANDARD SPACES:208COMPACT SPACES:ACCESSIBLE SPACES:2PARKING (1 PER GUESTROOM):(*) LOT SIZE BASED UPON SURVEY PREPAREDBY DCi ENGINEERING, INC - JUNE 201230TOTAL NUMBER OF PARKING SPACES:BUILDING SECTIONSA3.1FLOOR AREA ANALYSISG1.0SURVEYC1SITE PLANA1.0SURVEYC2COMMERCIAL/COMMON AREA:2,777 SQ. FT.GARAGE AREA:7,560 SQ. FT.GROUND LEVEL FLOOR PLAN AREA:10,337 SQ. FT.COMMERCIAL/COMMON AREA:1,137 SQ. FT.6,571 SQ. FT.UPPER LEVEL FLOOR PLAN AREA:GUEST ROOM AREA:5,434 SQ. FT.COMMERCIAL/COMMON AREA:1,155 SQ. FT.6,886 SQ. FT.MIDDLE LEVEL FLOOR PLAN AREA:GUEST ROOM AREA:5,731 SQ. FT.9,166 SQ. FT.ROOF AREA:448 SQ. FT.PROPOSED MECHANICAL EQUIP. AREA:458.3 SQ. FT.5% MAX. AREA MECH. EQUIP.:1,148 SQ. FT.CORRIDOR AREA:383 SQ. FT.OUTDOOR AREA:1,218 SQ. FT.CORRIDOR AREA:1,069 SQ. FT.OUTDOOR AREA:1,126 SQ. FT.BALCONY AREA:1,126 SQ. FT.BALCONY AREA:9,543 SQ. FT.TOTAL MIDDLE LEVEL FLOOR PLAN AREA:9,664 SQ. FT.TOTAL UPPER LEVEL FLOOR PLAN AREA:29,544 SQ. FT.TOTAL GROSS BUILDING AREA:SOUTH LIGHTING ELEVATION & EAST LIGHTING ELEVATIONLT2.1NORTH LIGHTING ELEVATION & WEST LIGHTING ELEVATIONLT2.2PRELIMINARY GROUND LEVEL FLOOR PLANLP.1PRELIMINARY MIDDLE LEVEL FLOOR PLANLP.2PRELIMINARY UPPER LEVEL FLOOR PLANLP.3JOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC COVER SHEET - PROJECT DATA JOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLCSCALE:1/16"=1'-0"GROUND LEVEL PLANSCALE:1/16"=1'-0"MIDDLE LEVEL PLANSCALE:1/16"=1'-0"UPPER LEVEL PLANSCALE:1/16"=1'-0"ROOF LEVEL PLANFLOOR AREA ANALYSIS SCALE:1/8"=1'-0"SITE PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC SITE PLAN - PROPOSED SCALE:1/4"=1'-0"GROUND LEVEL FLOOR PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC GROUND LEVEL FLOOR PLAN SCALE:1/4"=1'-0"MIDDLE LEVEL FLOOR PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC MIDDLE LEVEL FLOOR PLAN SCALE:1/4"=1'-0"UPPER LEVEL FLOOR PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC UPPER LEVEL FLOOR PLAN SCALE:1/4"=1'-0"ROOF LEVEL PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC ROOF LEVEL PLAN PROPERTY LINE1'-0"8'-0"1'-3"8'-0"1'-3"9'-0"10'-3"9'-3"9'-0"30'-0" PROPERTY LINE30' MAX. HEIGHT30' MAX. HEIGHT45.25'CRITICAL POINTSIDEWALKHERMOSA AVENUE11'-5"30'-0"1'-0"8'-0"1'-3"1'-3"9'-0"8'-0"9'-0"10'-3"9'-3"PROPERTY LINE PROPERTY LINE30' MAX. HEIGHT30'-0"SIDEWALKFIFTEENTH STREETFIFTEENTH COURTSHIELDED CONTINUOUSLIGHTINGSHIELDED CONTINUOUSLIGHTINGSCALE: 1/4"=1'-0"SOUTH ELEVATIONASCALE: 1/4"=1'-0"EAST ELEVATIONJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLCBSOUTH ELEVATION AND EAST ELEVATION 1'-3"1'-0"8'-0"8'-0"1'-3"9'-0"10'-3"9'-3"9'-0" PROPERTY LINE PROPERTY LINE30'-0"30' MAX. HEIGHT30' MAX. HEIGHTSIDEWALKHERMOSA AVENUE8'-0"MECHANICAL EQUIPMENTTYP.1'-0"8'-0"1'-3"8'-0"1'-3"9'-0"10'-3"9'-3"9'-0"PROPERTY LINE PROPERTY LINE 30'-0" 30'-0"30' MAX. HEIGHT30' MAX. HEIGHT45.25'CRITICAL POINTFIFTEENTH COURTFIFTEENTH STREETSCALE: 1/4"=1'-0"NORTH ELEVATIONSCALE: 1/4"=1'-0"WEST ELEVATIONJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLCCDNORTH ELEVATION AND WEST ELEVATION 1'-0"8'-0"1'-3"8'-0"1'-3"9'-3"PROPERTY LINE10'-6"9'-3"9'-0" 1'-0"8'-0"1'-3"8'-0"1'-3"9'-0" 10'-3"9'-3"9'-0" PROPERTY LINE ELEVATOR1'-0"8'-0"1'-3"1'-3"9'-0"8'-0"9'-0"10'-3"9'-3" PROPERTY LINE SIDEWALKFIFTEENTH STREETFIFTEENTH COURTPROPERTY LINE SCALE: 1/4"=1'-0"SECTION - 11SCALE: 1/4"=1'-0"SECTION - 22JOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, SUITE 404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CALIFORNIA HERMOSA BOUTIQUE HOTEL, LLC BUILDING SECTIONS JOB NO: DATE: SCALE: DRAWN BY: SHEET NO:SHEET TITLE:CHECKED BY: 0012-03 ENM LDMPROJECT TITLE:CLIENT NAME:09-17-12 AS NOTED 13101 WASHINGTON BOULEVARD, SUITE 404 LOS ANGELES, CALIFORNIA 90066 310-377-7873 VOICE e-mail: luis@envirotechno.com website: envirotechno.com HERMOSABOUTIQUE HOTEL1429 HERMOSA AVENUEHERMOSA BEACH, CARAJU CHHABRIA & RHAVI KHOSLA205 PIER AVENUE, SUITE 201HERMOSA BEACH, CALIFORNIAHERMOSA BOUTIQUEHOTEL, LLCSOUTH LIGHTING ELEVATION & EAST LIGHTING ELEVATIONOPTION 2LT2.1LT2.1 TRC TRC B SCALE: 1/4"=1'-0" EAST LIGHTING ELEVATION - OPTION 2 C SCALE: 1/4"=1'-0" NORTH LIGHTING ELEVATION - OPTION 2 WALL MOUNTED SHIELDED LUMINAIRE TO UPLIGHT VERTICAL SLOTS (TYPICAL) WALL MOUNTED SHIELDED LUMINAIRE TO UPLIGHT VERTICAL SLOTS (TYPICAL) BACKLIT LETTERS RECESSED LENSED LINEAR LED (TYPICAL) CONCEALED LOW LEVEL LINEAR LED TO WASH WALL FINIISH (TYPICAL) JOB NO: DATE: SCALE: DRAWN BY: SHEET NO:SHEET TITLE:CHECKED BY: 0012-03 ENM LDMPROJECT TITLE:CLIENT NAME:09-17-12 AS NOTED 13101 WASHINGTON BOULEVARD, SUITE 404 LOS ANGELES, CALIFORNIA 90066 310-377-7873 VOICE e-mail: luis@envirotechno.com website: envirotechno.com HERMOSABOUTIQUE HOTEL1429 HERMOSA AVENUEHERMOSA BEACH, CARAJU CHHABRIA & RHAVI KHOSLA205 PIER AVENUE, SUITE 201HERMOSA BEACH, CALIFORNIAHERMOSA BOUTIQUEHOTEL, LLCNORTH LIGHTING ELEVATION & WEST LIGHTING ELEVATIONOPTION 2LT2.2LT2.2 TRC TRC D SCALE: 1/4"=1'-0" WEST LIGHTING ELEVATION - OPTION 2 A SCALE: 1/4"=1'-0" SOUTH LIGHTING ELEVATION - OPTION 2 WALL MOUNTED SHIELDED LUMINAIRE TO UPLIGHT VERTICAL SLOTS (TYPICAL) CONCEALED LOW LEVEL LINEAR LED TO WASH WALL FINIISH (TYPICAL) RECESSED LENSED LINEAR LED (TYPICAL) CONCEALED LOW LEVEL LINEAR LED TO WASH WALL FINIISH (TYPICAL) Legal Posting 72 205 Pier Avenue 1429 Hermosa Avenue Attachment 6 73 Zoning Map:Location of Clash Boutique Hotel Elements 1429 Hermosa Ave: Clash Boutique Hotel 205 Pier Ave: 4 offsite shared parking spaces 74 Attachment 7 Surrounding Area Photos Corner of 15th Street & Hermosa Avenue (looking southwest) Looking west down 15th Court from Hermosa Avenue Looking west down 15th Street from Hermosa Avenue. 75 Looking east on 15th Street towards Hermosa Avenue. Looking south down Hermosa Avenue. Valet Parking Layout78 SCALE:1/4"=1'-0"GROUND LEVEL FLOOR PLANJOB NO:DATE:SCALE:DRAWN BY:SHEET NO:SHEET TITLE:CHECKED BY:0012-03ENMLDMPROJECT TITLE:CLIENT NAME:09-17-12AS NOTED13101 WASHINGTON BOULEVARD, #404LOS ANGELES, CALIFORNIA 90066310-377-7873 VOICEe-mail: luis@envirotechno.comwebsite: envirotechno.comLUIS DEMORAES,AIALIC E NSEDARCHITECTLIC # C32440HERMOSA BOUTIQUE HOTEL 1429 HERMOSA AVENUE HERMOSA BEACH, CA 90254 RAJU CHHABRIA & RHAVI KHOSLA 205 PIER AVENUE, SUITE 201 HERMOSA BEACH, CA 90254 HERMOSA BOUTIQUE HOTEL, LLC REVISION - 06-04-2013 GROUND LEVEL FLOOR PLAN 28 Attachment 5: Legal Verification LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TABLE OF CONTENTS SECTION PAGE 1.0 Introduction ................................................................................................................................ 1 1.1 Study Area .......................................................................................................................... 3 2.0 Project Description .................................................................................................................... 5 2.1 Site Location ....................................................................................................................... 5 2.2 Existing Project Site ........................................................................................................... 5 2.3 Proposed Project Description ............................................................................................ 6 3.0 Mobility Review ......................................................................................................................... 8 3.1 Existing Project Site Vehicular Access ............................................................................. 8 3.2 Proposed Project ................................................................................................................. 9 3.2.1 Vehicular Site Access Review .............................................................................. 9 3.2.2 Pedestrian Access Review .................................................................................... 10 3.2.3 Bicycle Access Review ......................................................................................... 11 3.2.4 Service and Delivery Operations .......................................................................... 12 3.3 Site Distance Review ......................................................................................................... 12 3.3.1 Project Driveway Sight Distance Review ............................................................ 14 3.4 Project Access Recommendations ..................................................................................... 14 4.0 Existing Street System ............................................................................................................... 15 4.1 Local Roadway System ..................................................................................................... 15 4.2 Roadway Descriptions ....................................................................................................... 15 4.3 Public Bus Transit Service ................................................................................................. 17 5.0 Traffic Counts ............................................................................................................................ 20 6.0 Traffic Forecasting Methodology ............................................................................................ 24 6.1 Project Traffic Generation ................................................................................................. 24 6.2 Project Traffic Distribution and Assignment .................................................................... 26 7.0 Future Traffic Conditions ........................................................................................................ 30 7.1 Related Projects Traffic Characteristics ............................................................................ 30 7.2 Ambient Traffic Growth .................................................................................................... 35 8.0 Traffic Impact Analysis Methodology .................................................................................... 36 8.1 Impact Criteria and Thresholds ......................................................................................... 36 8.2 Intersection Capacity Utilization Methods of Analysis .................................................... 36 8.2.1 Signalized Intersections ......................................................................................... 36 8.2.2 Unsignalized Intersections .................................................................................... 37 8.3 Traffic Impact Analysis Scenarios .................................................................................... 38 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TABLE OF CONTENTS (CONTINUED) SECTION PAGE 9.0 Traffic Analysis ....................................................................................................................... 39 9.1 Existing Traffic Conditions ............................................................................................. 39 9.1.1 Existing Conditions ............................................................................................. 39 9.1.2 Existing With Project Conditions........................................................................ 39 9.2 Future Traffic Conditions ................................................................................................ 39 9.2.1 Future Without Project Conditions ..................................................................... 39 9.2.2 Future With Project Conditions .......................................................................... 46 10.0 Transportation Improvement Measures .............................................................................. 49 10.1 Project Access Recommendations ................................................................................... 49 10.2 Transportation Demand Management ............................................................................. 50 11.0 Congestion Management Program Traffic Impact Assessment ........................................ 51 11.1 Intersections ..................................................................................................................... 51 11.2 Freeways .......................................................................................................................... 51 11.3 Transit Impact Review ..................................................................................................... 52 12.0 Parking Supply-Demand Analysis ........................................................................................ 53 12.1 City Code Parking Analysis ............................................................................................ 53 12.1.1 City Code Parking Requirements ........................................................................ 53 12.1.2 Planned Parking Supply ...................................................................................... 54 12.1.3 Project Parking Supply-Demand Analysis ......................................................... 55 12.2 Shared Parking Demand Analysis ................................................................................... 55 12.2.1 Shared Parking Rationale and Basis ................................................................... 55 12.2.2 Shared Parking Analysis Results ........................................................................ 56 12.3 Parking Recommendations .............................................................................................. 56 13.0 Summary of Findings and Conclusions ................................................................................ 59 APPENDICES APPENDIX A. Traffic Count Data B. Intersection Level of Service Data Worksheets C. Shared Parking Demand Data LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TABLE OF CONTENTS (CONTINUED) LIST OF FIGURES SECTION—FIGURE # PAGE 1–1 Vicinity Map ...................................................................................................................... 2 2–1 Ground Floor Site Plan ...................................................................................................... 7 4–1 Existing Roadway Conditions and Intersection Controls ............................................. 16 4–2 Existing Public Transit Routes ........................................................................................... 19 5–1 Existing Traffic Volumes – Weekday AM Peak Hour .................................................... 22 5–2 Existing Traffic Volumes – Weekday PM Peak Hour ..................................................... 23 6–1 Project Trip Distribution .................................................................................................... 27 6–2 Project Traffic Volumes – Weekday AM Peak Hour ...................................................... 28 6–3 Project Traffic Volumes – Weekday PM Peak Hour ....................................................... 29 7–1 Location of Related Projects ............................................................................................... 32 7–2 Related Projects Traffic Volumes – Weekday AM Peak Hour ....................................... 33 7–3 Related Projects Traffic Volumes – Weekday PM Peak Hour ....................................... 34 9–1 Existing With Project Traffic Volumes – Weekday AM Peak Hour .............................. 42 9–2 Existing With Project Traffic Volumes – Weekday PM Peak Hour .............................. 43 9–3 Future Without Project Traffic Volumes – Weekday AM Peak Hour ........................... 44 9–4 Future Without Project Traffic Volumes – Weekday PM Peak Hour ............................ 45 9–5 Future With Project Traffic Volumes – Weekday AM Peak Hour ................................. 47 9–6 Future With Project Traffic Volumes – Weekday PM Peak Hour .................................. 48 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TABLE OF CONTENTS (CONTINUED) LIST OF TABLES SECTION—TABLE # PAGE 4–1 Existing Transit Routes ....................................................................................................... 18 5–1 Existing Traffic Volumes .................................................................................................... 21 6–1 Project Trip Generation ..................................................................................................... 25 7–1 List of Related Projects and Related Projects Trip Generation .......................................... 31 8–1 Level of Service Criteria for Signalized Intersections........................................................ 36 8–2 Level of Service Criteria for Unsignalized Intersections ................................................... 37 8–3 Intersection Impact Threshold Criteria ............................................................................... 38 9–1 Existing Conditions Levels of Service Summary ............................................................... 40 9–2 Future Conditions Level of Service Summary.............................................................. 41 12–1 Weekday Shared Parking Demand Analysis ...................................................................... 57 12–2 Weekend Shared Parking Demand Analysis ................................................................ 58 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TRAFFIC IMPACT STUDY HERMOSA BOUTIQUE HOTEL PROJECT City of Hermosa Beach, California February 13, 2013 1.0 INTRODUCTION This traffic impact study addresses the potential traffic impacts and parking requirements associated with the Hermosa Boutique Hotel project. The project applicant proposes to develop a boutique type hotel with one parking level to be located at 1429 Hermosa Avenue in the City of Hermosa Beach, California. The proposed project site is situated along the west side of Hermosa Avenue between 15th Street to the north and 15th Court to the south. The proposed 1429 Hermosa Avenue project site location and general vicinity are shown in Figure 1-1. This report1 This traffic report satisfies the traffic impact study requirements of the City of Hermosa Beach and is consistent with the 2010 Congestion Management Program for Los Angeles County documents the findings and recommendations of a traffic impact analysis, as well as a parking analysis, prepared by Linscott, Law & Greenspan, Engineers (LLG Engineers) to determine the potential impacts associated with the Hermosa Boutique Hotel project. The traffic analysis evaluates the existing operating conditions at eight (8) key study intersections within the project vicinity, estimates the trip generation potential of the proposed project, and forecasts future operating conditions without and with the proposed project. Where necessary, intersection improvements and/or mitigation measures are identified. This report has been prepared in consultation with City of Hermosa Beach staff and the City’s consultant Traffic Engineer. 2 1 This report supersedes the previously submitted document, Traffic Impact Study, Hermosa Boutique Hotel Project, City of Hermosa Beach, California, prepared by LLG Engineers and dated November 26, 2012. The Scope of Work for this traffic study was developed in conjunction with the City of Hermosa Beach staff and the City’s consultant Traffic Engineer. The project site has been visited and an inventory of adjacent area roadways and intersections was performed. Existing peak hour traffic information has been collected at the eight (8) key study locations on a typical weekday (i.e., Tuesday, Wednesday, or Thursday) for use in the preparation of intersection Level of Service calculations. Information concerning cumulative projects (planned and/or approved) in the vicinity of the proposed project has been researched at the City of Hermosa Beach. Based on recent research, eight (8) related projects are planned in the City of Hermosa Beach. These eight (8) planned and/or approved related projects were therefore considered in the cumulative traffic analysis for this project. 2 2010 Congestion Management Program for Los Angeles County, Los Angeles County Metropolitan Transportation Authority, 2010. - 1 - - 2 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc This traffic report analyzes existing and future weekday AM peak hour and PM peak hour traffic conditions for a future-term (Year 2014) traffic setting upon completion of the proposed Hermosa Boutique Hotel project. Peak hour traffic forecasts for the Year 2014 horizon year have been projected by increasing existing traffic volumes by an annual growth rate of one percent (1.0%) per year and adding traffic volumes generated by eight (8) related projects. In addition, the planned project parking supply is compared with the City of Hermosa Beach Off-street Parking Code requirement. 1.1 Study Area Eight (8) study intersections have been identified for evaluation during the weekday morning and afternoon peak hours based upon coordination with City of Hermosa Beach staff and the City’s contract Traffic Engineer. The study intersections provide local access to the study area and define the extent of the boundaries for this traffic impact analysis. Further discussion of the existing street system and study area is provided in Section 4.0. The general location of the project in relation to the study locations and surrounding street system is presented in Figure 1-1. The traffic analysis study area is generally comprised of those locations which have the greatest potential to experience significant traffic impacts due to the proposed project as defined by the Lead Agency. In the traffic engineering practice, the study area generally includes those intersections that are: a. Immediately adjacent or in close proximity to the project site; b. In the vicinity of the project site that are documented to have current or projected future adverse operational issues; and c. In the vicinity of the project site that are forecast to experience a relatively greater percentage of project-related vehicular turning movements (e.g., at freeway ramp intersections). The locations selected for analysis were based on the above criteria, proposed Hermosa Boutique Hotel project peak hour vehicle trip generation, anticipated distribution of project vehicular trips and existing intersection/corridor operations. The eight (8) intersections listed below provide local access to the study area and define the extent of the boundaries for this traffic impact investigation. 1. Manhattan Avenue/27th Street-Greenwich Village 2. Hermosa Avenue/15th Street 3. Hermosa Avenue/14th Street 4. Hermosa Avenue/13th Street - 3 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 5. Hermosa Avenue/Pier Avenue 6. Manhattan Avenue West/Pier Avenue 7. Manhattan Avenue East/Pier Avenue 8. Monterey Boulevard/Pier Avenue The Volume-to-Capacity and Level of Service investigations at these key locations were used to evaluate the potential traffic-related impacts associated with area growth, cumulative projects and the proposed Hermosa Boutique Hotel project. When necessary, this report recommends intersection improvements that may be required to accommodate future traffic volumes and restore/maintain an acceptable Level of Service, and/or to mitigate the impact of the project. Included in this traffic and parking analysis are: • Existing traffic counts, • Estimated project traffic generation/distribution/assignment, • Estimated cumulative project traffic generation/distribution/assignment, • Weekday AM and PM peak hour capacity analyses for existing conditions (Year 2012) without and with project traffic, • Weekday AM and PM peak hour capacity analyses for future (Year 2014) conditions without and with project traffic, • Project-specific improvements, where necessary, • Congestion Management Program Traffic Impact Assessment, and • Parking analysis evaluation. - 4 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 2.0 PROJECT DESCRIPTION The project applicant seeks to obtain entitlements to construct a boutique-type hotel with one parking level to be located in the Downtown district of the City of Hermosa Beach, California. The proposed project site is situated along the west side of Hermosa Avenue between 15th Street to the north and 15th Court to the south. The proposed Hermosa Boutique Hotel project site location and general vicinity are shown in Figure 1-1. 2.1 Site Location The project site is located within close proximity to Lower Pier Avenue, the City’s public parking structure, the Hermosa Beach Pier, and The Strand, as well as the Hermosa Avenue and Pier Avenue commercial corridors. The project location and development concept will promote the efficient and convenient travel by all appropriate modes (e.g., pedestrian, bicycle, transit, and vehicular) for hotel guests and employees. In addition, the project will complement the Downtown area environment where different modes of travel co-exist and share the roadway, providing seamless connections and reinforcing each other to develop a balanced and efficient transportation system. The project site is located approximately two blocks from the City’s public parking structure, which is located west of Hermosa Avenue between 14th Court and 13th Street. The public parking structure currently provides a total of 359 parking spaces, including 261 public spaces and 98 spaces allocated to the Beach House Hotel for guest and valet parking. The City of Hermosa Beach planned and constructed this public parking structure to serve the Downtown district and encourage development in the vicinity. The City’s parking structure is complementary of its Municipal Zoning Code which provides parking in-lieu fees for projects located in the Downtown district. Parking in-lieu fees are used to encourage development in the Downtown district, while planning and providing for parking on a district-wide basis. Generally, in-lieu parking provides the opportunity to cluster parking (as the City of Hermosa Beach has done with the existing Downtown parking structure), to build parking more efficiently, and to facilitate development in locations with difficult parcel configurations. 2.2 Existing Project Site The existing project site is situated at 1429 Hermosa Avenue, at the southwest corner of the Hermosa Avenue/15th Street intersection and is currently vacant. The project site was previously occupied by two buildings that were utilized for restaurant uses (i.e., Classic Burger restaurant and Hermosa Beach Donuts & Coffee restaurant), and surface parking spaces. All of the prior buildings and surface parking spaces on the project site were demolished as part of a previously proposed development project. - 5 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 2.3 Proposed Project Description The project site is located at 1429 Hermosa Avenue (at the southwest corner of the Hermosa Avenue/15th Street intersection). The existing project site is currently vacant. The proposed project consists of the development of a boutique hotel with a total of 30 guest rooms including eight double rooms and 22 single (king) rooms, and ancillary support facilities (e.g., lobby/check-in, sitting areas, and multi-purpose spaces, etc.) as is commonly provided within most hotels. However, it should be noted that the proposed project will not include banquet halls, other large scale meeting space, or restaurants/lounges for non-guests. The proposed project is planned to include a total of roughly 30 parking spaces with all of the parking spaces provided on the ground level. Vehicular access to the site is planned to be provided via a single driveway on 15th Street along the northerly property frontage and via a single driveway on 15th Court along the southerly property frontage. Additionally, all parking for guests and visitors at the proposed project will be conducted via valet parking operations. Construction of the proposed project is planned to begin in year 2013 with occupancy in year 2014. The ground floor level site plan for the proposed Hermosa Boutique Hotel project is illustrated in Figure 2-1. - 6 - - 7 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 3.0 MOBILITY REVIEW As discussed with City staff and the City’s consultant Traffic Engineer, a review has been prepared of access to the project site in terms of mobility for all travel modes including vehicular, pedestrian, bicycle, goods movement (i.e., service/delivery for the proposed project), transit, etc. The City of Hermosa Beach has long committed to promote and develop efficient and convenient travel by all appropriate modes. As stated in the Final Circulation Transportation and Parking (Final CTP) Element of the City of Hermosa Beach General Plan (March 1990), “OVERALL GOAL: Provide a balanced transportation system for the safe and efficient transport of people and goods consistent with the goals of the Land Use Element.” The objectives of the Final CTP Element include maximizing use of alternative transportation modes and minimizing residential neighborhood traffic intrusion. The goals and policies in the General Plan recognize the built-out character of Hermosa Beach and reflect the constraints imposed by a long-established street network, as well as relatively fixed land use patterns. However, the City’s chief aim is to work creatively within these constraints to enhance all modes of transportation and to provide for safe and efficient circulation for all City residents and visitors. The mobility review includes consideration of vehicular access to and from the project site, pedestrian and bicycle access in the project vicinity, and service/delivery access to the project site. Brief summaries of the key mobility and access associated with the project are provided in the following subsections. 3.1 Existing Project Site Vehicular Access Vehicular access to the existing project site is provided via a total of two driveways including one driveway on 15th Street and one driveway on 15th Court. It is noted that the existing site driveways are no longer in use as the project site has been vacant for the last few years. Brief descriptions of the existing project site driveways are provided in the following paragraphs. • Existing Site: 15th Street Driveway This driveway is located on the south side of 15th Street (i.e., along the northerly property frontage) near the westerly portion of the project site. This existing site driveway is situated roughly 75 feet west of Hermosa Avenue and previously provided access to the surface parking lot on the site. The existing 15th Street driveway accommodates full access (i.e., left- turn and right-turn ingress and egress vehicular turning movements). - 8 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc • Existing Site: 15th Court Driveway This driveway was located on the north side of 15th Court (i.e., along the southerly property frontage), approximately mid-way between the westerly property boundary and Hermosa Avenue. The prior site 15th Court driveway previously accommodated full access (i.e., left- turn and right-turn ingress and egress vehicular turning movements). 3.2 Proposed Project 3.2.1 Vehicular Site Access Review The proposed site access scheme for the Hermosa Boutique Hotel project is displayed in Figure 2-1. Access to the proposed project site will be provided via a total of two driveways: one driveway on 15th Street and one driveway on 15th Court. The two proposed project site driveways are located in similar locations to the prior site driveways. Descriptions of the planned project site access points are provided in the following paragraphs. • Proposed Project: 15th Street Driveway This project driveway will be located on the south side of 15th Street, approximately mid-way along the northerly property frontage. The proposed project site driveway is planned to be 25 feet in width and will be located just easterly of the existing site driveway on 15th Street which provided access to the site. The proposed 15th Street project site driveway will accommodate full access (i.e., left-turn and right-turn ingress and egress turning movements) into and out of the site. However, it is noted that nearly all traffic movements at this driveway will be westbound left-turn inbound and northbound right-turn outbound movements as 15th Street terminates at The Strand just west of the project site. It is anticipated that the 15th Street driveway will be the primary access point for guests and visitors at the project. This driveway will provide access to the internal site drive aisle where the valet operations station will be situated for drop-off and pick-up operations. The planned project site driveway will be constructed to City of Hermosa Beach design standards. • Proposed Project: 15th Court Driveway This project driveway will be located on the north side of 15th Court, approximately mid-way along the southerly property frontage. The proposed project site driveway is planned to be 25 feet in width and will be located in essentially the same location as the prior site driveway on 15th Court which provided access to the site. As 15th Court terminates at Noble Park just west of the project site, it is anticipated that traffic movements at this site driveway be limited to westbound right-turn ingress and southbound left-turn egress turning movements into and out of the site. The planned project site driveway will be constructed to City of Hermosa Beach design standards. - 9 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc Vehicular access to the proposed project site will be accommodated via the two driveways as described above (i.e., one driveway on 15th Street and one driveway on 15th Court). With this site access configuration, the potential vehicle-pedestrian-bicycle conflicts are essentially the same as when the site was previously occupied. It should be noted that the location, placement and configuration of the future on-street parking spaces along the 15th Street property frontage will need to be developed in coordination with the City’s Public Works Department. At a minimum, it is anticipated that the on-street parking spaces adjacent to the project site will need to be adjusted to accommodate the new site driveway location and that one on-street parking space may need to be removed. Should this occur, it is recommended that the project applicant contribute an in-lieu fee to the City’s improvement fund towards the Downtown district to mitigate the net loss of the public parking space. 3.2.2 Pedestrian Access Review Downtown Hermosa Beach experiences a high level of pedestrian activity, particularly along the Hermosa Avenue, The Strand and Pier Avenue near the project site. Based on the existing level of pedestrian activity in the area and the proximity of these key corridors, it is anticipated that there also will be a high level of pedestrian activity generated to and from the proposed project. The proposed project site has been designed to encourage pedestrian activity and walking as a transportation mode3. As indicated in Figure 2-1, pedestrian walkways are planned throughout the site, as well as connect to the adjacent sidewalks, in a manner that promotes walkability. Walkability is a term for the extent to which walking is readily available as a safe, connected, accessible and pleasant mode of transport.4 • Connectivity: People can walk from one place to another without encountering major obstacles, obstructions, or loss of connectivity. There are five basic requirements that are widely accepted as key aspects of the walkability of urban areas that should be satisfied. The underlying principle is that pedestrians should not be delayed, diverted, or placed in danger. The five primary characteristics of walkability are as follows: • Convivial: Pedestrian routes are friendly and attractive, and are perceived as such by pedestrians. • Conspicuous: Suitable levels of lighting, visibility and surveillance over its entire length, with high quality delineation and signage. • Comfortable: High quality and well-maintained footpaths of suitable widths, attractive landscaping and architecture, shelter and rest spaces, and a suitable allocation of roadspace to pedestrians. 3 For example, refer to http://www.walkscore.com/, which generates a walkability score of approximately 83 (Very Walkable – most errands can be accomplished on foot) out of 100 for the project site. Walk Score calculates the walkability of an address by locating nearby stores, restaurants, schools, parks, etc. Walk Score measures how easy it is to live a car-lite lifestyle—not how pretty the area is for walking. - 10 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc • Convenient: Walking is a realistic travel choice, partly because of the impact of the other criteria set forth above, but also because walking routes are of a suitable length as a result of land use planning with minimal delays. A review of the project site plan and pedestrian walkways indicates that these five primary characteristics are accommodated as part of the proposed project. The project site is adjacent to and accessible from the Downtown Hermosa Beach area, nearby retail, restaurant and entertainment opportunities, as well as The Strand and the beach. The pedestrian walkways within the site will be appropriately landscaped and adorned to provide a friendly walking environment. Additionally, the walkways and connections with the external environment will be well lit and include a wayfinding signage program. Pedestrian project access to the site will be provided along the 15th Street and Hermosa Avenue property frontages. Pedestrian circulation around the periphery of the project site will be accommodated by the public sidewalks. The main lobby entrance for pedestrians will be accessed via the internal drive aisle and the sidewalks along both Hermosa Avenue and 15th Street. Within the lobby area, an elevator and stairwells will be provided for pedestrian access to/from the upper floors of the building (i.e., Stairwell Nos. 1 and 2). A secondary stairwell (i.e., Stairwell No. 3) for pedestrian access to/from the upper floors of the building will be provided along the westerly property frontage. 3.2.3 Bicycle Access Review Bicycle access to the project site is facilitated by the City of Hermosa Beach bicycle roadway network. A total of four existing or proposed bicycle facilities (e.g., Class I Bicycle Path, Class II Bicycle Lanes, Class III Bicycle Routes, Proposed Bicycle Routes, etc.) in the City’s bicycle network are located within an approximate one-half mile radius from the project site. The following bicycle facilities are located in the vicinity of the Hermosa Boutique Hotel project site: • - The Strand: Class I Bicycle Lane North-South Routes - Hermosa Avenue: Class III Bicycle Route with Sharrows/Share the Road Signs - Monterey Boulevard: Proposed Class III Bicycle Route with Sharrows/Share the Road Signs 4 Chapter 4 of the Pedestrian Network Planning and Facilities Design Guide, Government of New Zealand, from the www.ltsa.govt.nz website. - 11 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc • - Pier Avenue: Proposed Class III Bicycle Route with Sharrows/Share the East-West Routes Road Signs The Federal and State transportation system recognizes three primary bikeway facilities: Bicycle Paths (Class I), Bicycle Lanes (Class II), and Bicycle Routes (Class III). Bicycle Paths (Class I) are exclusive car free facilities that are typically not located within a roadway area. Bicycle Lanes (Class II) are part of the street design that is dedicated only for bicycles and identified by a striped lane separating vehicle lanes from bicycle lanes. Bicycle Routes (Class III) are preferably located on collector and lower volume arterial streets. Use of bicycles as a transportation mode to and from the project site should be encouraged by the provision of ample and safe parking. It is recommended that the proposed project include bicycle parking within the ground floor of the project site. The bicycle spaces should be provided in a readily accessible location(s). The selected location(s) should encourage use and maintain visibility for personal safety and theft protection. Appropriate lighting will be provided to increase safety and provide theft protection during night-time parking. 3.2.4 Service and Delivery Operations As 15th Court is a discontinuous roadway, it is recommended that service and deliveries (e.g., daily linen service/delivery) at the proposed project site be conducted via use of the on-street meter parking along the Hermosa Avenue frontage during early morning hours, rather than conducting head-in and back-out maneuvers to/from 15th Court. This recommendation is intended to limit the potential conflicts between service/delivery vehicles with pedestrians and bicyclists along Hermosa Avenue, particularly since the egress movement from 15th Court would require backup movements. Also, it is recommended that consideration be given to signing one or possibly two on-street meter spaces along the Hermosa Avenue property frontage as “No Parking Except Trucks” for the identified service and delivery early morning hours (e.g., 7:00 to 9:00 AM). The location of the on- street space(s) and designated early morning service/delivery hours can be determined in consultation with City staff. 3.3 Sight Distance Review Based on comments received from City staff and the City’s consultant traffic engineer, a review has been prepared of the sight distance at the project driveway in terms of vehicular movements and pedestrian circulation. The sight distance evaluation includes a review of vehicular access to and from the project driveway on 15th Street. Brief summaries of the key existing and proposed project conditions are presented in the following paragraphs. - 12 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc • Existing Site Driveway on 15th Street The existing site driveway on 15th Street is situated approximately 67 feet west of Hermosa Avenue (i.e., measured from the beginning curb radius on 15th Street at Hermosa Avenue to the east side of the driveway). The existing driveway is approximately 21 feet wide. Three public on-street meter parking spaces are currently provided between the existing site driveway and Hermosa Avenue. Five feet of painted red curb is provided immediately east of the existing site driveway. Immediately west of the existing site driveway the following on-street elements are provided: two feet of painted red curb, one public on-street metered parking space, and then an approximate 30-foot wide private driveway associated with an adjacent apartment building. • Proposed Project Site Driveway on 15th Street The proposed project site driveway on 15th Street will be relocated easterly to a point approximately 49 feet west of Hermosa Avenue (i.e., measured from the beginning curb radius on 15th Street). Two public metered parking spaces can be retained between the proposed project site driveway and Hermosa Avenue. However, it is recommended that these two metered parking spaces be shifted roughly five feet easterly toward Hermosa Avenue. Approximately five feet of painted red curb also can be provided immediately east of the proposed site driveway. Immediately west of the project site driveway, painted red curb will be extended between the site driveway and the existing metered parking space (i.e., for a total of roughly 15 feet of red curb). While the proposed project site driveway placement could result in the loss of one on-street metered parking space when compared to existing conditions, the sight distance for exiting hotel motorists would be improved with the project (i.e., since only two feet of red curb exists west of the existing site driveway and 15 feet of red curb would be provided west of the project site driveway in the future with construction of the proposed hotel). • Public Sidewalks A 13-foot wide sidewalk is currently provided adjacent to the project site along the 15th Street property frontage. A six-foot wide sidewalk is presently provided adjacent to the project site along the Hermosa Avenue property frontage. No changes to the adjacent public sidewalks are expected to occur as part of the proposed project. - 13 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 3.3.1 Project Driveway Sight Distance Review As vehicles exiting the project site are anticipated to turn right to travel easterly to Hermosa Avenue, the sight distance for eastbound motorists approaching the driveway will be significantly improved based on both the relocation of the project site driveway and the extension of red curb west of the proposed project site driveway. The sight distance for westbound motorists approaching the project site driveway is essentially the same as existing conditions. However, as previously noted, it is anticipated that motorists exiting the site will turn right to travel to Hermosa Avenue, thus, conflicts between exiting vehicles and westbound motorists on Hermosa Avenue are not expected to occur. 3.4 Project Access Recommendations The following measures are recommended to facilitate access to and from the planned project site: • Direct project site guests and visitors to utilize the 15th Street project driveway to access the site. • Direct vendors to utilize the designated on-street meter parking space(s) along the Hermosa Avenue property frontage for service and deliveries at the project site in order to limit potential conflicts between service/delivery vehicles with pedestrians and bicyclists. • Develop a parking management plan for the proposed project, including details on the internal valet parking operations to address any potential queuing onto public right-of- way. • Install appropriate pavement markings (i.e., stop bar with STOP legend) on the project drive aisle just south of the public sidewalk to ensure that motorists stop prior to the sidewalk along 15th Street and at the 15th Court project drive aisle before exiting the site. • Install a pavement right-turn arrow prior to the stop bar/STOP legend on the 15th Street project drive aisle to reinforce the right-turn only movement for motorists exiting the site. • Install a pavement left-turn arrow prior to the stop bar/STOP legend on the 15th Court project drive aisle to reinforce the left-turn only movement for motorists exiting the site. • Provide bicycle parking within the ground floor of the project site in a readily accessible location(s). The selected location(s) should encourage use and maintain visibility for personal safety and theft protection. Appropriate lighting will be provided to increase safety and provide theft protection during night-time parking. - 14 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 4.0 EXISTING STREET SYSTEM 4.1 Local Roadway System The local network of streets serving the Hermosa Boutique Hotel project study area includes Hermosa Avenue, Manhattan Avenue, 14th Street, 14th Court and Pier Avenue. The eight (8) intersections listed below provide local access to the study area and define the extent of the boundaries for this traffic impact investigation. 1. Manhattan Avenue/27th Street-Greenwich Village 2. Hermosa Avenue/15th Street 3. Hermosa Avenue/14th Street 4. Hermosa Avenue/13th Street 5. Hermosa Avenue/Pier Avenue 6. Manhattan Avenue West/Pier Avenue 7. Manhattan Avenue East/Pier Avenue 8. Monterey Boulevard/Pier Avenue Five of the eight study intersections (Intersection Nos. 1, 2, 6, 7, and 8) selected for analysis are controlled by stop signs. The remaining study intersections (Intersection Nos. 3, 4, and 5) are currently traffic signal controlled. The existing lane configurations at the eight study intersections are displayed in Figure 4-1. Brief descriptions of the important roadways in the project vicinity are provided in the following paragraphs. 4.2 Roadway Descriptions A brief description of the important roadways in the project vicinity is provided in the following paragraphs. Hermosa Avenue is a north-south oriented roadway that borders the project site to the east. Hermosa Avenue provides primary north-south circulation through the Downtown Hermosa Beach area. Two through travel lanes are provided in each direction along the roadway within the project study area. The Hermosa Avenue/Pier Avenue intersection is currently traffic signal controlled, with separate left-turn phasing provided for the southbound left-turn movement. Three-hour metered parking on Hermosa Avenue is generally allowed on both sides of the roadway and is enforced seven days a week from 10:00 AM to 10:00 PM. Hermosa Avenue is posted for a 25 miles per hour speed limit near the project site. - 15 - - 16 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc Manhattan Avenue is a north-south oriented roadway that is located one block east of the project site. Manhattan Avenue provides local north-south traffic access in the vicinity of the project site. One through travel lane is provided in each direction along the roadway within the project study area. The Manhattan Avenue/Pier Avenue intersection is currently stop sign controlled, with the stop signs facing the Manhattan Avenue approaches. Manhattan Avenue is posted for a 25 miles per hour speed limit within the project study area. Monterey Boulevard is a north-south oriented roadway that is located east of the project site. Monterey Boulevard provides local north-south traffic access in the vicinity of the project site. One through travel lane is provided in each direction along the roadway within the project study area. The Monterey Boulevard/Pier Avenue intersection is currently all-way stop sign controlled. Monterey Boulevard is posted for a 25 miles per hour speed limit within the project study area. 15th Street is an east-west oriented roadway that borders the project site to the north. Near the project site, 15th Street extends between Hermosa Avenue to the east and the The Strand/beach to the west. One through travel lane is provided in each direction along the roadway within the project study area. Three-hour parking from 10:00 AM to 10:00 PM is generally allowed along both sides of 15th Street in the project study area. Twenty-four hour resident parking is also accommodated along both sides of 15th Street near the project site with resident parking passes. There is no posted speed limit on this segment of 15th Street in the project vicinity, thus it is assumed to be a prima facie speed limit of 25 miles per hour. 15th Court is an east-west oriented roadway that borders the project site to the south. Near the project site, 15th Court extends between Hermosa Avenue to the east to its terminus at Noble Park to the west. Two-way travel is accommodated along 15th Court near the project site. Parking is prohibited along both sides of 15th Court within the project study area. Pier Avenue is an east-west oriented roadway that is located south of the project site. Pier Avenue provides primary east-west circulation through the Downtown Hermosa Beach area, extending between Hermosa Avenue to the west to Pacific Coast Highway to the east. One through travel lane is provided in each direction along the roadway within the project study area. West of Hermosa Avenue, Pier Avenue is a pedestrian plaza area. However, emergency vehicle access is accommodated along this section of Pier Avenue. Pier Avenue is posted for a 25 miles per hour speed limit near the project site. 4.3 Public Bus Transit Service Public bus transit service within the Hermosa Boutique Hotel project study area is currently provided by the Los Angeles County Metropolitan Transportation Authority, City of Redondo Beach – Beach Cities Transit, and the City of Los Angeles Department of Transportation. A summary of the existing transit service, including the transit route, destinations and peak hour headways is presented in Table 4-1. The existing public transit routes in the Hermosa Boutique Hotel project site vicinity are illustrated in Figure 4-2. - 17 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project ROADWAY(S) ROUTE DESTINATIONS NEAR SITE DIR AM PM Metro Route 130 Redondo Beach to Cerritos via Hermosa Beach, Torrance,Pier Avenue, Monterey Boulevard EB 2 2 Harbor Gateway, Carson, Compton, North Long Beach,WB 3 2 Bellflower Commuter Express 438 Palos Verdes & Via Valencia to Downtown Los Angeles Manhattan Avenue, 27th Street, Hermosa NB 3 0 Avenue, Pier Avenue SB 0 2 Total 8 6 [1] Sources: Los Angeles County Metropolitan Transportation Authority (Metro), LADOT Transit Services websites, 2012. Table 4-1 EXISTING TRANSIT ROUTES [1] NO. OF BUSES/TRAINS DURING PEAK HOUR - 18 - - 19 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 5.0 TRAFFIC COUNTS Based on discussions with the City’s contract Traffic Engineer, new manual counts of vehicular turning movements were conducted at each of the eight study intersections during the weekday morning (AM) and afternoon (PM) commuter periods to determine the peak hour traffic volumes. The manual counts were conducted by traffic count subconsultants, City Traffic Counters and The Traffic Solution, at the eight study intersections from 7:00 to 9:00 AM to determine the AM peak commuter hour, and from 4:00 to 6:00 PM to determine the PM peak commuter hour. Traffic volumes at the eight study intersections show the morning and afternoon peak periods typically associated with peak commuter hours in the metropolitan area. In addition, a count of pedestrian, bicycle and truck volumes was collected during the peak periods in conjunction with the manual turning movement vehicle counts. The existing weekday AM and PM peak commuter period manual counts of turning vehicles at the eight study intersections are summarized in Table 5-1. The existing traffic volumes at the study intersections during the weekday AM and PM peak commuter hours are shown in Figures 5-1 and 5-2, respectively. Summary data worksheets of the manual traffic counts at the study intersections are contained in Appendix A. - 20 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 5-1 EXISTING TRAFFIC VOLUMES AM PEAK HOUR PM PEAK HOURNO.INTERSECTION DATE DIR BEGAN VOLUME BEGAN VOLUME 1 Manhattan Avenue/11/01/2012 NB 7:30 278 5:00 141 27th Street-Greenwich Village [1]SB 187 496 EB 384 151 WB 152 222 2 Hermosa Avenue/11/01/2012 NB 7:45 416 5:00 240 15th Street [2]SB 198 435 EB 21 14 WB 0 0 3 Hermosa Avenue/11/01/2012 NB 7:45 435 5:00 266 14th Street [2]SB 214 443 EB 28 28 WB 17 37 4 Hermosa Avenue/11/01/2012 NB 7:45 461 5:00 265 13th Street [2]SB 199 430 EB 22 76 WB 0 0 5 Hermosa Avenue/11/01/2012 NB 7:45 467 5:00 271 Pier Avenue [2]SB 216 454 EB 0 0 WB 141 163 6 Manhattan Avenue (West)/11/01/2012 NB 8:00 78 5:00 40 Pier Avenue [1]SB 0 0 EB 185 195 WB 182 312 7 Manhattan Avenue (East)/11/01/2012 NB 8:00 0 5:00 0 Pier Avenue [1]SB 65 125 EB 253 220 WB 217 306 8 Monterey Boulevard/11/01/2012 NB 7:45 150 5:00 162 Pier Avenue [1]SB 74 113 EB 236 261 WB 241 354 [1]Counts conducted by City Traffic Counters [2]Counts conducted by The Traffic Solution - 21 - - 22 - - 23 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 6.0 TRAFFIC FORECASTING METHODOLOGY In order to estimate the traffic impact characteristics of the Hermosa Boutique Hotel project, a multi-step process has been utilized. The first step is trip generation, which estimates the total arriving and departing traffic volumes on a peak hour and daily basis. The traffic generation potential is forecast by applying the appropriate vehicle trip generation equations or rates to the project development tabulation. The second step of the forecasting process is trip distribution, which identifies the origins and destinations of inbound and outbound project traffic volumes. These origins and destinations are typically based on demographics and existing/anticipated travel patterns in the study area. The third step is traffic assignment, which involves the allocation of project traffic to study area streets and intersections. Traffic assignment is typically based on minimization of travel time, which may or may not involve the shortest route, depending on prevailing operating conditions and travel speeds. Traffic distribution patterns are indicated by general percentage orientation, while traffic assignment allocates specific volume forecasts to individual roadway links and intersection turning movements throughout the study area. With the forecasting process complete and project traffic assignments developed, the impact of the proposed project is isolated by comparing operational (i.e., LOS) conditions at selected key intersections using expected existing and future traffic volumes without and with forecast project traffic. The need for site-specific and/or cumulative local area traffic improvements can then be evaluated and the significance of the project’s impacts identified. 6.1 Project Traffic Generation Traffic generation is expressed in vehicle trip ends, defined as one-way vehicular movements, either entering or exiting the generating land use. Generation equations and/or rates used in the traffic forecasting procedure are found in the 9th Edition of Trip Generation, published by the Institute of Transportation Engineers (ITE) [Washington D.C., 2012]. Based on discussions with the City’s consultant Traffic Engineer, ITE Land Use Code 310 (Hotel) trip generation average rates were used to forecast the traffic volumes expected to be generated by the 30 guest rooms planned for the Hermosa Boutique Hotel project. Traffic volumes expected to be generated by the proposed project were based upon rates per number of occupied rooms to be provided as part of the proposed project. The trip generation rates and forecast of the vehicular trips anticipated to be generated by the proposed project are presented in Table 6-1. The project trip generation forecast was submitted for review and approval by the City’s consultant Traffic Engineer. - 24 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 6-1 PROJECT TRIP GENERATION [1] DAILY AM PEAK HOUR PM PEAK HOUR TRIP ENDS [2]VOLUMES [2]VOLUMES [2] LAND USE SIZE VOLUMES IN OUT TOTAL IN OUT TOTAL Hotel [3]30 Occ. Rooms 268 12 8 20 10 11 21 268 12 8 20 10 11 21 [1]Source: ITE "Trip Generation", 9th Edition, 2012. [2]Trips are one-way traffic movements, entering or leaving. [3]ITE Land Use Code 310 (Hotel) trip generation average rates. - Daily Trip Rate: 8.92 trips/occupied room; 50% inbound/50% outbound - AM Peak Hour Trip Rate: 0.67 trips/occupied room; 58% inbound/42% outbound - PM Peak Hour Trip Rate: 0.70 trips/occupied room; 49% inbound/51% outbound TOTAL - 25 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc As presented in Table 6-1, the proposed project is expected to generate 20 vehicle trips (12 inbound trips and 8 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the proposed project is expected to generate 21 vehicle trips (10 inbound trips and 11 outbound trips). Over a 24-hour period, the proposed project is forecast to generate 268 daily trip ends during a typical weekday (134 inbound trips and 134 outbound trips). 6.2 Project Traffic Distribution and Assignment The general, directional traffic distribution pattern for the proposed Hermosa Boutique Hotel project is presented in Figure 6-1. Project traffic volumes both entering and exiting the site have been distributed and assigned to the adjacent street system based on the following considerations: • The site's proximity to major traffic corridors (i.e., Pier Avenue, Hermosa Avenue, Pacific Coast Highway and Gould Avenue/Artesia Boulevard), • Expected localized traffic flow patterns based on adjacent roadway channelization and presence of traffic signals, • Existing intersection traffic volumes, • Ingress/egress availability at the project site, • The location of existing and proposed parking areas, and • Input from the City’s consultant Traffic Engineer. The forecast weekday AM and PM peak hour project traffic volumes associated with the proposed project are presented in Figures 6-2 and 6-3, respectively. The traffic volume assignments presented in Figures 6-2 and 6-3 reflect the traffic distribution characteristics shown in Figure 6-1 and the project traffic generation forecasts presented in Table 6-1. - 26 - - 27 - - 28 - - 29 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 7.0 FUTURE TRAFFIC CONDITIONS The forecast of future pre-project conditions was prepared in accordance to procedures outlined in Section 15130 of the CEQA Guidelines. Specifically, the CEQA Guidelines provide two options for developing the future traffic volume forecast: “(A) A list of past, present, and probable future projects producing related or cumulative impacts, including, if necessary, those projects outside the control of the [lead] agency, or (B) A summary of projections contained in an adopted local, regional or statewide plan, or related planning document, that describes or evaluates conditions contributing to the cumulative effect. Such plans may include: a general plan, regional transportation plan, or plans for the reduction of greenhouse gas emissions. A summary of projections may also be contained in an adopted or certified prior environmental document for such a plan. Such projections may be supplemented with additional information such as a regional modeling program. Any such document shall be referenced and made available to the public at a location specified by the lead agency.” Accordingly, the traffic analysis provides a highly conservative estimate of future pre-project traffic volumes as it incorporates both the “A” and “B” options outlined in CEQA Guidelines for purposes of developing the forecast. 7.1 Related Projects Traffic Characteristics A forecast of on-street traffic conditions prior to occupancy of the proposed project was prepared by incorporating the potential trips associated with other known development projects (related projects) in the area. With this information, the potential impact of the proposed project can be evaluated within the context of the cumulative impact of all ongoing development. The related projects research was based on information on file at the City of Hermosa Beach. The list of related projects in the project site area and a brief description for each of the eight (8) related projects is presented in Table 7–1. The location of the related projects is shown in Figure 7–1. Traffic volumes expected to be generated by the related projects were calculated using rates provided in the ITE Trip Generation manual. The related projects’ respective traffic generation for the weekday AM and PM peak hours, as well as on a daily basis for a typical weekday, is summarized in Table 7-1. As shown in Table 7-1, the related projects are expected to generate a combined total of 9,282 daily trips during a typical weekday, 457 trips (271 inbound trips and 186 outbound) during the weekday AM peak hour, and 875 trips (431 inbound trips and 444 outbound trips) during the weekday PM peak hour. The anticipated distribution of the related projects traffic volumes to the study intersections during the weekday AM and PM peak hours is displayed in Figures 7-2 and 7-3, respectively. - 30 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 7-1RELATED PROJECTS LIST AND TRIP GENERATION [1] PROJECT DAILY AM PEAK HOUR PM PEAK HOUR MAP ADDRESS/LAND USE DATA DATA TRIP ENDS [2]VOLUMES [2]VOLUMES [2] NO.LOCATION LAND-USE SIZE SOURCE VOLUMES IN OUT TOTAL IN OUT TOTAL 1 824 1st Street Office 3,000 GSF [3]33 4 1 5 1 3 4 2 1221-1223 Hermosa Avenue Bank 6,600 GSF [4]978 46 34 80 80 80 160 3 205 Pier Avenue Office/Retail 6,000 GSF [5]256 4 2 6 11 11 22 4 2101 Pacific Coast Highway Office 10,124 GSF [3]112 14 2 16 3 12 15 Condominium 21 DU [6]122 2 7 9 7 4 11 5 906 Hermosa Avenue Office 8,780 GSF [3]97 12 2 14 2 11 13 Condominium 21 DU [6]122 2 7 9 7 4 11 6 Pier Avenue to 13th Street Hotel 100 rooms [7]892 39 28 67 34 36 70 (The Strand to parking lot) 7 2420 Pacific Coast Highway Retail 120,000 GLSF [5]5,124 71 44 115 214 231 445 950 Artesia Boulevard Restaurant 12,000 GSF [8]1,526 72 58 130 71 47 118 8 555 6th Street Heavy Industrial 3 acres [9]20 5 1 6 1 5 6 9,282 271 186 457 431 444 875 [1]Sources: City of Hermosa Beach Community Development Department. Trip generation for the related projects are based on the ITE "Trip Generation", 9th Edition, 2012 (as referenced in the Project Data Source column). [2]Trips are one-way traffic movements, entering or leaving. [3]ITE Land Use Code 710 (General Office) trip generation average rates. [4]ITE Land Use Code 912 (Drive-In Bank) trip generation average rates. [5]ITE Land Use Code 820 (Shopping Center) trip generation average rates. [6]ITE Land Use Code 230 (Residential Condominium) trip generation average rates. [7]ITE Land Use Code 310 (Hotel) trip generation average rates. [8]ITE Land Use Code 932 (High-Turnover Sit-Down Restaurant) trip generation average rates. [9]ITE Land Use Code 120 (General Heavy Industrial) trip generation average rates. TOTAL- 31 - - 32 - - 33 - - 34 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 7.2 Ambient Traffic Growth Horizon year, background traffic growth estimates also have been calculated by using an ambient traffic growth factor. The ambient traffic growth factor is intended to include unknown related projects in the study area, as well as account for typical growth in traffic volumes due to the development of projects outside the study area. The future growth in traffic volumes has been calculated at one percent (1.0%) per year. The ambient growth factor was based on review of the background traffic growth estimates for the South Bay/LAX area (RSA 18) published in the 2010 Congestion Management Program for Los Angeles County, which indicate that existing traffic volumes would be expected to increase at an annual rate of less than one percent (approximately 0.26% per year) between years 2010 and 2015. However, a one percent (1.0%) ambient traffic growth factor has been employed in this analysis in order to provide a conservative, worst case forecast of future traffic volumes in the area. Application of the ambient traffic growth factor to existing Year 2012 traffic volumes results in a two percent (2.0%) increase in existing traffic volumes to horizon Year 2014. Further, it is noted that the CMP manual’s traffic growth rate is intended to anticipate future traffic generated by development projects in the project vicinity. Thus, the inclusion in this traffic analysis of both a forecast of traffic generated by known related projects plus the use of an ambient growth traffic factor based on CMP traffic model data results in a conservative estimate of future traffic volumes at the study intersections. - 35 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 8.0 TRAFFIC IMPACT ANALYSIS METHODOLOGY 8.1 Impact Criteria and Thresholds The relative impact of the added project traffic volumes generated by the proposed Hermosa Boutique Hotel project during the AM and PM peak hours was evaluated based on analysis of future operating conditions at the eight (8) key study intersections, without, then with, the proposed project. The significance of the potential project impacts at each key intersection was then evaluated using the traffic impact criteria employed in previous analyses for projects in the City of Hermosa Beach. A significant transportation impact is determined based on the sliding scale criteria presented in Table 8-1. TABLE 8-1 INTERSECTION IMPACT THRESHOLD CRITERIA Final ICU Level of Service Project Related Increase in ICU > 0.801-0.900 D – signalized equal to or greater than 0.02 > 0.901 or greater E/F – signalized equal to or greater than 0.01 Drop in LOS by one level D/E/F - unsignalized --- As indicated in Table 8-1, the project-related increase in ICU value for the signalized intersections that defines a significant impact varies with LOS. At LOS D the threshold of significance is an increase of 0.02 or greater in the ICU value for signalized intersections. This is reduced to 0.01 or greater under LOS E and F. Similarly, for the unsignalized intersections, a decrease in LOS by one level or more is considered significant for those locations operating at LOS D, E, or F. 8.2 Intersection Capacity Utilization Methods of Analysis 8.2.1 Signalized Intersections In conformance with the City of Hermosa Beach and Los Angeles County Congestion Management Program requirements, existing weekday AM and PM peak hour operating conditions for the key signalized study intersections were evaluated using the Intersection Capacity Utilization (ICU) method. The ICU methodology is intended for signalized intersection analyses and estimates the volume-to-capacity (V/C) relationship for an intersection based on the individual V/C ratios for key conflicting traffic movements. The ICU numerical value represents the percent signal (green) time, and thus capacity, required by existing and/or future traffic. It should be noted that the ICU methodology assumes uniform traffic distribution per intersection approach lane and optimal signal timing. The ICU value translates to a LOS estimate, which is a relative measure of the intersection performance. The six qualitative categories of Level of Service have been defined along with the corresponding ICU value range and are shown in Table 8-2. A description of the ICU method and corresponding Level of Service is provided in Appendix B. - 36 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc TABLE 8-2 LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) Intersection Capacity Utilization Value (V/C) Level of Service Description A ≤ 0.600 EXCELLENT. No vehicle waits longer than one red light, and no approach phase is fully used. B 0.601 – 0.700 VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted within groups of vehicles. C 0.701 – 0.800 GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. D 0.801 – 0.900 FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups. E 0.901 – 1.000 POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. F > 1.000 FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Potentially very long delays with continuously increasing queue lengths. Pursuant to Los Angeles County CMP 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 Level of Service (LOS) calculation. 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. 8.2.2 Unsignalized Intersections The Highway Capacity Manual 2010 (HCM2010) methodology outlined in Chapter 19 for unsignalized/two-way stop-controlled study intersections was utilized for the analysis of the unsignalized intersections. The TWSC methodology estimates the average control delay for each minor-street movement (or shared movement) as well as major-street left-turns and determines the LOS for each constrained movement. It should be noted that LOS is not defined for the overall TWSC intersection because major-street movements with no delays typically result in a weighted average delay that is extremely low. Average control delay for any particular movement is a function of the capacity of the approach and the degree of saturation. The average control delay is - 37 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc measured in seconds per vehicle, and includes delay due to deceleration to a stop at the back of the queue from free-flow speed, move-up time within the queue, stopped delay at the front of the queue, and delay due to acceleration back to free-flow speed. A description of the HCM method and corresponding Level of Service is also provided in Appendix B. The six qualitative categories of Level of Service have been defined along with the corresponding HCM control delay value range, as shown in Table 8-3. TABLE 8-3 LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS Level of Service (LOS) Highway Capacity Manual Delay Value (sec/veh) Level of Service Description A ≤ 10.0 Little or no delay B > 10.0 and ≤ 15.0 Short traffic delays C > 15.0 and ≤ 25.0 Average traffic delays D > 25.0 and ≤ 35.0 Long traffic delays E > 35.0 and ≤ 50.0 Very long traffic delays F > 50.0 Severe congestion 8.3 Traffic Impact Analysis Scenarios Pursuant to City of Hermosa Beach and Los Angeles County Congestion Management Program requirements, Level of Service calculations have been prepared for the following scenarios for the study intersections: (a) Existing (Year 2012) conditions. (b) Condition (a) with completion and occupancy of the project. (c) Condition (b) with implementation of project mitigation measures where necessary. (d) Condition (a) plus one percent (1.0%) annual ambient traffic growth through Year 2014 and with completion and occupancy of the related projects (i.e., future Year 2014 without project conditions) (e) Condition (d) with completion and occupancy of the project (i.e., future Year 2014 with project conditions). (f) Condition (e) with implementation of project mitigation measures where necessary. The traffic volumes for each new condition were added to the volumes in the prior condition to determine the change in capacity utilization at the study intersections. - 38 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 9.0 TRAFFIC ANALYSIS The traffic impact analysis prepared for the study intersections using the ICU and HCM methodologies with application of the City of Hermosa Beach significant traffic impact criteria is summarized in Table 9–1 for existing traffic conditions. The traffic impact analysis prepared for the study intersections using the ICU and HCM methodologies with application of the City of Hermosa Beach significant traffic impact criteria is summarized in Table 9–2 for future traffic conditions. The ICU and HCM data worksheets for the analyzed intersections are contained in Appendix B. 9.1 Existing Traffic Conditions 9.1.1 Existing Conditions As indicated in column [1] of Table 9–1, all eight study intersections are presently operating at LOS B or better during the weekday AM and PM peak hours under existing conditions. The existing traffic volumes at the study intersections during the weekday AM and PM peak hours are displayed in Figures 5–1 and 5–2, respectively. 9.1.2 Existing With Project Conditions As shown in column [2] of Table 9–1, application of the City’s threshold criteria to the “Existing With Project” scenario indicates that the proposed project is not expected to create significant impacts at any of the eight study intersections. Incremental, but not significant, impacts are noted at the study intersections. Because there are no significant impacts, no traffic mitigation measures are required or recommended for the study intersections under the “Existing With Project” conditions. The existing with project traffic volumes at the study intersections during the weekday AM and PM peak hours are illustrated in Figures 9–1 and 9–2, respectively. 9.2 Future Traffic Conditions 9.2.1 Future Without Project Conditions The future without project conditions were forecast based on the addition of traffic generated by the completion and occupancy of related projects, as well as the growth in traffic due to the combined effects of continuing development, intensification of existing developments and other factors (i.e., ambient growth). The v/c ratios and delay at all of the study intersections are incrementally increased with the addition of ambient traffic and traffic generated by the related projects listed in Table 7–1. As presented in column [1] of Table 9–2, all eight study intersections are expected to operate at LOS C or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic and related projects traffic under the future without project conditions. The future Year 2014 without project (existing, ambient growth and related projects) traffic volumes at the study intersections during the weekday AM and PM peak hours are presented in Figures 9–3 and 9– 4, respectively. - 39 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 9-1 EXISTING CONDITIONS SUMMARY OF VOLUME TO CAPACITY RATIOS DELAY AND LEVELS OF SERVICE WEEKDAY AM AND PM PEAK HOURS [1][2] YEAR 2012 YEAR 2012 EXISTING WITH EXISTING PROJECT CHANGE SIGNIF. PEAK DELAY or LOS DELAY or LOS V/C IMPACT NO.INTERSECTION HOUR V/C [b]V/C [b][(2)-(1)][c] 1 Manhattan Avenue/AM 14.0 B 14.2 B 0.2 NO 27th Street-Greenwich Village [a]PM 14.2 B 14.4 B 0.2 NO 2 Hermosa Avenue/AM 9.8 A 10.1 B 0.3 NO 15th Street [a]PM 10.2 B 10.8 B 0.6 NO 3 Hermosa Avenue/AM 0.250 A 0.253 A 0.003 NO 14th Street PM 0.293 A 0.296 A 0.003 NO 4 Hermosa Avenue/AM 0.248 A 0.250 A 0.002 NO 13th Street PM 0.303 A 0.305 A 0.002 NO 5 Hermosa Avenue/AM 0.334 A 0.340 A 0.006 NO Pier Avenue PM 0.290 A 0.294 A 0.004 NO 6 Manhattan Avenue (West)/AM 9.7 A 9.7 A 0.0 NO Pier Avenue [a]PM 9.5 A 9.5 A 0.0 NO 7 Manhattan Avenue (East)/AM 11.1 B 11.1 B 0.0 NO Pier Avenue [a]PM 11.3 B 11.4 B 0.1 NO 8 Monterey Boulevard/AM 9.2 A 9.2 A 0.0 NO Pier Avenue [a]PM 10.2 B 10.2 B 0.1 NO [a]Unsignalized intersection. Reported value represents the highest delay (in seconds per vehicle) associated with the most constrained movement/approach to the intersection. [b]Level of Service (LOS) is based on the reported ICU value for signalized intersections and on the delay for unsignalized instesections. [c]According to City of Hermosa Beach, a transportation impact on an intersection shall be deemed significant in accordance with the following table: City of Hermosa Beach intersection impact threshold criteria is as follows: Final v/c LOS Project Related Increase in v/c >=0.801 - 0.900 D - signalized equal to or greater than 0.02 >=0.901 E/F - signalized equal to or greater than 0.01 Drop in LOS by one level D/E/F - unsignalized - 40 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 9-2 FUTURE CONDITIONS SUMMARY OF VOLUME TO CAPACITY RATIOSDELAY AND LEVELS OF SERVICEWEEKDAY AM AND PM PEAK HOURS [1][2] YEAR 2014 YEAR 2014 FUTURE FUTURE WITHOUT WITH PROJECT PROJECT CHANGE SIGNIF. PEAK DELAY or LOS DELAY or LOS V/C IMPACT NO.INTERSECTION HOUR V/C [b]V/C [b][(2)-(1)][c] 1 Manhattan Avenue/AM 16.3 C 16.6 C 0.2 NO 27th Street-Greenwich Village [a]PM 18.0 C 18.4 C 0.3 NO 2 Hermosa Avenue/AM 10.2 B 10.4 B 0.2 NO 15th Street [a]PM 10.6 B 11.3 B 0.7 NO 3 Hermosa Avenue/AM 0.263 A 0.265 A 0.002 NO 14th Street PM 0.315 A 0.317 A 0.002 NO 4 Hermosa Avenue/AM 0.292 A 0.295 A 0.003 NO 13th Street PM 0.443 A 0.445 A 0.002 NO 5 Hermosa Avenue/AM 0.393 A 0.399 A 0.006 NO Pier Avenue PM 0.363 A 0.367 A 0.004 NO 6 Manhattan Avenue (West)/AM 10.0 A 10.1 B 0.1 NO Pier Avenue [a]PM 10.0 A 10.1 B 0.1 NO 7 Manhattan Avenue (East)/AM 11.8 B 11.9 B 0.1 NO Pier Avenue [a]PM 12.6 B 12.7 B 0.1 NO 8 Monterey Boulevard/AM 9.7 A 9.7 A 0.0 NO Pier Avenue [a]PM 11.3 B 11.3 B 0.1 NO [a]Unsignalized intersection. Reported value represents the highest delay (in seconds per vehicle) associated with the most constrained movement/approach to the intersection. [b]Level of Service (LOS) is based on the reported ICU value for signalized intersections and on the delay for unsignalized intersections. [c]According to City of Hermosa Beach, a transportation impact on an intersection shall be deemed significant in accordance with the following table: City of Hermosa Beach intersection impact threshold criteria is as follows: Final v/c LOS Project Related Increase in v/c >=0.801 - 0.900 D - signalized equal to or greater than 0.02 >=0.901 E/F - signalized equal to or greater than 0.01 Drop in LOS by one level D/E/F - unsignalized - 41 - - 42 - - 43 - - 44 - - 45 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 9.2.2 Future With Project Conditions As shown in column [2] of Table 9–2, application of the City’s threshold criteria to the “With Proposed Project” scenario indicates that the proposed project is not expected to create significant impacts at the eight study intersections. Incremental, but not significant, impacts are noted at the study intersections and all study intersections are expected to continue operating at LOS C or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic, related projects traffic, and project traffic, as presented in Table 9–2. The future Year 2014 with project (existing, ambient growth, related projects and project) traffic volumes at the study intersections during the weekday AM and PM peak hours are illustrated in Figures 9–5 and 9–6, respectively. - 46 - - 47 - - 48 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 10.0 TRANSPORTATION IMPROVEMENT MEASURES The results of the intersection capacity analyses summarized in Tables 9-1 and 9-2 indicate that the proposed Hermosa Boutique Hotel is not expected to create significant impacts at any of the eight (8) key study intersections. As there are no significant impacts, no traffic mitigation measures are required or recommended for the study intersections. However, as previously noted (see Subsection 3.3), improvement measures are recommended to facilitate access to and from the planned project site. In addition, it is recommended that transportation demand management (TDM) measures be implemented as part of the proposed project. The subsections below provide summaries of the recommended access improvement measures and TDM measures. 10.1 Project Access Recommendations The following measures are recommended to facilitate access to and from the planned project site: • Direct project site guests and visitors to utilize the 15th Street project driveway to access the site. • Direct vendors to utilize the designated on-street meter parking space(s) along the Hermosa Avenue property frontage for service and deliveries at the project site in order to limit potential conflicts between service/delivery vehicles with pedestrians and bicyclists. • Develop a parking management plan for the proposed project, including details on the internal valet parking operations to address any potential queuing onto public right-of- way. • Install appropriate pavement markings (i.e., stop bar with STOP legend) on the project drive aisle just south of the public sidewalk to ensure that motorists stop prior to the sidewalk along 15th Street and at the 15th Court project drive aisle before exiting the site. • Install a pavement left-turn arrow prior to the stop bar/STOP legend on the 15th Court project drive aisle to reinforce the left-turn only movement for motorists exiting the site. • Provide bicycle parking within the ground floor of the project site in a readily accessible location(s). The selected location(s) should encourage use and maintain visibility for personal safety and theft protection. Appropriate lighting will be provided to increase safety and provide theft protection during night-time parking. - 49 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 10.2 Transportation Demand Management Transportation demand management measures are recommended to be components of the proposed project so as to make every effort to reduce vehicular traffic and parking generated at the project site. The TDM measures that may be implemented as part of the proposed project should be aimed at decreasing the number of vehicular trips generated by persons traveling to/from the site by offering specific facilities, services and actions designed to increase the use of alternative transportation modes (e.g., transit, walking, bicycling, etc.) and ridesharing. Listed below are examples of TDM measures that should be considered for the proposed project. • Promotion of Transportation Information. The Project Applicant (or Project Applicant’s successors and assigns) should provide on-site information for employees, hotel guests, and visitors about local public transit services, bus fare programs, ride share programs and shuttles, and bicycle facilities (including routes, rental and sales locations, on-site bicycle racks). The Project Applicant (or Project Applicant’s successors and assigns should also provide walking and biking maps for employees, hotel guests, and visitors, which shall include but not be limited to information about convenient local services and restaurants within walking distance of the project site. Such transportation information could be provided through a computer terminal with access to the world wide web. • TDM Web Site Information. The Project Applicant (or Project Applicant’s successors and assigns) should provide transportation information such as the items noted above, including links to local transit providers, area walking and bicycling maps, etc., to inform employees, hotel guests, and visitors of available alternative transportation modes to access the project site and travel in the area. • Convenient Parking and Facilities for Bicycle Riders. The Project Applicant (or Project Applicant’s successors and assigns) should provide a location(s) for convenient parking for bicycle commuters for employees working at the site, guests traveling to/from the site, and visitors to the site. The bicycle parking will be located within the project site such that long- term and short-term parkers can be accommodated. - 50 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 11.0 CONGESTION MANAGEMENT PROGRAM TRAFFIC IMPACT ASSESSMENT The Congestion Management Program (CMP) is a state-mandated program that was enacted by the State Legislature with the passage of Proposition 111 in 1990. The program is intended to address the impact of local growth on the regional transportation system. As required by the 2010 Congestion Management Program for Los Angeles County, a Traffic Impact Assessment (TIA) has been prepared to determine the potential impacts on designated monitoring locations on the CMP highway system. The analysis has been prepared in accordance with procedures outlined in the 2010 Congestion Management Program for Los Angeles County, County of Los Angeles Metropolitan Transportation Authority, 2010. 11.1 Intersections The following CMP intersection monitoring location in the project vicinity has been identified: • CMP Station No. 22 Pacific Coast Highway/Artesia Boulevard-Gould Avenue Intersection The CMP TIA guidelines require that intersection monitoring locations must be examined if the proposed project will add 50 or more trips during either the AM or PM weekday peak hours. The proposed project will not add 50 or more trips during either the AM or PM weekday peak hours (i.e., of adjacent street traffic) at the above CMP monitoring intersection in the project vicinity, which is stated in the CMP manual as the threshold criteria for a traffic impact assessment. Therefore, no further review of potential impacts to intersection monitoring locations that are part of the CMP highway system is required. 11.2 Freeways No CMP freeway monitoring locations are located in the project vicinity. Further, the CMP TIA guidelines require that freeway monitoring locations must be examined if the proposed project will add 150 or more trips (in either direction) during either the AM or PM weekday peak periods. The proposed project will not add 150 or more trips (in either direction), during either the AM or PM weekday peak hours to the CMP freeway monitoring location, which is the threshold for preparing a traffic impact assessment, as stated in the CMP manual. Therefore, no further review of potential impacts to freeway monitoring locations that are part of the CMP highway system is required. - 51 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 11.3 Transit Impact Review As required by the 2010 Congestion Management Program for Los Angeles County, a review has been made of the CMP transit service. Existing transit service is provided in the vicinity of the proposed Hermosa Boutique Hotel project. The project trip generation, as shown in Table 6-1, was adjusted by values set forth in the CMP (i.e., person trips equal 1.4 times vehicle trips, and transit trips equal 3.5 percent of the total person trips) to estimate transit trip generation. Pursuant to the CMP guidelines, the proposed project is forecast to generate demand for one transit trip during the weekday AM peak hour. During the weekday PM peak hour, the proposed project also is anticipated to generate demand for one transit trip. Over a 24-hour period, the proposed project is forecast to generate demand for 13 daily transit trips. The calculations are as follows: • AM Peak Hour = 20 × 1.4 × 0.035 = 1 Transit Trip • PM Peak Hour = 21 × 1.4 × 0.035 = 1 Transit Trip • Daily Trips = 268 × 1.4 × 0.035 = 13 Transit Trips As shown in Table 4-1, two bus transit lines and routes are provided adjacent to or in close proximity to the project site, with one of these transit lines and routes directly serving the site along the project frontage. A total of two different bus transit providers provide service within the study area. As outlined in Table 4-1 under the “No. of Buses During Peak Hour” column, these two transit lines provide service for an average (i.e., an average of the directional number of buses during the peak hours) of approximately eight buses during the AM peak hour and six buses during the PM peak hour. Therefore, based on the above calculated peak hour transit trips, this would correspond to less than one transit rider per bus. Thus, given the low number of generated transit trips per bus, no impacts on existing or future transit services in the project area are expected to occur as a result of the proposed project. - 52 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 12.0 PARKING SUPPLY-DEMAND ANALYSIS This parking analysis involves determining the expected parking needs based on the size and type of project land use components (i.e., boutique hotel with meeting/classroom space) and comparing that to the planned parking supply. In general, there are two methods that can be used to estimate the project’s future peak parking needs. These methods include the following: • Application of the City Code requirements (which typically treat each use in the project as a stand-alone use at maximum demand). • Application of shared parking usage patterns by time-of-day (which recognizes that the parking demand for each tenancy type varies by time-of-day and day-of-week). The shared parking analysis typically starts with a Code calculation for each tenancy type and is then adjusted accordingly to reflect the time of day, and/or weekly and monthly variations. The shared parking methodology is concluded to be applicable to a development such as the proposed project, as the project’s land use components (i.e., hotel rooms and meeting/classroom space) experience peak demands at different times of the day. The shared parking approach has been selected for determination purposes as it results in the most realistic determination of a site’s peak parking demand given the project development program. 12.1 City Code Parking Analysis 12.1.1 City Code Parking Requirements The number of parking spaces required to support the Hermosa Boutique Hotel project was calculated using the parking Code requirements as contained in Chapter 17.44 Off-Street Parking of the City of Hermosa Beach Municipal Code and compared with the proposed project parking supply. Specifically, Section 17.44.030 (Off-Street Parking – Commercial and Business Uses) and Section 17.44.040 (Parking Requirements for the Downtown District) apply to the proposed land use associated with the Hermosa Boutique Hotel project. The City’s Code parking requirements (i.e., Section 17.44.030 Off-Street Parking – Commercial and Business Uses and Section 17.44.040 - Parking Requirements for the Downtown District) for the proposed land uses associated with the Hermosa Boutique Hotel project are as follows: • H. Hotels: one (1.0) space per unit for the first fifty (50) units; one (1.0) space per one and one-half units after fifty (50) units; and one (1.0) space per two units after one hundred (100) units. Hotels with facilities including restaurants, banquet rooms, conference rooms, commercial retail uses and similar activities shall provide parking for the various uses as computed separately in accordance with the provisions in this chapter. • A. Auditoriums for churches, theater, entertainment, sports and other places and rooms of public assembly for more than twenty (20) persons; one space for each five seats, permanent or removable, or one space for each fifty (50) square feet of gross floor area in the auditorium, whichever is greater. - 53 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc The City Code parking requirements for the proposed Hermosa Boutique Hotel project is calculated as follows: • 30 [Guest Rooms] × 1.0 [Spaces] = 30 Spaces • 695 SF [Meeting/Classroom Space] ÷ 50 = 14 Spaces • Total Code Requirement = 44 Spaces Direct application of the City Code parking requirements to the proposed project results in a Code requirement of 44 parking spaces. The City of Hermosa Beach provides for parking in-lieu fees for projects located in the Downtown district (see Section 14.44.040[E]). The City Code parking requirements provide for contribution to an improvement fund for a vehicle parking district to satisfy project parking requirements as defined in the Code. Parking in-lieu fees are used to encourage development in the Downtown district, while planning and providing for parking on a district-wide basis. Generally, in-lieu parking provides the opportunity to cluster parking (as the City of Hermosa Beach has done with the existing Downtown parking structure), to build parking more efficiently, and to facilitate development in locations with difficult parcel configurations. 12.1.2 Planned Parking Supply Based on information provided by the project architect and as shown on the proposed project site plan, a total of 30 marked parking spaces is planned to be provided. All 30 on-site marked parking spaces will be provided in the ground floor level of the project. It is noted that nine (9) tandem spaces (i.e., 18 total spaces) will be included within the project. As part of the parking supply, the project must also provide a minimum of two (2) handicap accessible spaces. This complies with the American With Disabilities Act (ADA) requirement of a minimum of two handicap spaces for parking facilities with 26 to 50 spaces, with one in every six handicap spaces being van accessible. Two (2) handicap accessible parking spaces, including one van handicap accessible space, will be provided as part of the proposed project parking supply, thus, the project will comply with ADA requirements. As previously noted, all parking for guests and visitors at the proposed project will be accommodated via valet parking operations. Valet operators typically utilize drive aisles and other unmarked areas for parking vehicles in order to maximize usage of parking facilities. As such, it is estimated that the project’s valet operators will be able to park a minimum of three (3) vehicles in the drive aisle by maneuvering vehicles within the site. Therefore, the effective project parking supply is calculated to be a total of 33 spaces including marked spaces and vehicles parked in the drive aisle through valet operations. - 54 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 12.1.3 Project Parking Supply-Demand Analysis With an effective project parking supply of 33 spaces (i.e., including marked spaces and valet attended vehicles parked in the drive aisle), the result is a theoretical shortfall of 11 spaces when compared to City Code requirement of 44 spaces. However, the proposed project provides an opportunity to share parking spaces based on the utilization profile of each included land use component. The following section calculates the parking requirements for the Hermosa Boutique Hotel project based on the shared parking methodology approach. 12.2 Shared Parking Demand Analysis 12.2.1 Shared Parking Rationale and Basis Accumulated experience in parking demand characteristics indicates that a mixing of land uses results in an overall parking need that is less than the sum of the individual peak requirements for each land use. Due to the proposed project characteristics, opportunities to share parking can be expected to occur when the hotel is used in combination with the meeting/classroom space. The objective of this shared parking analysis is to forecast the peak parking requirements for the project based on the combined demand patterns of the project’s different land use components. Shared parking calculations recognize that different uses often experience individual peak parking demands at different times of day, or days of the week. When uses share common parking footprints, the total number of spaces needed to support the collective whole is determined by adding parking profiles (by time of day for weekdays versus weekend days), rather than individual peak ratios as represented in the City of Hermosa Beach Zoning Code. In that way, the shared parking approach starts from the City's own Code ratios and results in the design level parking supply needs of a site. It should be noted that the demand results of the shared parking calculation are intended to be used directly for comparison to site supply. Further adjustments to account for walk-in and local patronage also can be applicable in addition to the time of day profiles applied to the peak parking ratios. There is an important common element between the traditional code and the shared parking calculation methodologies; the peak parking ratios or highpoint for each land use's parking profile typically equals the code parking ratio for that use. The analytical procedures for shared parking analyses are well documented in the Shared Parking, 2nd Edition publication by the Urban Land Institute (ULI). Shared parking calculations for the proposed project utilize hourly parking accumulations developed from field studies of single developments in free-standing settings, where travel by private auto is maximized. These characteristics permit the means for calculating peak parking needs when land use types are combined. Further, the shared parking approach illustrates how, at other than peak parking demand times, an increasing surplus of spaces will service the overall needs of the proposed project. The hourly parking demand profiles (expressed in percent of peak demand) utilized in this analysis and applied to the proposed project are based on profiles developed by the ULI and published in - 55 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc Shared Parking, 2nd Edition. The ULI publication presents hourly parking demand profiles for several land use categories such as retail, fine and casual dining, family restaurant, fast-food restaurant, office, medical-dental office, bank, health club leisure hotel, business hotel, etc. These profiles of parking demand have been used directly, by land use type, in the analysis of this site. Specifically, the Leisure Hotel and Conference Center/Banquet categories have been utilized for the project hotel and meeting/classroom land use components. It is noted that the shared parking demand analysis has been prepared using the ULI peak data for Leisure Hotel which typical during the months of July and August. In addition, it is noted that a 25 percent (25%) adjustment has been applied to the parking requirements for the meeting/classroom space to account walk-in patronage by local businesses and residents and internal capture. 12.2.2 Shared Parking Analysis Results The weekday and weekend (typically Saturday) parking demand profiles for the proposed project based on the shared parking methodology are presented in Tables 12-1 and 12-2, respectively. The sizing (number of rooms and square footage) of each component and parking ratios are included in the tabular headings of each land use type. The shared parking demand analysis data worksheets for the weekday and weekend parking design conditions are contained in Appendix C (refer to Appendix Tables C-1 and C-2, respectively). As indicated in Table 12-1, the peak weekday parking demand is expected to occur at 9:00 PM with a peak design level demand of 33 spaces. Based on the effective project parking supply of 33 spaces, the peak parking demand would be satisfied during the peak hour of a typical weekday during July/August conditions. As shown in Table 12-2, the peak weekend parking demand also is expected to occur at 9:00 PM with a peak design level demand of 37 spaces. Based on the effective project parking supply of 33 spaces, a deficiency of 4 spaces would result during the peak hour of a typical weekend day during July/August conditions. 12.3 Parking Recommendations As discussed above, a parking deficiency is forecast for the proposed project when comparing the shared parking demand with the effective parking supply for a typical weekend day under July/August conditions. Given the results of the parking evaluation, it is recommended that the project applicant implement one of the following two approaches to address the forecast deficit of 4 parking spaces: • Enter into a parking agreement to lease parking spaces from nearby private locations (e.g., 205 Pier Avenue, etc.) which have sufficient parking during the weekend peak hours forecast for the proposed project (i.e., during the special circumstance when all hotel rooms and both meeting rooms are fully booked); or • Contribute an in-lieu fee to an improvement fund for a vehicle parking district to mitigate the forecast parking deficit. As noted previously, City Code parking requirements provide for - 56 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 12-1 WEEKDAY SHARED PARKING DEMAND ANALYSIS [1] Month:Jul Land Use Leisure Hotel Conference Ctr /Banquet Size 30 Rms 0.695 KSF Peak Pkg Rate[2]1.00 /Rm 1.0 /50 SF Weekday Pkg Rate[3]0.97 /Rm 1.0 /50 SF [5] Gross Spaces 29 Spc.14 Spc.Comparison w/ Adjusted Gross 29 Spc.10 Spc.Parking Supply Spaces[4]Shared 33 Spaces Number of Number of Parking Surplus Time of Day Spaces Spaces Demand (Deficiency) 6:00 AM 22 0 22 11 7:00 AM 24 0 24 9 8:00 AM 26 3 29 4 9:00 AM 23 6 29 4 10:00 AM 22 6 28 5 11:00 AM 22 6 28 5 12:00 PM 21 7 28 5 1:00 PM 21 7 28 5 2:00 PM 22 7 29 4 3:00 PM 22 7 29 4 4:00 PM 22 7 29 4 5:00 PM 22 10 32 1 6:00 PM 22 10 32 1 7:00 PM 21 10 31 2 8:00 PM 22 10 32 1 9:00 PM 23 10 33 0 10:00 PM 23 5 28 5 11:00 PM 24 0 24 9 12:00 AM 23 0 23 10 Notes: [1] Source: ULI - Urban Land Institute "Shared Parking," Second Edition, 2005. [5] Parking supply includes marked spaces and estimated valet parked spaces in drive aisle. [2] Peak parking rates based on City of Hermosa Beach Municipal Code parking requirements. [3] Weekday parking rates based on the weekday parking demand ratios, as summarized in Table 2-2 of the "Shared Parking" manual. [4] Gross spaces adjusted (25%) to reflect parking demand reduction due to captive market, internal capture, and/or local business and residents walk-in reduction. - 57 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Table 12-2 WEEKEND SHARED PARKING DEMAND ANALYSIS [1] Month:Jul Land Use Leisure Hotel Conference Ctr /Banquet Size 30 Rms 0.695 KSF Peak Pkg Rate[2]1.00 /Rm 1.0 /50 SF Weekend Pkg Rate[3]1.00 /Rm 1.0 /50 SF [5] Gross Spaces 30 Spc.14 Spc.Comparison w/ Adjusted Gross 30 Spc.10 Spc.Parking Supply Spaces[4]Shared 33 Spaces Number of Number of Parking Surplus Time of Day Spaces Spaces Demand (Deficiency) 6:00 AM 24 0 24 9 7:00 AM 26 0 26 7 8:00 AM 28 3 31 2 9:00 AM 25 6 31 2 10:00 AM 23 6 29 4 11:00 AM 23 6 29 4 12:00 PM 21 7 28 5 1:00 PM 21 7 28 5 2:00 PM 23 7 30 3 3:00 PM 23 7 30 3 4:00 PM 24 7 31 2 5:00 PM 24 10 34 (1) 6:00 PM 24 10 34 (1) 7:00 PM 24 10 34 (1) 8:00 PM 26 10 36 (3) 9:00 PM 27 10 37 (4) 10:00 PM 26 5 31 2 11:00 PM 27 0 27 6 12:00 AM 27 0 27 6 Notes: [1] Source: ULI - Urban Land Institute "Shared Parking," Second Edition, 2005. [5] Parking supply includes marked spaces and estimated valet parked spaces in drive aisle. [2] Peak parking rates based on City of Hermosa Beach Municipal Code parking requirements. [3] Weekend parking rates reflect relationships between the weekend parking demand ratios and the peak parking demand ratios, as summarized in Table 2-2 of the "Shared Parking" manual. [4] Gross spaces adjusted (25%) to reflect parking demand reduction due to captive market, internal capture, and/or local business and residents walk-in reduction. - 58 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc contribution to an improvement fund for a vehicle parking district to satisfy project parking requirements as defined in the Code. 13.0 SUMMARY OF FINDINGS AND CONCLUSIONS • Project Description – The project site is located at 1429 Hermosa Avenue (at the southwest corner of the Hermosa Avenue/15th Street intersection). The proposed project consists of the development of a boutique hotel with a total of 30 guest rooms including eight double rooms and 22 single (king) rooms, and ancillary support facilities (e.g., lobby/check-in, sitting areas, etc.) as is commonly provided within most hotels. However, it should be noted that the proposed project will not include banquet halls, other large scale meeting space, or restaurants/lounges. The proposed project is planned to include a total of roughly 30 parking spaces with all of the parking spaces provided on the ground level. Vehicular access to the site is planned to be provided via a single driveway on 15th Street along the northerly property frontage and via a single driveway on 15th Court along the southerly property frontage. Additionally, all parking for guests and visitors at the proposed project will be conducted via valet parking operations. Construction of the proposed project is planned to begin in year 2013 with occupancy in year 2014. • Study Scope – The following eight (8) intersections were selected for detailed peak hour level of service analyses under Existing (Year 2012) Traffic Conditions, Existing With Project Traffic Conditions, Future (Year 2014) Without Project Traffic Conditions, and Future With Project Traffic Conditions: 1. Manhattan Avenue/27th Street-Greenwich Village 2. Hermosa Avenue/15th Street 3. Hermosa Avenue/14th Street 4. Hermosa Avenue/13th Street 5. Hermosa Avenue/Pier Avenue 6. Manhattan Avenue West/Pier Avenue 7. Manhattan Avenue East/Pier Avenue 8. Monterey Boulevard/Pier Avenue The analysis is focused on assessing potential traffic impacts during the morning and evening commute peak hours (between 7:00 to 9:00 AM and 4:00 to 6:00 PM) on a typical weekday. • Project Trip Generation – On a typical weekday, the proposed Hermosa Boutique Hotel project is expected to generate 20 vehicle trips (12 inbound trips and 8 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the proposed project is expected to generate - 59 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc 21 vehicle trips (10 inbound trips and 11 outbound trips). Over a 24-hour period, the proposed project is forecast to generate 268 daily trip ends during a typical weekday (134 inbound trips and 134 outbound trips). • Related Projects Trip Generation – Eight (8) related projects were considered as part of the cumulative traffic analysis. These eight (8) related projects are all located in the City of Hermosa Beach. On a typical weekday, the related projects are expected to generate a combined total of 9,282 daily trips during a typical weekday, 457 trips (271 inbound trips and 186 outbound) during the weekday AM peak hour, and 875 trips (431 inbound trips and 444 outbound trips) during the weekday PM peak hour. • Existing (Year 2012) Traffic Conditions – All eight (8) key study intersections currently operate at an acceptable service level (i.e., LOS B or better) during the weekday AM and PM peak hour based on City of Hermosa Beach LOS standards. • Existing (Year 2012) With Project Traffic Conditions - The results of the traffic analysis indicate that the proposed Hermosa Boutique Hotel project is not expected to create significant impacts at any of the eight study intersections. Incremental, but not significant, impacts are noted at the study intersections. Because there are no significant impacts, no traffic mitigation measures are required or recommended for the study intersections under the “Existing With Project” conditions. However, improvement measures are recommended to facilitate access to and from the planned project site. • Future (Year 2014) Without Project Traffic Conditions – All eight study intersections are expected to operate at LOS C or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic and related project traffic under the future without project conditions based on City of Hermosa Beach LOS standards. • Future (Year 2014) Future With Project Traffic Conditions – The results of the traffic analysis indicate that the proposed Hermosa Boutique Hotel project is not expected to create significant impacts at any of the eight study intersections. Incremental, but not significant, impacts are noted at the study intersections. Because there are no significant impacts, no traffic mitigation measures are required or recommended for the study intersections under the “Future With Project” conditions. However, improvement measures are recommended to facilitate access to and from the planned project site. • CMP Traffic Assessment – The results of the Los Angeles CMP indicated that the proposed Hermosa Boutique Hotel project will not adversely affect any CMP arterial monitoring intersections or freeway monitoring locations, as well as nearby transit operations. Therefore, no improvements/mitigation measures are required of this project. • Parking Supply-Demand Analysis – The required number of parking spaces for the Hermosa Boutique Hotel project, based on City Code parking requirement totals 44 spaces. With an - 60 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\3996-Report3.doc effective parking supply of 33 parking spaces including marked spaces and vehicles parked in the drive aisle with valet operations, the result is a theoretical shortfall of 11 spaces when compared to City Code requirement of 44 spaces. The results of the shared parking demand analysis, which is based on the ULI shared parking methodology, indicate that the parking supply is expected to result in a deficiency of 4 parking spaces during the peak hour of a typical weekend day during July/August conditions when the hotel and both meetings rooms are fully booked. Given the results of the parking evaluation, it is recommended that the project applicant either 1) enter into a parking agreement to lease parking spaces from nearby private locations (e.g., 205 Pier Avenue, etc.) which have sufficient parking during the weekend peak hours forecast for the proposed project (i.e., during the special circumstance when all hotel rooms and both meeting rooms are fully booked); or 2) Contribute an in-lieu fee to an improvement fund for a vehicle parking district to mitigate the forecast parking deficit. - 61 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\Appendix Covers.doc APPENDIX A TRAFFIC COUNT DATA File Name : Man27th_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 0 0 0 0 1 0 0 1 07:15 AM 0 1 0 2 0 1 0 0 4 07:45 AM 0 1 0 2 0 3 0 0 6 Total 0 2 0 4 0 5 0 0 11 08:15 AM 0 0 6 0 0 1 0 0 7 08:30 AM 0 2 1 0 0 0 0 0 3 08:45 AM 0 0 1 2 0 0 1 0 4 Total 0 2 8 2 0 1 1 0 14 04:00 PM 1 0 0 4 1 0 3 0 9 04:15 PM 1 4 0 4 3 0 3 1 16 04:30 PM 0 4 0 3 0 2 0 2 11 04:45 PM 0 3 0 1 2 1 0 1 8 Total 2 11 0 12 6 3 6 4 44 05:00 PM 0 1 1 1 0 0 0 0 3 05:15 PM 0 2 0 2 0 0 0 5 9 05:30 PM 4 3 1 0 0 1 3 1 13 05:45 PM 4 8 0 0 0 3 1 2 18 Total 8 14 2 3 0 4 4 8 43 Grand Total 10 29 10 21 6 13 11 12 112 Apprch %25.6 74.4 32.3 67.7 31.6 68.4 47.8 52.2 Total %8.9 25.9 8.9 18.8 5.4 11.6 9.8 10.7 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 2 2 0 3 3 0 0 0 6 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 6 0 6 0 1 1 0 0 0 7 08:30 AM 0 2 2 1 0 1 0 0 0 0 0 0 3 Total Volume 0 3 3 7 2 9 0 4 4 0 0 0 16 % App. Total 0 100 77.8 22.2 0 100 0 0 PHF .000 .375 .375 .292 .250 .375 .000 .333 .333 .000 .000 .000 .571 Manhattan Ave Greenwich 27th St Manhattan Ave Thru0 Peds3 InOut Total0 3 3 Thru7 Peds2 OutTotalIn0 9 9 Thru 0 Peds 4 Out TotalIn 0 4 4 Thru0 Peds0 TotalOutIn7 0 7 Peak Hour Begins at 07:45 AM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 0 1 0 4 4 1 0 1 3 0 3 9 04:15 PM 1 4 5 0 4 4 3 0 3 3 1 4 16 04:30 PM 0 4 4 0 3 3 0 2 2 0 2 2 11 04:45 PM 0 3 3 0 1 1 2 1 3 0 1 1 8 Total Volume 2 11 13 0 12 12 6 3 9 6 4 10 44 % App. Total 15.4 84.6 0 100 66.7 33.3 60 40 PHF .500 .688 .650 .000 .750 .750 .500 .375 .750 .500 .500 .625 .688 Manhattan Ave Greenwich 27th St Manhattan Ave Thru2 Peds11 InOut Total6 13 19 Thru0 Peds12 OutTotalIn6 12 18 Thru6 Peds3 Out TotalIn2 9 11 Thru6 Peds4 TotalOutIn0 10 10 Peak Hour Begins at 04:00 PM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 2 0 0 2 07:30 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 Total 0 0 1 0 0 0 0 0 0 4 0 0 5 08:15 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 Total 0 0 1 0 0 0 0 0 0 1 0 0 2 04:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 04:45 PM 0 0 2 0 0 0 0 0 1 0 0 0 3 Total 0 0 2 0 0 0 0 0 1 1 0 0 4 05:00 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 05:45 PM 0 0 1 0 0 0 1 0 0 0 0 0 2 Total 0 0 2 0 0 0 1 0 0 1 0 0 4 Grand Total 0 0 6 0 0 0 1 0 1 7 0 0 15 Apprch %0 0 100 0 0 0 50 0 50 100 0 0 Total %0 0 40 0 0 0 6.7 0 6.7 46.7 0 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 07:30 AM 0 0 1 1 0 0 0 0 0 0 0 0 1 0 0 1 2 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 0 0 0 0 0 0 0 4 0 0 4 5 % App. Total 0 0 100 0 0 0 0 0 0 100 0 0 PHF .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .000 .500 .625 Manhattan Ave Greenwich 27th St Manhattan Ave Right1 Thru0 Left0 InOut Total4 1 5 Right0 Thru0 Left0 OutTotalIn0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left4 Thru0 Right0 TotalOutIn1 4 5 Peak Hour Begins at 07:00 AM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 2 2 0 0 0 0 0 0 1 1 0 0 0 0 3 05:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Total Volume 0 0 3 3 0 0 0 0 0 0 1 1 2 0 0 2 6 % App. Total 0 0 100 0 0 0 0 0 100 100 0 0 PHF .000 .000 .375 .375 .000 .000 .000 .000 .000 .000 .250 .250 .500 .000 .000 .500 .500 Manhattan Ave Greenwich 27th St Manhattan Ave Right 3 Thru 0 Left 0 InOut Total 2 3 5 Right0 Thru0 Left0 OutTotalIn1 0 1 Left0 Thru0 Right1 Out TotalIn0 1 1 Left2 Thru0 Right0 TotalOutIn3 2 5 Peak Hour Begins at 04:15 PM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 7 4 3 6 5 5 0 31 9 32 13 0 115 07:15 AM 11 4 16 9 10 6 0 43 10 49 31 1 190 07:30 AM 9 11 19 6 18 12 0 43 19 76 26 2 241 07:45 AM 17 16 19 10 15 18 0 55 10 64 20 0 244 Total 44 35 57 31 48 41 0 172 48 221 90 3 790 08:00 AM 12 22 22 13 14 6 0 53 22 76 31 3 274 08:15 AM 12 6 19 9 15 15 1 52 23 62 17 0 231 08:30 AM 13 5 14 10 14 30 0 34 19 46 22 1 208 08:45 AM 9 11 23 7 18 21 1 32 19 37 18 2 198 Total 46 44 78 39 61 72 2 171 83 221 88 6 911 04:00 PM 16 23 27 12 21 7 1 22 13 15 11 0 168 04:15 PM 13 31 45 13 33 7 0 19 13 31 18 0 223 04:30 PM 10 29 43 12 22 15 0 25 11 26 11 0 204 04:45 PM 20 27 61 11 23 11 1 19 16 25 15 3 232 Total 59 110 176 48 99 40 2 85 53 97 55 3 827 05:00 PM 16 37 57 10 24 12 0 21 9 20 16 1 223 05:15 PM 11 49 54 15 23 15 0 24 9 20 9 1 230 05:30 PM 16 46 65 13 29 13 0 15 17 26 15 3 258 05:45 PM 17 58 65 14 34 18 4 23 16 22 14 1 286 Total 60 190 241 52 110 58 4 83 51 88 54 6 997 Grand Total 209 379 552 170 318 211 8 511 235 627 287 18 3525 Apprch %18.3 33.2 48.4 24.3 45.5 30.2 1.1 67.8 31.2 67.3 30.8 1.9 Total %5.9 10.8 15.7 4.8 9 6 0.2 14.5 6.7 17.8 8.1 0.5 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 11 19 39 6 18 12 36 0 43 19 62 76 26 2 104 241 07:45 AM 17 16 19 52 10 15 18 43 0 55 10 65 64 20 0 84 244 08:00 AM 12 22 22 56 13 14 6 33 0 53 22 75 76 31 3 110 274 08:15 AM 12 6 19 37 9 15 15 39 1 52 23 76 62 17 0 79 231 Total Volume 50 55 79 184 38 62 51 151 1 203 74 278 278 94 5 377 990 % App. Total 27.2 29.9 42.9 25.2 41.1 33.8 0.4 73 26.6 73.7 24.9 1.3 PHF .735 .625 .898 .821 .731 .861 .708 .878 .250 .923 .804 .914 .914 .758 .417 .857 .903 Manhattan Ave Greenwich 27th St Manhattan Ave Right79 Thru55 Left50 InOut Total532 184 716 Right51 Thru62 Left38 OutTotalIn218 151 369 Left 1 Thru 203 Right 74 Out TotalIn 98 278 376 Left278 Thru94 Right5 TotalOutIn142 377 519 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 16 37 57 110 10 24 12 46 0 21 9 30 20 16 1 37 223 05:15 PM 11 49 54 114 15 23 15 53 0 24 9 33 20 9 1 30 230 05:30 PM 16 46 65 127 13 29 13 55 0 15 17 32 26 15 3 44 258 05:45 PM 17 58 65 140 14 34 18 66 4 23 16 43 22 14 1 37 286 Total Volume 60 190 241 491 52 110 58 220 4 83 51 138 88 54 6 148 997 % App. Total 12.2 38.7 49.1 23.6 50 26.4 2.9 60.1 37 59.5 36.5 4.1 PHF .882 .819 .927 .877 .867 .809 .806 .833 .250 .865 .750 .802 .846 .844 .500 .841 .872 Manhattan Ave Greenwich 27th St Manhattan Ave Right 241 Thru 190 Left 60 InOut Total 229 491 720 Right58 Thru110 Left52 OutTotalIn165 220 385 Left4 Thru83 Right51 Out TotalIn248 138 386 Left88 Thru54 Right6 TotalOutIn355 148 503 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 08:30 AM 0 0 0 0 0 0 0 0 0 1 1 0 2 08:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 Total 0 0 1 0 0 0 0 0 0 1 1 0 3 04:30 PM 0 0 0 2 0 0 0 0 0 0 0 0 2 Total 0 0 0 2 0 0 0 0 0 0 0 0 2 Grand Total 0 0 1 2 0 0 0 0 0 1 1 0 5 Apprch %0 0 100 100 0 0 0 0 0 50 50 0 Total %0 0 20 40 0 0 0 0 0 20 20 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 08:00 AM 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 2 08:45 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 0 1 1 0 0 0 0 0 0 0 0 1 1 0 2 3 % App. Total 0 0 100 0 0 0 0 0 0 50 50 0 PHF .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .250 .375 Manhattan Ave Greenwich 27th St Manhattan Ave Right1 Thru0 Left0 InOut Total1 1 2 Right0 Thru0 Left0 OutTotalIn1 0 1 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru1 Right0 TotalOutIn1 2 3 Peak Hour Begins at 08:00 AM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 04:30 PM 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 Total Volume 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 % App. Total 0 0 0 100 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 Manhattan Ave Greenwich 27th St Manhattan Ave Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru0 Left2 OutTotalIn0 2 2 Left0 Thru0 Right0 Out TotalIn2 0 2 Left0 Thru0 Right0 TotalOutIn0 0 0 Peak Hour Begins at 03:45 PM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 07:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 0 1 0 1 0 0 0 0 1 0 0 3 08:30 AM 0 0 0 0 0 0 0 0 0 1 1 0 2 08:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 Total 0 0 1 0 0 0 0 0 0 1 1 0 3 04:15 PM 0 1 1 0 0 0 0 0 0 0 0 0 2 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 1 1 0 0 0 0 0 0 0 0 1 3 05:00 PM 0 0 0 0 0 0 1 1 0 0 0 0 2 05:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 Total 0 0 0 0 0 0 1 2 0 0 0 0 3 Grand Total 0 1 3 0 1 0 1 2 0 2 1 1 12 Apprch %0 25 75 0 100 0 33.3 66.7 0 50 25 25 Total %0 8.3 25 0 8.3 0 8.3 16.7 0 16.7 8.3 8.3 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:15 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 1 0 1 0 0 0 0 1 0 0 1 3 % App. Total 0 0 100 0 100 0 0 0 0 100 0 0 PHF .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 .750 Manhattan Ave Greenwich 27th St Manhattan Ave Right1 Thru0 Left0 InOut Total1 1 2 Right0 Thru1 Left0 OutTotalIn0 1 1 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru0 Right0 TotalOutIn2 1 3 Peak Hour Begins at 07:00 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : Man27th_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Manhattan Ave Southbound 27th St Westbound Manhattan Ave Northbound Greenwich 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 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 1 1 0 2 0 0 0 0 2 Total Volume 0 1 1 2 0 0 0 0 1 1 0 2 0 0 1 1 5 % App. Total 0 50 50 0 0 0 50 50 0 0 0 100 PHF .000 .250 .250 .250 .000 .000 .000 .000 .250 .250 .000 .250 .000 .000 .250 .250 .625 Manhattan Ave Greenwich 27th St Manhattan Ave Right 1 Thru 1 Left 0 InOut Total 1 2 3 Right0 Thru0 Left0 OutTotalIn0 0 0 Left1 Thru1 Right0 Out TotalIn2 2 4 Left0 Thru0 Right1 TotalOutIn2 1 3 Peak Hour Begins at 04:15 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com PEDESTRIAN - BICYCLE COUNT SUMMARY CLIENT:LLG - ENGINEERS PROJECT:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE:THURSDAY, NOVEMBER 01, 2012 PERIOD:AM / PM INTERSECTION:HERMOSA AVENUE / 15TH STREET FILE:4PED-BIKE 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0700-0715 0 0 0 0 0700-0715 0 0 0 1 0715-0730 0 0 0 1 0715-0730 0 0 0 2 0730-0745 0 0 0 3 0730-0745 0 0 0 1 0745-0800 0 0 0 3 0745-0800 0 0 0 5 0800-0815 0 0 0 2 0800-0815 0 0 0 9 0815-0830 0 0 0 3 0815-0830 0 0 0 2 0830-0845 0 0 0 5 0830-0845 0 0 0 8 0845-0900 0 0 0 4 0845-0900 0 0 0 3 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0700-0800 0 0 0 7 7 0700-0800 0 0 0 9 9 0715-0815 0 0 0 9 9 0715-0815 0 0 0 17 17 0730-0830 0 0 0 11 11 0730-0830 0 0 0 17 17 0745-0845 0 0 0 13 13 0745-0845 0 0 0 24 24 0800-0900 0 0 0 14 14 0800-0900 0 0 0 22 22 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0400-0415 0 0 0 2 0400-0415 0 0 0 6 0415-0430 0 0 0 7 0415-0430 0 0 0 13 0430-0445 0 0 0 7 0430-0445 0 0 0 8 0445-0500 0 0 0 6 0445-0500 0 0 0 3 0500-0515 0 0 0 5 0500-0515 0 0 0 6 0515-0530 0 0 0 6 0515-0530 0 0 0 8 0530-0545 0 0 0 5 0530-0545 0 0 0 7 0545-0600 0 0 0 10 0545-0600 0 0 0 4 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0400-0500 0 0 0 22 22 0400-0500 0 0 0 30 30 0415-0515 0 0 0 25 25 0415-0515 0 0 0 30 30 0430-0530 0 0 0 24 24 0430-0530 0 0 0 25 25 0445-0545 0 0 0 22 22 0445-0545 0 0 0 24 24 0500-0600 0 0 0 26 26 0500-0600 0 0 0 25 25 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-AM CAR 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 0 27 0 0 0 0 0 36 1 0 0 1 0715-0730 0 20 0 0 0 0 0 57 1 4 0 4 0730-0745 1 40 0 0 0 0 0 70 0 2 0 4 0745-0800 1 37 0 0 0 0 0 99 0 2 0 2 0800-0815 1 49 0 0 0 0 0 108 3 6 0 2 0815-0830 1 53 0 0 0 0 0 103 0 2 0 2 0830-0845 0 50 0 0 0 0 0 88 2 3 0 2 0845-0900 1 44 0 0 0 0 0 77 2 0 0 2 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 2 124 0 0 0 0 0 262 2 8 0 11 409 0715-0815 3 146 0 0 0 0 0 334 4 14 0 12 513 0730-0830 4 179 0 0 0 0 0 380 3 12 0 10 588 0745-0845 3 189 0 0 0 0 0 398 5 13 0 8 616 0800-0900 3 196 0 0 0 0 0 376 7 11 0 8 601 3 189 0 5 398 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 8 0 13 15TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-PM CAR 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 2 80 0 0 0 0 0 54 2 3 0 1 0415-0430 1 85 0 0 0 0 0 59 1 1 0 2 0430-0445 1 83 0 0 0 0 0 51 2 0 0 1 0445-0500 2 82 0 0 0 0 0 41 2 2 0 0 0500-0515 3 93 0 0 0 0 0 55 3 3 0 2 0515-0530 1 97 0 0 0 0 0 59 4 3 0 0 0530-0545 3 118 0 0 0 0 0 50 3 3 0 0 0545-0600 4 112 0 0 0 0 0 62 2 2 0 1 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 6 330 0 0 0 0 0 205 7 6 0 4 558 0415-0515 7 343 0 0 0 0 0 206 8 6 0 5 575 0430-0530 7 355 0 0 0 0 0 206 11 8 0 3 590 0445-0545 9 390 0 0 0 0 0 205 12 11 0 2 629 0500-0600 11 420 0 0 0 0 0 226 12 11 0 3 683 11 420 0 12 226 0 HERMOSA AVENUE P.M. PEAK HOUR 0500-0600 3 0 11 15TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-AM SMALL TRUCK 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 0 0 0 0 0 0 0 1 0 0 0 0 0715-0730 0 1 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 1 0 0 0 0 0745-0800 1 0 0 0 0 0 0 2 0 0 0 0 0800-0815 0 2 0 0 0 0 0 2 0 0 0 0 0815-0830 0 0 0 0 0 0 0 2 0 0 0 0 0830-0845 0 0 0 0 0 0 0 0 0 0 0 0 0845-0900 0 0 0 0 0 0 0 1 0 1 0 0 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 1 1 0 0 0 0 0 4 0 0 0 0 6 0715-0815 1 3 0 0 0 0 0 5 0 0 0 0 9 0730-0830 1 2 0 0 0 0 0 7 0 0 0 0 10 0745-0845 1 2 0 0 0 0 0 6 0 0 0 0 9 0800-0900 0 2 0 0 0 0 0 5 0 1 0 0 8 1 2 0 0 7 0 15TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-PM SMALL TRUCK 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 0 3 0 0 0 0 0 1 0 0 0 0 0415-0430 1 1 0 0 0 0 0 1 0 1 0 0 0430-0445 0 1 0 0 0 0 0 2 0 0 0 1 0445-0500 0 1 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 1 0 0 0 0 0 0 0 0 0 0 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 1 6 0 0 0 0 0 5 0 1 0 1 14 0415-0515 1 4 0 0 0 0 0 4 0 1 0 1 11 0430-0530 0 3 0 0 0 0 0 4 0 0 0 1 8 0445-0545 0 2 0 0 0 0 0 2 0 0 0 0 4 0500-0600 0 2 0 0 0 0 0 1 0 0 0 0 3 1 6 0 0 5 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 1 0 1 15TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-AM LARGE TRUCK 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 0 0 0 0 0 0745-0800 0 0 0 0 0 0 0 1 0 0 0 0 0800-0815 0 0 0 0 0 0 0 0 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 1 0 0 0 0 0 1 0 0 0 0 0845-0900 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 1 0 0 0 0 1 0715-0815 0 0 0 0 0 0 0 1 0 0 0 0 1 0730-0830 0 0 0 0 0 0 0 2 0 0 0 0 2 0745-0845 0 1 0 0 0 0 0 3 0 0 0 0 4 0800-0900 0 1 0 0 0 0 0 2 0 0 0 0 3 0 1 0 0 3 0 15TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-PM LARGE TRUCK / NO ACTIVITY OBSERVED 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 0 0 0 0 0 0 0 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 0 0 0 0 0 0 0 0 0 0 0 0500-0515 0 0 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 0 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0415-0515 0 0 0 0 0 0 0 0 0 0 0 0 0 0430-0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0445-0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0500-0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 15TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-AM BUS 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 0 1 0 0 0 0 0 1 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 1 0 0 0 0 0 2 0 0 0 0 0745-0800 0 1 0 0 0 0 0 1 0 0 0 0 0800-0815 0 1 0 0 0 0 0 1 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 0 0 0 0 0 0 1 0 0 0 0 0845-0900 0 0 0 0 0 0 0 2 0 0 0 0 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 0 3 0 0 0 0 0 4 0 0 0 0 7 0715-0815 0 3 0 0 0 0 0 4 0 0 0 0 7 0730-0830 0 3 0 0 0 0 0 5 0 0 0 0 8 0745-0845 0 2 0 0 0 0 0 4 0 0 0 0 6 0800-0900 0 1 0 0 0 0 0 5 0 0 0 0 6 0 3 0 0 5 0 15TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 15TH STREET FILE NUMBER:4-PM BUS 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 1 0 0 0 0 0 1 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 2 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 0 1 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 1 0 0 0 0 0 0 0 0 0 0 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 0 3 0 0 0 0 0 2 0 0 0 0 5 0415-0515 0 4 0 0 0 0 0 3 0 0 0 0 7 0430-0530 0 3 0 0 0 0 0 3 0 0 0 0 6 0445-0545 0 3 0 0 0 0 0 3 0 0 0 0 6 0500-0600 0 2 0 0 0 0 0 2 0 0 0 0 4 0 4 0 0 3 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0415-0515 0 0 0 15TH STREET THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com PEDESTRIAN - BICYCLE COUNT SUMMARY CLIENT:LLG - ENGINEERS PROJECT:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE:THURSDAY, NOVEMBER 01, 2012 PERIOD:AM / PM INTERSECTION:HERMOSA AVENUE / 14TH STREET FILE:3PED-BIKE 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0700-0715 0 0 1 0 0700-0715 0 0 0 0 0715-0730 0 1 0 3 0715-0730 0 0 2 1 0730-0745 1 0 2 6 0730-0745 1 5 0 1 0745-0800 1 2 6 2 0745-0800 0 0 0 4 0800-0815 1 0 2 5 0800-0815 2 3 0 9 0815-0830 2 1 4 4 0815-0830 0 5 0 2 0830-0845 7 3 3 8 0830-0845 0 6 0 6 0845-0900 2 0 3 12 0845-0900 0 9 0 2 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0700-0800 2 3 9 11 25 0700-0800 1 5 2 6 14 0715-0815 3 3 10 16 32 0715-0815 3 8 2 15 28 0730-0830 5 3 14 17 39 0730-0830 3 13 0 16 32 0745-0845 11 6 15 19 51 0745-0845 2 14 0 21 37 0800-0900 12 4 12 29 57 0800-0900 2 23 0 19 44 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0400-0415 4 2 3 8 0400-0415 2 0 0 4 0415-0430 1 2 5 11 0415-0430 0 4 1 14 0430-0445 0 2 6 7 0430-0445 0 2 2 8 0445-0500 2 1 9 7 0445-0500 0 9 0 3 0500-0515 6 3 5 5 0500-0515 0 2 0 3 0515-0530 6 10 6 6 0515-0530 0 5 1 7 0530-0545 2 4 9 10 0530-0545 0 3 0 5 0545-0600 6 9 7 16 0545-0600 1 3 0 2 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0400-0500 7 7 23 33 70 0400-0500 2 15 3 29 49 0415-0515 9 8 25 30 72 0415-0515 0 17 3 28 48 0430-0530 14 16 26 25 81 0430-0530 0 18 3 21 42 0445-0545 16 18 29 28 91 0445-0545 0 19 1 18 38 0500-0600 20 26 27 37 110 0500-0600 1 13 1 17 32 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-AM CAR 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 23 0 3 0 2 2 34 2 2 0 1 0715-0730 4 20 1 0 1 1 1 54 7 0 1 0 0730-0745 2 37 1 0 3 4 2 68 3 1 1 2 0745-0800 4 33 1 0 2 2 2 91 8 0 4 5 0800-0815 2 55 1 1 4 4 3 102 9 2 2 3 0815-0830 4 50 4 1 0 0 4 98 6 2 2 3 0830-0845 3 50 2 2 0 1 3 86 9 1 0 3 0845-0900 2 37 3 0 2 1 2 76 7 0 1 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 12 113 3 3 6 9 7 247 20 3 6 8 437 0715-0815 12 145 4 1 10 11 8 315 27 3 8 10 554 0730-0830 12 175 7 2 9 10 11 359 26 5 9 13 638 0745-0845 13 188 8 4 6 7 12 377 32 5 8 14 674 0800-0900 11 192 10 4 6 6 12 362 31 5 5 13 657 13 188 8 32 377 12 14TH STREET 6 7 THURSDAY, NOVEMBER 01, 2012 4 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 14 8 5 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-PM CAR 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 5 76 4 3 2 2 3 51 7 3 0 3 0415-0430 1 86 2 3 1 5 5 53 7 2 1 0 0430-0445 2 84 1 0 2 4 7 52 5 3 1 2 0445-0500 6 69 2 2 3 5 3 37 9 7 0 2 0500-0515 4 98 2 3 6 2 2 48 12 2 2 5 0515-0530 4 96 2 6 3 2 7 50 7 3 2 3 0530-0545 3 117 4 5 2 1 3 49 10 2 2 1 0545-0600 6 100 3 3 1 3 5 59 11 4 0 2 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 14 315 9 8 8 16 18 193 28 15 2 7 633 0415-0515 13 337 7 8 12 16 17 190 33 14 4 9 660 0430-0530 16 347 7 11 14 13 19 187 33 15 5 12 679 0445-0545 17 380 10 16 14 10 15 184 38 14 6 11 715 0500-0600 17 411 11 17 12 8 17 206 40 11 6 11 767 17 411 11 40 206 17 12 8 THURSDAY, NOVEMBER 01, 2012 17 HERMOSA AVENUE P.M. PEAK HOUR 0500-0600 11 6 11 14TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-AM SMALL TRUCK 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 1 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 1 0 0 0 1 0745-0800 0 0 0 0 0 0 0 2 1 0 0 0 0800-0815 1 1 0 0 0 0 0 1 0 0 0 0 0815-0830 0 0 0 0 0 0 0 2 0 1 0 0 0830-0845 0 0 0 0 0 0 0 0 0 0 0 0 0845-0900 0 0 0 0 0 0 1 3 0 0 0 0 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 0 1 0 0 0 0 0 3 1 0 0 1 6 0715-0815 1 2 0 0 0 0 0 4 1 0 0 1 9 0730-0830 1 1 0 0 0 0 0 6 1 1 0 1 11 0745-0845 1 1 0 0 0 0 0 5 1 1 0 0 9 0800-0900 1 1 0 0 0 0 1 6 0 1 0 0 10 1 1 0 1 6 0 1 14TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 1 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-PM SMALL TRUCK 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 0 3 0 0 0 0 0 1 1 0 0 0 0415-0430 1 1 0 0 0 0 0 1 0 0 0 0 0430-0445 0 1 0 0 0 0 0 2 0 0 0 0 0445-0500 0 1 0 0 0 0 0 1 0 1 0 0 0500-0515 0 1 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 1 0 0 0 0 0 0 0 0 0 0 0 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 1 6 0 0 0 0 0 5 1 1 0 0 14 0415-0515 1 4 0 0 0 0 0 4 0 1 0 0 10 0430-0530 0 3 0 0 0 0 0 4 0 1 0 0 8 0445-0545 0 2 0 0 0 0 0 2 0 1 0 0 5 0500-0600 1 1 0 0 0 0 0 1 0 0 0 0 3 1 6 0 1 5 0 14TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 1 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-AM LARGE TRUCK 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 0 0 0 0 0 0745-0800 0 0 0 0 0 0 0 1 0 0 0 0 0800-0815 0 0 0 0 0 0 0 0 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 1 0 0 0 0 0 1 0 0 0 0 0845-0900 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 1 0 0 0 0 1 0715-0815 0 0 0 0 0 0 0 1 0 0 0 0 1 0730-0830 0 0 0 0 0 0 0 2 0 0 0 0 2 0745-0845 0 1 0 0 0 0 0 3 0 0 0 0 4 0800-0900 0 1 0 0 0 0 0 2 0 0 0 0 3 0 1 0 0 3 0 0 14TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-PM LARGE TRUCK / NO ACTIVITY OBSERVED 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 0 0 0 0 0 0 0 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 0 0 0 0 0 0 0 0 0 0 0 0500-0515 0 0 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 0 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0415-0515 0 0 0 0 0 0 0 0 0 0 0 0 0 0430-0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0445-0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0500-0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-AM BUS 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 0 1 0 0 0 0 0 1 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 1 0 0 0 0 0 2 0 0 0 0 0745-0800 0 1 0 0 0 0 0 1 0 0 0 0 0800-0815 0 1 0 0 0 0 0 1 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 0 0 0 0 0 0 2 0 0 0 0 0845-0900 0 0 0 0 0 0 0 0 0 0 0 0 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 0 3 0 0 0 0 0 4 0 0 0 0 7 0715-0815 0 3 0 0 0 0 0 4 0 0 0 0 7 0730-0830 0 3 0 0 0 0 0 5 0 0 0 0 8 0745-0845 0 2 0 0 0 0 0 5 0 0 0 0 7 0800-0900 0 1 0 0 0 0 0 4 0 0 0 0 5 0 3 0 0 5 0 14TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 14TH STREET FILE NUMBER:3-PM BUS 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 1 0 0 0 0 0 1 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 2 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 0 1 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 1 0 0 0 0 0 0 0 0 0 0 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 0 3 0 0 0 0 0 2 0 0 0 0 5 0415-0515 0 4 0 0 0 0 0 3 0 0 0 0 7 0430-0530 0 3 0 0 0 0 0 3 0 0 0 0 6 0445-0545 0 3 0 0 0 0 0 3 0 0 0 0 6 0500-0600 0 2 0 0 0 0 0 2 0 0 0 0 4 0 4 0 0 3 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0415-0515 0 0 0 14TH STREET THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com PEDESTRIAN - BICYCLE COUNT SUMMARY CLIENT:LLG - ENGINEERS PROJECT:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE:THURSDAY, NOVEMBER 01, 2012 PERIOD:AM / PM INTERSECTION:HERMOSA AVENUE / 13TH STREET FILE:2PED-BIKE 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0700-0715 0 0 2 15 0700-0715 0 0 1 2 0715-0730 0 0 3 15 0715-0730 0 0 0 3 0730-0745 0 0 7 24 0730-0745 0 0 0 5 0745-0800 0 0 10 26 0745-0800 0 0 0 6 0800-0815 0 0 8 23 0800-0815 0 0 1 8 0815-0830 0 0 8 25 0815-0830 0 0 0 3 0830-0845 0 0 12 43 0830-0845 0 0 1 6 0845-0900 0 0 11 51 0845-0900 0 0 0 7 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0700-0800 0 0 22 80 102 0700-0800 0 0 1 16 17 0715-0815 0 0 28 88 116 0715-0815 0 0 1 22 23 0730-0830 0 0 33 98 131 0730-0830 0 0 1 22 23 0745-0845 0 0 38 117 155 0745-0845 0 0 2 23 25 0800-0900 0 0 39 142 181 0800-0900 0 0 2 24 26 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0400-0415 0 0 7 27 0400-0415 0 0 1 2 0415-0430 0 0 11 29 0415-0430 0 0 2 14 0430-0445 0 0 9 37 0430-0445 0 0 2 10 0445-0500 0 0 10 31 0445-0500 0 0 7 12 0500-0515 0 0 20 36 0500-0515 0 0 5 10 0515-0530 0 0 15 25 0515-0530 0 0 2 16 0530-0545 0 0 16 42 0530-0545 0 0 2 15 0545-0600 0 0 11 39 0545-0600 0 0 3 9 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0400-0500 0 0 37 124 161 0400-0500 0 0 12 38 50 0415-0515 0 0 50 133 183 0415-0515 0 0 16 46 62 0430-0530 0 0 54 129 183 0430-0530 0 0 16 48 64 0445-0545 0 0 61 134 195 0445-0545 0 0 16 53 69 0500-0600 0 0 62 142 204 0500-0600 0 0 12 50 62 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-AM CAR 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 0 21 0 0 0 0 0 30 2 0 0 1 0715-0730 2 22 0 0 0 0 0 59 5 5 0 0 0730-0745 0 34 0 0 0 0 0 75 3 3 0 2 0745-0800 1 39 0 0 0 0 0 101 6 6 0 0 0800-0815 3 54 0 0 0 0 0 109 8 5 0 0 0815-0830 2 52 0 0 0 0 0 110 11 3 0 1 0830-0845 1 42 0 0 0 0 0 95 8 6 0 1 0845-0900 2 45 0 0 0 0 0 78 12 6 0 2 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 3 116 0 0 0 0 0 265 16 14 0 3 417 0715-0815 6 149 0 0 0 0 0 344 22 19 0 2 542 0730-0830 6 179 0 0 0 0 0 395 28 17 0 3 628 0745-0845 7 187 0 0 0 0 0 415 33 20 0 2 664 0800-0900 8 193 0 0 0 0 0 392 39 20 0 4 656 7 187 0 33 415 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 2 0 20 13TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-PM CAR 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 2 67 0 0 0 0 0 44 2 10 0 3 0415-0430 2 99 0 0 0 0 0 69 8 17 0 4 0430-0445 5 74 0 0 0 0 0 50 4 10 0 9 0445-0500 2 90 0 0 0 0 0 49 3 7 0 5 0500-0515 6 81 0 0 0 0 0 50 7 11 0 8 0515-0530 3 110 0 0 0 0 0 66 8 11 0 8 0530-0545 5 100 0 0 0 0 0 51 13 10 0 8 0545-0600 4 118 0 0 0 0 0 62 5 15 0 5 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 11 330 0 0 0 0 0 212 17 44 0 21 635 0415-0515 15 344 0 0 0 0 0 218 22 45 0 26 670 0430-0530 16 355 0 0 0 0 0 215 22 39 0 30 677 0445-0545 16 381 0 0 0 0 0 216 31 39 0 29 712 0500-0600 18 409 0 0 0 0 0 229 33 47 0 29 765 18 409 0 33 229 0 HERMOSA AVENUE P.M. PEAK HOUR 0500-0600 29 0 47 13TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-AM SMALL TRUCK 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 1 0 0 0 0 0 1 0 0 0 0 0730-0745 0 0 0 0 0 0 0 1 0 0 0 0 0745-0800 0 0 0 0 0 0 0 2 0 0 0 0 0800-0815 0 1 0 0 0 0 0 1 0 0 0 0 0815-0830 0 1 0 0 0 0 0 3 0 0 0 0 0830-0845 0 0 0 0 0 0 0 0 0 0 0 0 0845-0900 0 0 0 0 0 0 0 3 0 0 0 0 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 0 1 0 0 0 0 0 4 0 0 0 0 5 0715-0815 0 2 0 0 0 0 0 5 0 0 0 0 7 0730-0830 0 2 0 0 0 0 0 7 0 0 0 0 9 0745-0845 0 2 0 0 0 0 0 6 0 0 0 0 8 0800-0900 0 2 0 0 0 0 0 7 0 0 0 0 9 0 2 0 0 7 0 0 13TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-PM SMALL TRUCK 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 0 3 0 0 0 0 0 2 0 0 0 0 0415-0430 0 1 0 0 0 0 0 2 0 0 0 0 0430-0445 0 1 0 0 0 0 0 1 0 0 0 0 0445-0500 0 2 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 0 0 0 0 0 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 0 7 0 0 0 0 0 6 0 0 0 0 13 0415-0515 0 5 0 0 0 0 0 4 0 0 0 0 9 0430-0530 0 4 0 0 0 0 0 3 0 0 0 0 7 0445-0545 0 3 0 0 0 0 0 2 0 0 0 0 5 0500-0600 0 1 0 0 0 0 0 1 0 0 0 0 2 0 7 0 0 6 0 13TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-AM LARGE TRUCK 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 0 0 0 0 0 0 0 1 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 0 0 0 0 0 0745-0800 0 0 0 0 0 0 0 0 0 0 0 0 0800-0815 0 0 0 0 0 0 0 1 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 1 0 0 0 0 0 0 0 0 0 0 0845-0900 0 0 0 0 0 0 0 1 0 0 0 0 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 0 0 0 0 0 0 0 1 0 0 0 0 1 0715-0815 0 0 0 0 0 0 0 1 0 0 0 0 1 0730-0830 0 0 0 0 0 0 0 2 0 0 0 0 2 0745-0845 0 1 0 0 0 0 0 2 0 0 0 0 3 0800-0900 0 1 0 0 0 0 0 3 0 0 0 0 4 0 1 0 0 3 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0800-0900 0 0 0 13TH STREET 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-PM LARGE TRUCK / NO ACTIVITY OBSERVED 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 0 0 0 0 0 0 0 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 0 0 0 0 0 0 0 0 0 0 0 0500-0515 0 0 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 0 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0415-0515 0 0 0 0 0 0 0 0 0 0 0 0 0 0430-0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0445-0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0500-0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 13TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-AM BUS 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 0 1 0 0 0 0 0 2 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 1 0 0 0 0 0 0 0 0 0 0 0745-0800 0 1 0 0 0 0 0 2 0 0 0 0 0800-0815 0 1 0 0 0 0 0 2 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 0 0 0 0 0 0 0 0 0 0 0 0845-0900 0 0 0 0 0 0 0 1 0 0 0 0 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 0 3 0 0 0 0 0 4 0 0 0 0 7 0715-0815 0 3 0 0 0 0 0 4 0 0 0 0 7 0730-0830 0 3 0 0 0 0 0 5 0 0 0 0 8 0745-0845 0 2 0 0 0 0 0 5 0 0 0 0 7 0800-0900 0 1 0 0 0 0 0 4 0 0 0 0 5 0 3 0 0 5 0 13TH STREET 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W 13TH STREET FILE NUMBER:2-PM BUS 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 1 0 0 0 0 0 1 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 2 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 0 1 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 1 0 0 0 0 0 0 0 0 0 0 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 0 3 0 0 0 0 0 2 0 0 0 0 5 0415-0515 0 4 0 0 0 0 0 3 0 0 0 0 7 0430-0530 0 3 0 0 0 0 0 3 0 0 0 0 6 0445-0545 0 3 0 0 0 0 0 3 0 0 0 0 6 0500-0600 0 2 0 0 0 0 0 2 0 0 0 0 4 0 4 0 0 3 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE P.M. PEAK HOUR 0415-0515 0 0 0 13TH STREET THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com PEDESTRIAN - BICYCLE COUNT SUMMARY CLIENT:LLG - ENGINEERS PROJECT:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE:THURSDAY, NOVEMBER 01, 2012 PERIOD:AM / PM INTERSECTION:HERMOSA AVENUE / PIER AVENUE FILE:1PED-BIKE 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0700-0715 2 0 6 0 0700-0715 0 1 0 0 0715-0730 8 1 7 0 0715-0730 0 3 0 0 0730-0745 7 2 7 0 0730-0745 1 4 0 0 0745-0800 11 1 14 0 0745-0800 1 2 1 0 0800-0815 13 2 8 0 0800-0815 1 4 1 0 0815-0830 12 0 6 0 0815-0830 1 5 1 0 0830-0845 15 1 3 0 0830-0845 1 5 1 0 0845-0900 15 1 7 0 0845-0900 1 10 4 0 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0700-0800 28 4 34 0 66 0700-0800 2 10 1 0 13 0715-0815 39 6 36 0 81 0715-0815 3 13 2 0 18 0730-0830 43 5 35 0 83 0730-0830 4 15 3 0 22 0745-0845 51 4 31 0 86 0745-0845 4 16 4 0 24 0800-0900 55 4 24 0 83 0800-0900 4 24 7 0 35 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS THE TRAFFIC SOLUTION 329 DIAMOND STREET ARCADIA, CALIFORNIA 91006 626.446.7978 PHONE 626.446.2877 FAX trafsolutn@aol.com 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG 15-MINUTE NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D PERIOD A B C D 0400-0415 33 8 34 0 0400-0415 0 1 4 0 0415-0430 34 5 34 0 0415-0430 1 4 8 0 0430-0445 36 5 41 0 0430-0445 4 2 6 0 0445-0500 45 4 51 0 0445-0500 2 5 3 0 0500-0515 29 3 46 0 0500-0515 4 5 4 0 0515-0530 38 8 42 0 0515-0530 3 4 7 0 0530-0545 38 9 48 0 0530-0545 2 2 5 0 0545-0600 24 4 39 0 0545-0600 3 1 5 0 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG 1-HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG PERIOD A B C D TOTALS PERIOD A B C D TOTALS 0400-0500 148 22 160 0 330 0400-0500 7 12 21 0 40 0415-0515 144 17 172 0 333 0415-0515 11 16 21 0 48 0430-0530 148 20 180 0 348 0430-0530 13 16 20 0 49 0445-0545 150 24 187 0 361 0445-0545 11 16 19 0 46 0500-0600 129 24 175 0 328 0500-0600 12 12 21 0 45 PEDESTRIAN MOVEMENTS BICYCLIST MOVEMENTS BICYCLIST MOVEMENTSPEDESTRIAN MOVEMENTS 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-AM CAR 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 0 16 7 10 0 7 8 30 0 0 0 0 0715-0730 0 20 9 11 0 8 14 53 0 0 0 0 0730-0745 0 23 17 12 0 10 22 72 0 0 0 0 0745-0800 0 27 16 18 0 13 20 84 0 0 0 0 0800-0815 0 36 14 20 0 9 19 100 0 0 0 0 0815-0830 0 49 12 22 0 14 25 101 0 0 0 0 0830-0845 0 44 14 23 0 19 17 86 0 0 0 0 0845-0900 0 34 16 21 0 17 17 64 0 0 0 0 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 0 86 49 51 0 38 64 239 0 0 0 0 527 0715-0815 0 106 56 61 0 40 75 309 0 0 0 0 647 0730-0830 0 135 59 72 0 46 86 357 0 0 0 0 755 0745-0845 0 156 56 83 0 55 81 371 0 0 0 0 802 0800-0900 0 163 56 86 0 59 78 351 0 0 0 0 793 0 156 56 0 371 81 0 55 THURSDAY, NOVEMBER 01, 2012 83 HERMOSA AVENUE A.M. PEAK HOUR 0745-0845 0 0 0 PIER AVENUE 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-PM CAR 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 0 63 20 17 0 22 21 38 0 0 0 0 0415-0430 0 75 33 23 0 20 23 40 0 0 0 0 0430-0445 0 77 26 22 0 24 18 33 0 0 0 0 0445-0500 0 68 20 20 0 17 22 42 0 0 0 0 0500-0515 0 75 21 23 0 18 23 45 0 0 0 0 0515-0530 0 91 20 19 0 17 15 40 0 0 0 0 0530-0545 0 97 21 21 0 21 22 44 0 0 0 0 0545-0600 0 99 27 20 0 22 23 54 0 0 0 0 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 0 283 99 82 0 83 84 153 0 0 0 0 784 0415-0515 0 295 100 88 0 79 86 160 0 0 0 0 808 0430-0530 0 311 87 84 0 76 78 160 0 0 0 0 796 0445-0545 0 331 82 83 0 73 82 171 0 0 0 0 822 0500-0600 0 362 89 83 0 78 83 183 0 0 0 0 878 0 362 89 0 183 83 HERMOSA AVENUE P.M. PEAK HOUR 0500-0600 0 0 0 PIER AVENUE 0 78 THURSDAY, NOVEMBER 01, 2012 83 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-AM SMALL TRUCK 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 0 0 1 0 1 0 0 0 0 0 0 0730-0745 0 0 1 0 0 0 1 1 0 0 0 0 0745-0800 0 0 0 0 0 0 0 2 0 0 0 0 0800-0815 0 0 0 0 0 0 0 1 0 0 0 0 0815-0830 0 1 0 0 0 0 0 2 0 0 0 0 0830-0845 0 0 1 1 0 0 0 1 0 0 0 0 0845-0900 0 0 0 1 0 1 0 1 0 0 0 0 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 0 0 1 1 0 1 1 3 0 0 0 0 7 0715-0815 0 0 1 1 0 1 1 4 0 0 0 0 8 0730-0830 0 1 1 0 0 0 1 6 0 0 0 0 9 0745-0845 0 1 1 1 0 0 0 6 0 0 0 0 9 0800-0900 0 1 1 2 0 1 0 5 0 0 0 0 10 0 1 1 0 5 0 PIER AVENUE 0 1 THURSDAY, NOVEMBER 01, 2012 2 HERMOSA AVENUE A.M. PEAK HOUR 0800-0900 0 0 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-PM SMALL TRUCK 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 0 1 1 0 0 1 0 2 0 0 0 0 0415-0430 0 1 0 1 0 0 0 1 0 0 0 0 0430-0445 0 1 2 0 0 0 0 0 0 0 0 0 0445-0500 0 0 1 1 0 0 0 1 0 0 0 0 0500-0515 0 0 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 0 0 0 0 0 0530-0545 0 1 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 1 0 0 0 0 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 0 3 4 2 0 1 0 4 0 0 0 0 14 0415-0515 0 2 3 2 0 0 0 2 0 0 0 0 9 0430-0530 0 1 3 1 0 0 0 1 0 0 0 0 6 0445-0545 0 1 1 1 0 0 0 1 0 0 0 0 4 0500-0600 0 1 0 0 0 0 0 1 0 0 0 0 2 0 3 4 0 4 0 0 1 THURSDAY, NOVEMBER 01, 2012 2 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 PIER AVENUE 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-AM LARGE TRUCK 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 0 0 0 0 0 0 0 1 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 0 0 0 0 0 0 0 0 0 0 0 0745-0800 0 0 0 0 0 0 0 0 0 0 0 0 0800-0815 0 0 0 0 0 0 0 1 0 0 0 0 0815-0830 0 0 0 0 0 0 0 1 0 0 0 0 0830-0845 0 0 0 0 0 0 0 0 0 0 0 0 0845-0900 0 1 0 0 0 0 0 1 0 0 0 0 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 0 0 0 0 0 0 0 1 0 0 0 0 1 0715-0815 0 0 0 0 0 0 0 1 0 0 0 0 1 0730-0830 0 0 0 0 0 0 0 2 0 0 0 0 2 0745-0845 0 0 0 0 0 0 0 2 0 0 0 0 2 0800-0900 0 1 0 0 0 0 0 3 0 0 0 0 4 0 1 0 0 3 0 0 0 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0800-0900 0 0 0 PIER AVENUE 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-PM LARGE TRUCK / NO ACTIVITY OBSERVED 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 0 0 0 0 0 0 0 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 0 0 0 0 0 0 0 0 0 0 0 0500-0515 0 0 0 0 0 0 0 0 0 0 0 0 0515-0530 0 0 0 0 0 0 0 0 0 0 0 0 0530-0545 0 0 0 0 0 0 0 0 0 0 0 0 0545-0600 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0415-0515 0 0 0 0 0 0 0 0 0 0 0 0 0 0430-0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0445-0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0500-0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HERMOSA AVENUE P.M. PEAK HOUR 0400-0500 0 0 0 PIER AVENUE 0 0 THURSDAY, NOVEMBER 01, 2012 0 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:07:00 AM TO 09:00 AM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-AM BUS 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 0 0 0 0 0 0 0 0 0 0 0 0 0715-0730 0 0 0 0 0 0 0 0 0 0 0 0 0730-0745 0 2 0 0 0 0 1 2 0 0 0 0 0745-0800 0 1 0 0 0 1 1 2 0 0 0 0 0800-0815 0 0 0 0 0 0 0 0 0 0 0 0 0815-0830 0 0 0 0 0 0 0 2 0 0 0 0 0830-0845 0 1 0 0 0 1 1 1 0 0 0 0 0845-0900 0 0 0 0 0 0 0 0 0 0 0 0 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 0 3 0 0 0 1 2 4 0 0 0 0 10 0715-0815 0 3 0 0 0 1 2 4 0 0 0 0 10 0730-0830 0 3 0 0 0 1 2 6 0 0 0 0 12 0745-0845 0 2 0 0 0 2 2 5 0 0 0 0 11 0800-0900 0 1 0 0 0 1 1 3 0 0 0 0 6 0 3 0 0 6 2 0 1 THURSDAY, NOVEMBER 01, 2012 0 HERMOSA AVENUE A.M. PEAK HOUR 0730-0830 0 0 0 PIER AVENUE 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:HERMOSA BOUTIQUE HOTEL PROJECT - HERMOSA BEACH DATE: PERIOD:04:00 PM TO 06:00 PM INTERSECTION N/S HERMOSA AVENUE E/W PIER AVENUE FILE NUMBER:1-PM BUS 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 0 0 0 0 0 0 0 0 0 0 0 0 0415-0430 0 1 0 0 0 1 0 1 0 0 0 0 0430-0445 0 0 0 0 0 0 0 0 0 0 0 0 0445-0500 0 2 0 0 0 0 0 1 0 0 0 0 0500-0515 0 1 0 0 0 0 1 1 0 0 0 0 0515-0530 0 0 0 0 0 0 0 1 0 0 0 0 0530-0545 0 0 0 0 0 2 0 0 0 0 0 0 0545-0600 0 1 0 0 0 0 1 0 0 0 0 0 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 0 3 0 0 0 1 0 2 0 0 0 0 6 0415-0515 0 4 0 0 0 1 1 3 0 0 0 0 9 0430-0530 0 3 0 0 0 0 1 3 0 0 0 0 7 0445-0545 0 3 0 0 0 2 1 3 0 0 0 0 9 0500-0600 0 2 0 0 0 2 2 2 0 0 0 0 8 0 4 0 0 3 1 HERMOSA AVENUE P.M. PEAK HOUR 0415-0515 0 0 0 PIER AVENUE 0 1 THURSDAY, NOVEMBER 01, 2012 0 File Name : ManPierE_BP Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 2 0 0 8 0 22 0 0 32 07:15 AM 2 0 0 4 0 11 0 0 17 07:30 AM 1 0 2 9 0 11 0 0 23 07:45 AM 1 0 0 7 0 22 0 1 31 Total 6 0 2 28 0 66 0 1 103 08:00 AM 0 0 0 9 0 21 0 1 31 08:15 AM 4 0 0 11 0 18 0 0 33 08:30 AM 1 0 0 10 0 21 0 0 32 08:45 AM 4 0 1 9 0 22 0 0 36 Total 9 0 1 39 0 82 0 1 132 Grand Total 15 0 3 67 0 148 0 2 235 Apprch %100 0 4.3 95.7 0 100 0 100 Total %6.4 0 1.3 28.5 0 63 0 0.9 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_BP Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 0 9 9 0 21 21 0 1 1 31 08:15 AM 4 0 4 0 11 11 0 18 18 0 0 0 33 08:30 AM 1 0 1 0 10 10 0 21 21 0 0 0 32 08:45 AM 4 0 4 1 9 10 0 22 22 0 0 0 36 Total Volume 9 0 9 1 39 40 0 82 82 0 1 1 132 % App. Total 100 0 2.5 97.5 0 100 0 100 PHF .563 .000 .563 .250 .886 .909 .000 .932 .932 .000 .250 .250 .917 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Manhattan Ave Thru9 Peds0 InOut Total0 9 9 Thru1 Peds39 OutTotalIn0 40 40 Thru 0 Peds 82 Out TotalIn 9 82 91 Thru0 Peds1 TotalOutIn1 1 2 Peak Hour Begins at 08:00 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Bus Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 07:45 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 Total 0 0 0 0 3 0 0 0 0 0 2 0 5 08:30 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 Total 0 0 0 0 1 0 0 0 0 0 1 0 2 Grand Total 0 0 0 0 4 0 0 0 0 0 3 0 7 Apprch %0 0 0 0 100 0 0 0 0 0 100 0 Total %0 0 0 0 57.1 0 0 0 0 0 42.9 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Bus Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 Total Volume 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .500 .000 .500 .625 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Manhattan Ave Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru3 Left0 OutTotalIn2 3 5 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru2 Right0 TotalOutIn3 2 5 Peak Hour Begins at 07:00 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Cars Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 7 0 5 0 24 10 0 0 0 17 28 0 91 07:15 AM 8 0 3 0 31 8 0 0 0 9 35 0 94 07:30 AM 12 0 1 0 36 7 0 0 0 7 45 0 108 07:45 AM 15 0 4 0 33 9 0 0 0 16 49 0 126 Total 42 0 13 0 124 34 0 0 0 49 157 0 419 08:00 AM 12 0 4 0 35 9 0 0 0 16 57 0 133 08:15 AM 11 0 7 0 37 13 0 0 0 18 38 0 124 08:30 AM 6 0 5 0 43 15 0 0 0 11 39 0 119 08:45 AM 14 0 5 0 41 16 0 0 0 6 61 0 143 Total 43 0 21 0 156 53 0 0 0 51 195 0 519 Grand Total 85 0 34 0 280 87 0 0 0 100 352 0 938 Apprch %71.4 0 28.6 0 76.3 23.7 0 0 0 22.1 77.9 0 Total %9.1 0 3.6 0 29.9 9.3 0 0 0 10.7 37.5 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Cars Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 12 0 4 16 0 35 9 44 0 0 0 0 16 57 0 73 133 08:15 AM 11 0 7 18 0 37 13 50 0 0 0 0 18 38 0 56 124 08:30 AM 6 0 5 11 0 43 15 58 0 0 0 0 11 39 0 50 119 08:45 AM 14 0 5 19 0 41 16 57 0 0 0 0 6 61 0 67 143 Total Volume 43 0 21 64 0 156 53 209 0 0 0 0 51 195 0 246 519 % App. Total 67.2 0 32.8 0 74.6 25.4 0 0 0 20.7 79.3 0 PHF .768 .000 .750 .842 .000 .907 .828 .901 .000 .000 .000 .000 .708 .799 .000 .842 .907 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Manhattan Ave Right21 Thru0 Left43 InOut Total104 64 168 Right53 Thru156 Left0 OutTotalIn238 209 447 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left51 Thru195 Right0 TotalOutIn177 246 423 Peak Hour Begins at 08:00 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Semi Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 Total 0 0 0 0 3 0 0 0 0 0 0 0 3 08:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 Total 0 0 0 0 0 1 0 0 0 0 0 0 1 Grand Total 0 0 0 0 3 1 0 0 0 0 0 0 4 Apprch %0 0 0 0 75 25 0 0 0 0 0 0 Total %0 0 0 0 75 25 0 0 0 0 0 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_Semi Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 3 % App. Total 0 0 0 0 100 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .000 .000 .000 .000 .000 .000 .375 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Manhattan Ave Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru3 Left0 OutTotalIn0 3 3 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru0 Right0 TotalOutIn3 0 3 Peak Hour Begins at 07:00 AM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_SUnit Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:15 AM 0 0 0 0 1 1 0 0 0 0 1 0 3 07:30 AM 0 0 1 0 1 0 0 0 0 0 1 0 3 07:45 AM 0 0 0 0 4 0 0 0 0 0 2 0 6 Total 0 0 1 0 6 1 0 0 0 0 4 0 12 08:00 AM 0 0 0 0 0 1 0 0 0 0 1 0 2 08:15 AM 2 0 0 0 0 0 0 0 0 0 1 0 3 08:30 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 08:45 AM 1 0 0 0 0 0 0 0 0 0 1 0 2 Total 3 0 0 0 1 1 0 0 0 0 4 0 9 Grand Total 3 0 1 0 7 2 0 0 0 0 8 0 21 Apprch %75 0 25 0 77.8 22.2 0 0 0 0 100 0 Total %14.3 0 4.8 0 33.3 9.5 0 0 0 0 38.1 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierE_SUnit Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Manhattan Ave Northbound Pier Ave (E leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 1 1 2 0 0 0 0 0 1 0 1 3 07:30 AM 0 0 1 1 0 1 0 1 0 0 0 0 0 1 0 1 3 07:45 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6 08:00 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 1 0 1 2 Total Volume 0 0 1 1 0 6 2 8 0 0 0 0 0 5 0 5 14 % App. Total 0 0 100 0 75 25 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .375 .500 .500 .000 .000 .000 .000 .000 .625 .000 .625 .583 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Manhattan Ave Right1 Thru0 Left0 InOut Total2 1 3 Right2 Thru6 Left0 OutTotalIn5 8 13 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru5 Right0 TotalOutIn7 5 12 Peak Hour Begins at 07:15 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 04:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 0 0 0 2 0 0 0 0 0 2 0 4 05:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 0 0 0 0 0 0 0 0 0 0 1 Grand Total 1 0 0 0 2 0 0 0 0 0 2 0 5 Apprch %100 0 0 0 100 0 0 0 0 0 100 0 Total %20 0 0 0 40 0 0 0 0 0 40 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 1 0 0 1 0 2 0 2 0 0 0 0 0 2 0 2 5 % App. Total 100 0 0 0 100 0 0 0 0 0 100 0 PHF .250 .000 .000 .250 .000 .500 .000 .500 .000 .000 .000 .000 .000 .250 .000 .250 .625 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Right0 Thru0 Left1 InOut Total0 1 1 Right0 Thru2 Left0 OutTotalIn3 2 5 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru2 Right0 TotalOutIn2 2 4 Peak Hour Begins at 04:15 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 04:00 PM 0 0 0 2 0 10 0 0 12 04:15 PM 0 0 1 1 6 9 0 0 17 04:30 PM 0 0 1 4 3 22 0 0 30 04:45 PM 0 0 1 2 1 11 0 0 15 Total 0 0 3 9 10 52 0 0 74 05:00 PM 0 0 0 4 6 15 1 0 26 05:15 PM 0 0 0 1 1 12 0 0 14 05:30 PM 0 0 0 2 3 25 0 0 30 05:45 PM 0 0 1 7 3 23 1 0 35 Total 0 0 1 14 13 75 2 0 105 Grand Total 0 0 4 23 23 127 2 0 179 Apprch %0 0 14.8 85.2 15.3 84.7 100 0 Total %0 0 2.2 12.8 12.8 70.9 1.1 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 4 4 6 15 21 1 0 1 26 05:15 PM 0 0 0 0 1 1 1 12 13 0 0 0 14 05:30 PM 0 0 0 0 2 2 3 25 28 0 0 0 30 05:45 PM 0 0 0 1 7 8 3 23 26 1 0 1 35 Total Volume 0 0 0 1 14 15 13 75 88 2 0 2 105 % App. Total 0 0 6.7 93.3 14.8 85.2 100 0 PHF .000 .000 .000 .250 .500 .469 .542 .750 .786 .500 .000 .500 .750 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Thru0 Peds0 InOut Total13 0 13 Thru1 Peds14 OutTotalIn2 15 17 Thru 13 Peds 75 Out TotalIn 0 88 88 Thru2 Peds0 TotalOutIn1 2 3 Peak Hour Begins at 05:00 PM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 5 0 13 0 60 9 0 0 0 3 52 0 142 04:15 PM 17 0 12 0 43 15 0 0 0 7 58 0 152 04:30 PM 14 0 12 0 45 8 0 0 0 6 52 0 137 04:45 PM 8 0 12 0 44 23 0 0 0 4 50 0 141 Total 44 0 49 0 192 55 0 0 0 20 212 0 572 05:00 PM 15 0 10 0 47 14 0 0 0 5 44 0 135 05:15 PM 16 0 13 0 62 13 0 0 0 4 52 0 160 05:30 PM 16 0 13 0 63 14 0 0 0 4 51 0 161 05:45 PM 12 0 29 0 64 27 0 0 0 11 47 0 190 Total 59 0 65 0 236 68 0 0 0 24 194 0 646 Grand Total 103 0 114 0 428 123 0 0 0 44 406 0 1218 Apprch %47.5 0 52.5 0 77.7 22.3 0 0 0 9.8 90.2 0 Total %8.5 0 9.4 0 35.1 10.1 0 0 0 3.6 33.3 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierE_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (E leg) Westbound Northbound Pier Ave (E leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 15 0 10 25 0 47 14 61 0 0 0 0 5 44 0 49 135 05:15 PM 16 0 13 29 0 62 13 75 0 0 0 0 4 52 0 56 160 05:30 PM 16 0 13 29 0 63 14 77 0 0 0 0 4 51 0 55 161 05:45 PM 12 0 29 41 0 64 27 91 0 0 0 0 11 47 0 58 190 Total Volume 59 0 65 124 0 236 68 304 0 0 0 0 24 194 0 218 646 % App. Total 47.6 0 52.4 0 77.6 22.4 0 0 0 11 89 0 PHF .922 .000 .560 .756 .000 .922 .630 .835 .000 .000 .000 .000 .545 .933 .000 .940 .850 Manhattan Ave Pier Ave (E leg) Pier Ave (E leg) Right65 Thru0 Left59 InOut Total92 124 216 Right68 Thru236 Left0 OutTotalIn253 304 557 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left24 Thru194 Right0 TotalOutIn301 218 519 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_BP Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 12 0 0 0 0 0 1 13 07:15 AM 1 7 0 0 0 0 1 0 9 07:30 AM 1 4 0 0 0 0 0 1 6 07:45 AM 1 20 0 0 0 0 0 2 23 Total 3 43 0 0 0 0 1 4 51 08:00 AM 0 13 0 0 0 0 0 1 14 08:15 AM 3 11 0 0 0 0 0 1 15 08:30 AM 1 9 0 2 0 0 0 0 12 08:45 AM 1 7 0 2 0 0 0 1 11 Total 5 40 0 4 0 0 0 3 52 Grand Total 8 83 0 4 0 0 1 7 103 Apprch %8.8 91.2 0 100 0 0 12.5 87.5 Total %7.8 80.6 0 3.9 0 0 1 6.8 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_BP Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 20 21 0 0 0 0 0 0 0 2 2 23 08:00 AM 0 13 13 0 0 0 0 0 0 0 1 1 14 08:15 AM 3 11 14 0 0 0 0 0 0 0 1 1 15 08:30 AM 1 9 10 0 2 2 0 0 0 0 0 0 12 Total Volume 5 53 58 0 2 2 0 0 0 0 4 4 64 % App. Total 8.6 91.4 0 100 0 0 0 100 PHF .417 .663 .690 .000 .250 .250 .000 .000 .000 .000 .500 .500 .696 Manhattan Ave Pier Ave (W leg) Pier Ave (W leg) Manhattan Ave Thru5 Peds53 InOut Total0 58 58 Thru0 Peds2 OutTotalIn0 2 2 Thru 0 Peds 0 Out TotalIn 5 0 5 Thru0 Peds4 TotalOutIn0 4 4 Peak Hour Begins at 07:45 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Bus Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 07:45 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 Total 0 0 0 0 3 0 0 0 0 0 2 0 5 08:30 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 1 0 0 0 0 0 1 1 3 Grand Total 0 0 0 0 4 0 0 0 0 0 3 1 8 Apprch %0 0 0 0 100 0 0 0 0 0 75 25 Total %0 0 0 0 50 0 0 0 0 0 37.5 12.5 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Bus Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 07:30 AM - Peak 1 of 1 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Cars Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 5 25 0 1 0 23 0 22 1 77 07:15 AM 0 0 0 6 28 0 3 0 18 0 25 1 81 07:30 AM 0 0 0 2 35 0 0 0 22 0 31 2 92 07:45 AM 0 0 0 10 27 0 1 0 26 0 38 2 104 Total 0 0 0 23 115 0 5 0 89 0 116 6 354 08:00 AM 0 0 0 6 35 0 1 0 21 0 54 1 118 08:15 AM 0 0 0 10 38 0 1 0 18 0 38 1 106 08:30 AM 0 0 0 9 38 0 0 0 19 0 32 5 103 08:45 AM 0 0 0 4 42 0 3 0 15 0 52 2 118 Total 0 0 0 29 153 0 5 0 73 0 176 9 445 Grand Total 0 0 0 52 268 0 10 0 162 0 292 15 799 Apprch %0 0 0 16.2 83.8 0 5.8 0 94.2 0 95.1 4.9 Total %0 0 0 6.5 33.5 0 1.3 0 20.3 0 36.5 1.9 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Cars Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 0 6 35 0 41 1 0 21 22 0 54 1 55 118 08:15 AM 0 0 0 0 10 38 0 48 1 0 18 19 0 38 1 39 106 08:30 AM 0 0 0 0 9 38 0 47 0 0 19 19 0 32 5 37 103 08:45 AM 0 0 0 0 4 42 0 46 3 0 15 18 0 52 2 54 118 Total Volume 0 0 0 0 29 153 0 182 5 0 73 78 0 176 9 185 445 % App. Total 0 0 0 15.9 84.1 0 6.4 0 93.6 0 95.1 4.9 PHF .000 .000 .000 .000 .725 .911 .000 .948 .417 .000 .869 .886 .000 .815 .450 .841 .943 Manhattan Ave Pier Ave (W leg) Pier Ave (W leg) Manhattan Ave Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru153 Left29 OutTotalIn249 182 431 Left 5 Thru 0 Right 73 Out TotalIn 38 78 116 Left0 Thru176 Right9 TotalOutIn158 185 343 Peak Hour Begins at 08:00 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Semi Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 2 Total 0 0 0 1 2 0 0 0 0 0 0 0 3 Grand Total 0 0 0 1 2 0 0 0 0 0 0 0 3 Apprch %0 0 0 33.3 66.7 0 0 0 0 0 0 0 Total %0 0 0 33.3 66.7 0 0 0 0 0 0 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_Semi Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 07:30 AM - Peak 1 of 1 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_SUnit Site Code : 00000000 Start Date : 11/7/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:15 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 07:30 AM 0 0 0 0 2 0 0 0 0 0 1 0 3 07:45 AM 0 0 0 0 4 0 0 0 0 0 2 0 6 Total 0 0 0 0 7 0 0 0 0 0 4 0 11 08:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 08:30 AM 0 0 0 0 1 0 0 0 0 0 1 1 3 08:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 1 0 0 0 0 0 3 1 5 Grand Total 0 0 0 0 8 0 0 0 0 0 7 1 16 Apprch %0 0 0 0 100 0 0 0 0 0 87.5 12.5 Total %0 0 0 0 50 0 0 0 0 0 43.8 6.2 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : ManPierW_SUnit Site Code : 00000000 Start Date : 11/7/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 07:30 AM - Peak 1 of 1 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierEW_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (Both legs) Westbound Manhattan Ave Northbound Pier Ave (Both legs) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 04:15 PM 0 0 0 0 6 1 0 0 0 0 0 0 7 04:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 7 1 0 0 0 0 4 0 12 05:00 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 05:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 05:45 PM 1 0 0 0 0 0 0 0 0 0 1 0 2 Total 1 1 0 0 1 0 0 0 1 0 2 0 6 Grand Total 1 1 0 0 8 1 0 0 1 0 6 0 18 Apprch %50 50 0 0 88.9 11.1 0 0 100 0 100 0 Total %5.6 5.6 0 0 44.4 5.6 0 0 5.6 0 33.3 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierEW_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (Both legs) Westbound Manhattan Ave Northbound Pier Ave (Both legs) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:15 PM 0 0 0 0 0 6 1 7 0 0 0 0 0 0 0 0 7 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total Volume 0 0 0 0 0 7 1 8 0 0 0 0 0 4 0 4 12 % App. Total 0 0 0 0 87.5 12.5 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .292 .250 .286 .000 .000 .000 .000 .000 .500 .000 .500 .429 Manhattan Ave Pier Ave (Both legs) Pier Ave (Both legs) Manhattan Ave Right0 Thru0 Left0 InOut Total1 0 1 Right1 Thru7 Left0 OutTotalIn4 8 12 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru4 Right0 TotalOutIn7 4 11 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierW_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 04:00 PM 1 18 1 2 0 0 0 0 22 04:15 PM 4 24 0 0 0 0 0 0 28 04:30 PM 0 35 5 0 0 0 0 0 40 04:45 PM 6 34 1 0 0 0 0 0 41 Total 11 111 7 2 0 0 0 0 131 05:00 PM 3 36 4 1 0 0 0 0 44 05:15 PM 3 25 1 0 0 0 0 0 29 05:30 PM 2 39 3 2 0 0 0 0 46 05:45 PM 5 19 8 0 0 0 0 0 32 Total 13 119 16 3 0 0 0 0 151 Grand Total 24 230 23 5 0 0 0 0 282 Apprch %9.4 90.6 82.1 17.9 0 0 0 0 Total %8.5 81.6 8.2 1.8 0 0 0 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierW_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 6 34 40 1 0 1 0 0 0 0 0 0 41 05:00 PM 3 36 39 4 1 5 0 0 0 0 0 0 44 05:15 PM 3 25 28 1 0 1 0 0 0 0 0 0 29 05:30 PM 2 39 41 3 2 5 0 0 0 0 0 0 46 Total Volume 14 134 148 9 3 12 0 0 0 0 0 0 160 % App. Total 9.5 90.5 75 25 0 0 0 0 PHF .583 .859 .902 .563 .375 .600 .000 .000 .000 .000 .000 .000 .870 Manhattan Ave Pier Ave (W leg) Pier Ave (W leg) Manhattan Ave Thru14 Peds134 InOut Total0 148 148 Thru9 Peds3 OutTotalIn0 12 12 Thru 0 Peds 0 Out TotalIn 14 0 14 Thru0 Peds0 TotalOutIn9 0 9 Peak Hour Begins at 04:45 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierW_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 0 0 0 24 50 0 1 0 10 0 48 3 136 04:15 PM 0 0 0 15 41 0 0 0 15 0 47 4 122 04:30 PM 0 0 0 19 38 0 0 0 3 0 54 4 118 04:45 PM 0 0 0 20 37 0 0 0 8 0 43 5 113 Total 0 0 0 78 166 0 1 0 36 0 192 16 489 05:00 PM 0 0 0 18 39 0 0 0 6 0 43 1 107 05:15 PM 0 0 0 23 54 0 0 0 9 0 47 3 136 05:30 PM 0 0 0 21 56 0 1 0 13 0 42 3 136 05:45 PM 0 0 0 25 67 0 0 0 10 0 48 3 153 Total 0 0 0 87 216 0 1 0 38 0 180 10 532 Grand Total 0 0 0 165 382 0 2 0 74 0 372 26 1021 Apprch %0 0 0 30.2 69.8 0 2.6 0 97.4 0 93.5 6.5 Total %0 0 0 16.2 37.4 0 0.2 0 7.2 0 36.4 2.5 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : PM_ManPierW_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 18 39 0 57 0 0 6 6 0 43 1 44 107 05:15 PM 0 0 0 0 23 54 0 77 0 0 9 9 0 47 3 50 136 05:30 PM 0 0 0 0 21 56 0 77 1 0 13 14 0 42 3 45 136 05:45 PM 0 0 0 0 25 67 0 92 0 0 10 10 0 48 3 51 153 Total Volume 0 0 0 0 87 216 0 303 1 0 38 39 0 180 10 190 532 % App. Total 0 0 0 28.7 71.3 0 2.6 0 97.4 0 94.7 5.3 PHF .000 .000 .000 .000 .870 .806 .000 .823 .250 .000 .731 .696 .000 .938 .833 .931 .869 Manhattan Ave Pier Ave (W leg) Pier Ave (W leg) Manhattan Ave Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru216 Left87 OutTotalIn218 303 521 Left 1 Thru 0 Right 38 Out TotalIn 97 39 136 Left0 Thru180 Right10 TotalOutIn217 190 407 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : pm_manpierw_sunit Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 04:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 0 0 0 2 0 0 0 1 0 1 0 4 Grand Total 0 0 0 0 2 0 0 0 1 0 1 0 4 Apprch %0 0 0 0 100 0 0 0 100 0 100 0 Total %0 0 0 0 50 0 0 0 25 0 25 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : pm_manpierw_sunit Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Manhattan Ave Southbound Pier Ave (W leg) Westbound Manhattan Ave Northbound Pier Ave (W leg) 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 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 1 0 1 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 1 2 04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total Volume 0 0 0 0 0 2 0 2 0 0 1 1 0 1 0 1 4 % App. Total 0 0 0 0 100 0 0 0 100 0 100 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .250 .250 .000 .250 .000 .250 .500 Manhattan Ave Pier Ave (W leg) Pier Ave (W leg) Manhattan Ave Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru2 Left0 OutTotalIn2 2 4 Left 0 Thru 0 Right 1 Out TotalIn 0 1 1 Left0 Thru1 Right0 TotalOutIn2 1 3 Peak Hour Begins at 04:00 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier Ave Eastbound Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total 07:00 AM 0 6 0 2 1 5 0 1 15 07:15 AM 0 7 0 0 3 4 0 1 15 07:30 AM 0 9 0 4 0 10 0 0 23 07:45 AM 0 14 0 5 1 14 0 5 39 Total 0 36 0 11 5 33 0 7 92 08:00 AM 1 5 0 3 1 17 0 1 28 08:15 AM 1 9 0 0 1 10 0 0 21 08:30 AM 0 12 0 3 0 17 0 2 34 08:45 AM 0 0 0 0 1 0 0 0 1 Total 2 26 0 6 3 44 0 3 84 04:00 PM 2 27 0 1 3 10 0 1 44 04:15 PM 11 17 0 0 3 9 1 4 45 04:30 PM 7 21 1 5 3 22 0 0 59 04:45 PM 5 24 0 1 2 11 0 6 49 Total 25 89 1 7 11 52 1 11 197 05:00 PM 6 24 1 4 9 15 1 3 63 05:15 PM 8 26 0 1 1 12 2 3 53 05:30 PM 2 22 0 3 5 25 0 2 59 05:45 PM 5 20 0 8 4 23 0 5 65 Total 21 92 1 16 19 75 3 13 240 Grand Total 48 243 2 40 38 204 4 34 613 Apprch %16.5 83.5 4.8 95.2 15.7 84.3 10.5 89.5 Total %7.8 39.6 0.3 6.5 6.2 33.3 0.7 5.5 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 14 14 0 5 5 1 14 15 0 5 5 39 08:00 AM 1 5 6 0 3 3 1 17 18 0 1 1 28 08:15 AM 1 9 10 0 0 0 1 10 11 0 0 0 21 08:30 AM 0 12 12 0 3 3 0 17 17 0 2 2 34 Total Volume 2 40 42 0 11 11 3 58 61 0 8 8 122 % App. Total 4.8 95.2 0 100 4.9 95.1 0 100 PHF .500 .714 .750 .000 .550 .550 .750 .853 .847 .000 .400 .400 .782 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Thru2 Peds40 InOut Total3 42 45 Thru0 Peds11 OutTotalIn0 11 11 Thru 3 Peds 58 Out TotalIn 2 61 63 Thru0 Peds8 TotalOutIn0 8 8 Peak Hour Begins at 07:45 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_BP Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 6 24 30 1 4 5 9 15 24 1 3 4 63 05:15 PM 8 26 34 0 1 1 1 12 13 2 3 5 53 05:30 PM 2 22 24 0 3 3 5 25 30 0 2 2 59 05:45 PM 5 20 25 0 8 8 4 23 27 0 5 5 65 Total Volume 21 92 113 1 16 17 19 75 94 3 13 16 240 % App. Total 18.6 81.4 5.9 94.1 20.2 79.8 18.8 81.2 PHF .656 .885 .831 .250 .500 .531 .528 .750 .783 .375 .650 .800 .923 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Thru 21 Peds 92 InOut Total 19 113 132 Thru1 Peds16 OutTotalIn3 17 20 Thru19 Peds75 Out TotalIn21 94 115 Thru3 Peds13 TotalOutIn1 16 17 Peak Hour Begins at 05:00 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 Total 0 0 0 0 2 0 0 0 0 0 1 0 3 08:00 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 08:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 0 0 0 2 0 0 0 0 0 2 0 4 04:00 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 04:15 PM 0 0 1 0 6 0 0 0 0 0 0 0 7 04:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 1 0 7 0 0 0 0 0 4 0 12 05:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 05:30 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 05:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 1 0 0 0 0 0 3 0 4 Grand Total 0 0 1 0 12 0 0 0 0 0 10 0 23 Apprch %0 0 100 0 100 0 0 0 0 0 100 0 Total %0 0 4.3 0 52.2 0 0 0 0 0 43.5 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 07:15 AM 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .500 .000 .500 .500 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru2 Left0 OutTotalIn2 2 4 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru2 Right0 TotalOutIn2 2 4 Peak Hour Begins at 07:15 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Bus Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:15 PM 0 0 1 1 0 6 0 6 0 0 0 0 0 0 0 0 7 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total Volume 0 0 1 1 0 7 0 7 0 0 0 0 0 4 0 4 12 % App. Total 0 0 100 0 100 0 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .292 .000 .292 .000 .000 .000 .000 .000 .500 .000 .500 .429 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right 1 Thru 0 Left 0 InOut Total 0 1 1 Right0 Thru7 Left0 OutTotalIn4 7 11 Left0 Thru0 Right0 Out TotalIn0 0 0 Left0 Thru4 Right0 TotalOutIn8 4 12 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Unshifted Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 2 4 0 1 24 1 3 11 6 3 24 1 80 07:15 AM 1 5 1 0 23 2 4 15 7 3 29 1 91 07:30 AM 6 4 0 2 25 1 3 13 10 2 48 4 118 07:45 AM 10 10 0 3 36 6 5 24 13 4 62 1 174 Total 19 23 1 6 108 10 15 63 36 12 163 7 463 08:00 AM 10 11 0 5 47 19 1 29 17 5 60 6 210 08:15 AM 9 14 1 2 41 18 3 22 7 2 41 2 162 08:30 AM 3 5 1 4 47 7 0 20 9 3 41 4 144 08:45 AM 10 8 1 2 40 4 1 15 11 4 41 3 140 Total 32 38 3 13 175 48 5 86 44 14 183 15 656 04:00 PM 16 13 2 11 61 15 3 21 11 4 47 4 208 04:15 PM 14 16 0 12 47 8 3 19 6 1 65 2 193 04:30 PM 14 13 3 8 49 26 2 13 8 3 61 3 203 04:45 PM 11 11 2 10 54 9 6 17 12 2 49 4 187 Total 55 53 7 41 211 58 14 70 37 10 222 13 791 05:00 PM 5 13 2 7 62 15 8 21 15 1 66 9 224 05:15 PM 12 24 3 11 55 11 7 22 7 3 52 1 208 05:30 PM 10 17 3 3 66 18 4 24 13 2 57 3 220 05:45 PM 9 9 5 6 76 15 8 29 4 0 59 3 223 Total 36 63 13 27 259 59 27 96 39 6 234 16 875 Grand Total 142 177 24 87 753 175 61 315 156 42 802 51 2785 Apprch %41.4 51.6 7 8.6 74.2 17.2 11.5 59.2 29.3 4.7 89.6 5.7 Total %5.1 6.4 0.9 3.1 27 6.3 2.2 11.3 5.6 1.5 28.8 1.8 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 10 10 0 20 3 36 6 45 5 24 13 42 4 62 1 67 174 08:00 AM 10 11 0 21 5 47 19 71 1 29 17 47 5 60 6 71 210 08:15 AM 9 14 1 24 2 41 18 61 3 22 7 32 2 41 2 45 162 08:30 AM 3 5 1 9 4 47 7 58 0 20 9 29 3 41 4 48 144 Total Volume 32 40 2 74 14 171 50 235 9 95 46 150 14 204 13 231 690 % App. Total 43.2 54.1 2.7 6 72.8 21.3 6 63.3 30.7 6.1 88.3 5.6 PHF .800 .714 .500 .771 .700 .910 .658 .827 .450 .819 .676 .798 .700 .823 .542 .813 .821 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right2 Thru40 Left32 InOut Total159 74 233 Right50 Thru171 Left14 OutTotalIn282 235 517 Left 9 Thru 95 Right 46 Out TotalIn 67 150 217 Left14 Thru204 Right13 TotalOutIn182 231 413 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Cars Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 5 13 2 20 7 62 15 84 8 21 15 44 1 66 9 76 224 05:15 PM 12 24 3 39 11 55 11 77 7 22 7 36 3 52 1 56 208 05:30 PM 10 17 3 30 3 66 18 87 4 24 13 41 2 57 3 62 220 05:45 PM 9 9 5 23 6 76 15 97 8 29 4 41 0 59 3 62 223 Total Volume 36 63 13 112 27 259 59 345 27 96 39 162 6 234 16 256 875 % App. Total 32.1 56.2 11.6 7.8 75.1 17.1 16.7 59.3 24.1 2.3 91.4 6.2 PHF .750 .656 .650 .718 .614 .852 .819 .889 .844 .828 .650 .920 .500 .886 .444 .842 .977 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right 13 Thru 63 Left 36 InOut Total 161 112 273 Right59 Thru259 Left27 OutTotalIn309 345 654 Left27 Thru96 Right39 Out TotalIn106 162 268 Left6 Thru234 Right16 TotalOutIn299 256 555 Peak Hour Begins at 05:00 PM Unshifted Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 0 0 0 1 0 0 0 0 0 0 0 1 Grand Total 0 0 0 0 1 0 0 0 0 0 0 0 1 Apprch %0 0 0 0 100 0 0 0 0 0 0 0 Total %0 0 0 0 100 0 0 0 0 0 0 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 % App. Total 0 0 0 0 100 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru1 Left0 OutTotalIn0 1 1 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru0 Right0 TotalOutIn1 0 1 Peak Hour Begins at 07:00 AM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_Semi Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru0 Left0 OutTotalIn0 0 0 Left0 Thru0 Right0 Out TotalIn0 0 0 Left0 Thru0 Right0 TotalOutIn0 0 0 Peak Hour Begins at 12:00 PM Bank 2 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 1 Groups Printed- Bank 1 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier Ave Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 07:45 AM 0 0 0 0 2 0 0 0 0 0 1 0 3 Total 0 0 0 0 3 0 0 0 0 0 2 0 5 08:15 AM 0 0 0 0 1 0 0 0 0 0 1 0 2 08:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 1 0 0 0 0 0 2 0 3 04:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 04:45 PM 1 0 0 0 1 0 0 0 1 0 0 0 3 Total 1 0 0 0 2 0 0 0 1 0 1 0 5 05:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 Total 1 0 0 0 0 1 0 0 0 0 0 0 2 Grand Total 2 0 0 0 6 1 0 0 1 0 5 0 15 Apprch %100 0 0 0 85.7 14.3 0 0 100 0 100 0 Total %13.3 0 0 0 40 6.7 0 0 6.7 0 33.3 0 CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 2 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 07:45 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 Total Volume 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .000 .000 .000 .750 .000 .750 .500 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right0 Thru0 Left0 InOut Total0 0 0 Right0 Thru3 Left0 OutTotalIn3 3 6 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left0 Thru3 Right0 TotalOutIn3 3 6 Peak Hour Begins at 07:30 AM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com File Name : MontPier_SUnit Site Code : 00000000 Start Date : 11/1/2012 Page No : 3 Monterey Blvd Southbound Pier Ave Westbound Monterey Blvd Northbound Pier 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 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 04:45 PM 1 0 0 1 0 1 0 1 0 0 1 1 0 0 0 0 3 Total Volume 1 0 0 1 0 2 0 2 0 0 1 1 0 1 0 1 5 % App. Total 100 0 0 0 100 0 0 0 100 0 100 0 PHF .250 .000 .000 .250 .000 .500 .000 .500 .000 .000 .250 .250 .000 .250 .000 .250 .417 Monterey Blvd Pier Ave Pier Ave Monterey Blvd Right 0 Thru 0 Left 1 InOut Total 0 1 1 Right0 Thru2 Left0 OutTotalIn3 2 5 Left0 Thru0 Right1 Out TotalIn0 1 1 Left0 Thru1 Right0 TotalOutIn2 1 3 Peak Hour Begins at 04:00 PM Bank 1 Peak Hour Data North CITY TRAFFIC COUNTERS 626.447.4171 www.ctcounters.com LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\Appendix Covers.doc APPENDIX B INTERSECTION LEVEL OF SERVICE DATA WORKSHEETS INTERSECTION CAPACITY UTILIZATION (ICU) DESCRIPTION Level of Service is a term used to describe prevailing conditions and their effect on traffic. Broadly interpreted, the Levels of Service concept denotes any one of a number of differing combinations of operating conditions which may occur as a roadway is accommodating various traffic volumes. Level of Service is a qualitative measure of the effect of such factors as travel speed, travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience. Six Levels of Service, A through F, have been defined in the 1965 Highway Capacity Manual, published by the Transportation Research Board. Level of Service A describes a condition of free flow, with low traffic volumes and relatively high speeds, while Level of Service F describes forced traffic flow at low speeds with jammed conditions and queues which cannot clear during the green phases. The Intersection Capacity Utilization (ICU) method of intersection capacity analysis has been used in our studies. It directly relates traffic demand and available capacity for key intersection movements, regardless of present signal timing, The capacity per hour of green time for each approach is calculated based on the methods of the Highway Capacity Manual. The proportion of total signal time needed by each key movement is determined and compared to the total time available (100 percent of the hour). The result of summing the requirements of the conflicting key movements plus an allowance for clearance times is expressed as a decimal fraction. Conflicting key traffic movements are those opposing movements whose combined green time requirements are greatest. The resulting ICU represents the proportion of the total hour required to accommodate intersection demand volumes if the key conflicting traffic movements are operating at capacity. Other movements may be operating near capacity, or may be operating at significantly better levels. The ICU may be translated to a Level of Service as tabulated below. The Levels of Service (abbreviated from the Highway Capacity Manual) are listed here with their corresponding ICU and Load Factor equivalents. Load Factor is that proportion of the signal cycles during the peak hour which are fully loaded; i.e. when all of the vehicles waiting at the beginning of green are not able to clear on that green phase. Intersection Capacity Utilization Characteristics Level of Service Load Factor Equivalent ICU A 0.0 0.00 - 0.60 B 0.0 - 0.1 0.61 - 0.70 C 0.1 - 0.3 0.71 - 0.80 D 0.3 - 0.7 0.81 - 0.90 E 0.7 - 1.0 0.91 - 1.00 F Not Applicable Not Applicable SERVICE LEVEL A There are no loaded cycles and few are even close to loaded at this service level. No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. SERVICE LEVEL B This level represents stable operation where an occasional approach phase is fully utilized and a substantial number are approaching full use. Many drivers begin to feel restricted within platoons of vehicles. SERVICE LEVEL C At this level stable operation continues. Loading is still intermittent but more frequent than at Level B. Occasionally drivers may have to wait through more than one red signal indication and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so. SERVICE LEVEL D This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak hour, but enough cycles with lower demand occur to permit periodic clearance of queues, thus preventing excessive backups. Drivers frequently have to wait through more than one red signal. This level is the lower limit of acceptable operation to most drivers. SERVICE LEVEL E This represents near capacity and capacity operation. At capacity (ICU = 1.0) it represents the most vehicles that the particular intersection can accommodate. However, full utilization of every signal cycle is seldom attained no matter how great the demand. At this level all drivers wait through more than one red signal, and frequently through several. SERVICE LEVEL F Jammed conditions. Traffic backed up from a downstream location on one of the street restricts or prevents movement of traffic through the intersection under consideration. LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue @ 27th Street-Greenwich VillageN-S St: Manhattan Avenue Peak hr: AM Date: 11/13/2012E-W St: 27th Street-Greenwich Village Annual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU12012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001Nb Thru 203 1600 0.174 * 0 203 1600 0.174 * 0 203 1600 0.174 * 0 207 1600 0.177 * 0 207 1600 0.177 * 0 207 1600 0.177 *Nb Right 74 0 - 0 74 0 - 0 74 0 - 0 75 0 - 0 75 0 - 0 75 0 -Sb Left 50 1600 0.031 * 0 50 1600 0.031 * 0 50 1600 0.031 * 0 51 1600 0.032 * 0 51 1600 0.032 * 0 51 1600 0.032 *Sb Thru 55 1600 0.086 0 55 1600 0.087 0 55 1600 0.087 0 56 1600 0.096 0 56 1600 0.097 0 56 1600 0.097Sb Right 82 0 - 2 84 0 - 0 84 0 - 14 98 0 - 2 100 0 - 0 100 0 -Eb Left 284 0 0.178 * 1 285 0 0.178 * 0 285 0 0.178 * 10 300 0 0.187 * 1 301 0 0.188 * 0 301 0 0.188 *Eb Thru 95 1600 0.240 2 97 1600 0.242 0 97 1600 0.242 20 117 1600 0.264 2 119 1600 0.265 0 119 1600 0.265Eb Right 5 0 - 0 5 0 - 0 5 0 - 0 5 0 - 0 5 0 - 0 5 0 -Wb Left 38 0 0.024 0 38 0 0.024 0 38 0 0.024 1 40 0 0.025 0 40 0 0.025 0 40 0 0.025Wb Thru 63 1600 0.095 * 2 65 1600 0.096 * 0 65 1600 0.096 * 24 88 1600 0.113 * 2 90 1600 0.114 * 0 90 1600 0.114 *Wb Right 51 0 - 0 51 0 - 0 51 0 - 0 52 0 - 0 52 0 - 0 52 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.578 0.579 0.579 0.609 0.611 0.611LOS A A A B B B*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue @ 27th Street-Greenwich VillageN-S St: Manhattan Avenue Peak hr: PM Date: 11/13/2012E-W St: 27th Street-Greenwich Village Annual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU12012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 5 0 0.003 * 0 5 0 0.003 * 0 5 0 0.003 * 0 5 0 0.003 * 0 5 0 0.003 * 0 5 0 0.003 *Nb Thru 84 1600 0.088 0 84 1600 0.088 0 84 1600 0.088 1 87 1600 0.092 0 87 1600 0.092 0 87 1600 0.092Nb Right 52 0 - 0 52 0 - 0 52 0 - 2 55 0 - 0 55 0 - 0 55 0 -Sb Left 60 1600 0.038 0 60 1600 0.038 0 60 1600 0.038 0 61 1600 0.038 0 61 1600 0.038 0 61 1600 0.038Sb Thru 191 1600 0.273 * 0 191 1600 0.274 * 0 191 1600 0.274 * 1 196 1600 0.290 * 0 196 1600 0.291 * 0 196 1600 0.291 *Sb Right 245 0 - 2 247 0 - 0 247 0 - 18 268 0 - 2 270 0 - 0 270 0 -Eb Left 90 0 0.056 * 2 92 0 0.058 * 0 92 0 0.058 * 19 111 0 0.069 * 2 113 0 0.071 * 0 113 0 0.071 *Eb Thru 54 1600 0.094 2 56 1600 0.097 0 56 1600 0.097 38 93 1600 0.132 2 95 1600 0.134 0 95 1600 0.134Eb Right 7 0 - 0 7 0 - 0 7 0 - 0 7 0 - 0 7 0 - 0 7 0 -Wb Left 54 0 0.034 0 54 0 0.034 0 54 0 0.034 2 57 0 0.036 0 57 0 0.036 0 57 0 0.036Wb Thru 110 1600 0.139 * 2 112 1600 0.140 * 0 112 1600 0.140 * 37 149 1600 0.166 * 2 151 1600 0.167 * 0 151 1600 0.167 *Wb Right 58 0 - 0 58 0 - 0 58 0 - 0 59 0 - 0 59 0 - 0 59 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.571 0.574 0.574 0.628 0.632 0.632LOS A A A B B B*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 15th StreetN-S St: Hermosa Avenue Peak hr: AM Date: 11/13/2012E-W St: 15th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU22012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 5 0 0.002 8 13 0 0.004 0 13 0 0.004 0 5 0 0.002 8 13 0 0.004 0 13 0 0.004Nb Thru 411 3200 0.130 * 0 411 3200 0.133 * 0 411 3200 0.133 * 31 450 3200 0.142 * 0 450 3200 0.145 * 0 450 3200 0.145 *Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Sb Thru 194 3200 0.062 0 194 3200 0.063 0 194 3200 0.063 39 237 3200 0.075 0 237 3200 0.077 0 237 3200 0.077Sb Right 4 0 - 4 8 0 - 0 8 0 - 0 4 0 - 4 8 0 - 0 8 0 -Eb Left 8 0 0.005 3 11 0 0.007 0 11 0 0.007 0 8 0 0.005 3 11 0 0.007 0 11 0 0.007Eb Thru 0 1600 0.013 * 0 0 1600 0.017 * 0 0 1600 0.017 * 0 0 1600 0.013 * 0 0 1600 0.017 * 0 0 1600 0.017 *Eb Right 13 0 - 3 16 0 - 0 16 0 - 0 13 0 - 3 16 0 - 0 16 0 -Wb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.243 0.249 0.249 0.256 0.262 0.262LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 15th StreetN-S St: Hermosa Avenue Peak hr: PM Date: 11/13/2012E-W St: 15th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU22012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 12 0 0.004 * 7 19 0 0.006 * 0 19 0 0.006 * 0 12 0 0.004 * 7 19 0 0.006 * 0 19 0 0.006 *Nb Thru 228 3200 0.075 0 228 3200 0.077 0 228 3200 0.077 60 293 3200 0.095 0 293 3200 0.097 0 293 3200 0.097Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Sb Thru 424 3200 0.136 * 0 424 3200 0.137 * 0 424 3200 0.137 * 56 488 3200 0.156 * 0 488 3200 0.157 * 0 488 3200 0.157 *Sb Right 11 0 - 4 15 0 - 0 15 0 - 0 11 0 - 4 15 0 - 0 15 0 -Eb Left 3 0 0.002 4 7 0 0.004 0 7 0 0.004 0 3 0 0.002 4 7 0 0.004 0 7 0 0.004Eb Thru 0 1600 0.009 * 0 0 1600 0.014 * 0 0 1600 0.014 * 0 0 1600 0.009 * 0 0 1600 0.014 * 0 0 1600 0.014 *Eb Right 11 0 - 4 15 0 - 0 15 0 - 0 11 0 - 4 15 0 - 0 15 0 -Wb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.248 0.257 0.257 0.269 0.277 0.277LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 14th StreetN-S St: Hermosa Avenue Peak hr: AM Date: 11/13/2012E-W St: 14th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU32012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 33 1600 0.021 0 33 1600 0.021 0 33 1600 0.021 0 34 1600 0.021 0 34 1600 0.021 0 34 1600 0.021Nb Thru 390 3200 0.126 * 8 398 3200 0.128 * 0 398 3200 0.128 * 31 429 3200 0.138 * 8 437 3200 0.140 * 0 437 3200 0.140 *Nb Right 12 0 - 0 12 0 - 0 12 0 - 0 12 0 - 0 12 0 - 0 12 0 -Sb Left 8 0 0.003 * 0 8 0 0.003 * 0 8 0 0.003 * 0 8 0 0.003 * 0 8 0 0.003 * 0 8 0 0.003 *Sb Thru 192 3200 0.067 5 197 3200 0.068 0 197 3200 0.068 39 235 3200 0.080 5 240 3200 0.082 0 240 3200 0.082Sb Right 14 0 - 0 14 0 - 0 14 0 - 0 14 0 - 0 14 0 - 0 14 0 -Eb Left 14 0 0.009 0 14 0 0.009 0 14 0 0.009 0 14 0 0.009 0 14 0 0.009 0 14 0 0.009Eb Thru 8 1600 0.018 * 0 8 1600 0.018 * 0 8 1600 0.018 * 0 8 1600 0.018 * 0 8 1600 0.018 * 0 8 1600 0.018 *Eb Right 6 0 - 0 6 0 - 0 6 0 - 0 6 0 - 0 6 0 - 0 6 0 -Wb Left 7 0 0.004 * 0 7 0 0.004 * 0 7 0 0.004 * 0 7 0 0.004 * 0 7 0 0.004 * 0 7 0 0.004 *Wb Thru 6 1600 0.011 0 6 1600 0.011 0 6 1600 0.011 0 6 1600 0.011 0 6 1600 0.011 0 6 1600 0.011Wb Right 4 0 - 0 4 0 - 0 4 0 - 0 4 0 - 0 4 0 - 0 4 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.250 0.253 0.253 0.263 0.265 0.265LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 14th StreetN-S St: Hermosa Avenue Peak hr: PM Date: 11/13/2012E-W St: 14th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU32012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 40 1600 0.025 * 0 40 1600 0.025 * 0 40 1600 0.025 * 0 41 1600 0.026 * 0 41 1600 0.026 * 0 41 1600 0.026 *Nb Thru 209 3200 0.071 7 216 3200 0.073 0 216 3200 0.073 60 273 3200 0.091 7 280 3200 0.093 0 280 3200 0.093Nb Right 17 0 - 0 17 0 - 0 17 0 - 0 17 0 - 0 17 0 - 0 17 0 -Sb Left 11 0 0.003 0 11 0 0.003 0 11 0 0.003 0 11 0 0.004 0 11 0 0.004 0 11 0 0.004Sb Thru 414 3200 0.138 * 7 421 3200 0.141 * 0 421 3200 0.141 * 56 478 3200 0.159 * 7 485 3200 0.161 * 0 485 3200 0.161 *Sb Right 18 0 - 0 18 0 - 0 18 0 - 0 18 0 - 0 18 0 - 0 18 0 -Eb Left 11 0 0.007 * 0 11 0 0.007 * 0 11 0 0.007 * 0 11 0 0.007 * 0 11 0 0.007 * 0 11 0 0.007 *Eb Thru 6 1600 0.018 0 6 1600 0.018 0 6 1600 0.018 0 6 1600 0.018 0 6 1600 0.018 0 6 1600 0.018Eb Right 11 0 - 0 11 0 - 0 11 0 - 0 11 0 - 0 11 0 - 0 11 0 -Wb Left 8 0 0.005 0 8 0 0.005 0 8 0 0.005 0 8 0 0.005 0 8 0 0.005 0 8 0 0.005Wb Thru 12 1600 0.023 * 0 12 1600 0.023 * 0 12 1600 0.023 * 0 12 1600 0.024 * 0 12 1600 0.024 * 0 12 1600 0.024 *Wb Right 17 0 - 0 17 0 - 0 17 0 - 0 17 0 - 0 17 0 - 0 17 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.293 0.296 0.296 0.315 0.317 0.317LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 13th StreetN-S St: Hermosa Avenue Peak hr: AM Date: 11/13/2012E-W St: 13th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU42012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 33 1600 0.021 0 33 1600 0.021 0 33 1600 0.021 55 89 1600 0.055 0 89 1600 0.055 0 89 1600 0.055Nb Thru 428 3200 0.134 * 8 436 3200 0.136 * 0 436 3200 0.136 * 9 446 3200 0.139 * 8 454 3200 0.142 * 0 454 3200 0.142 *Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Sb Thru 192 3200 0.062 5 197 3200 0.064 0 197 3200 0.064 9 205 3200 0.076 5 210 3200 0.077 0 210 3200 0.077Sb Right 7 0 - 0 7 0 - 0 7 0 - 30 37 0 - 0 37 0 - 0 37 0 -Eb Left 2 0 0.001 0 2 0 0.001 0 2 0 0.001 22 24 0 0.015 0 24 0 0.015 0 24 0 0.015Eb Thru 0 1600 0.014 * 0 0 1600 0.014 * 0 0 1600 0.014 * 0 0 1600 0.053 * 0 0 1600 0.053 * 0 0 1600 0.053 *Eb Right 20 0 - 0 20 0 - 0 20 0 - 40 60 0 - 0 60 0 - 0 60 0 -Wb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.248 0.250 0.250 0.292 0.295 0.295LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ 13th StreetN-S St: Hermosa Avenue Peak hr: PM Date: 11/13/2012E-W St: 13th StreetAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU42012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 33 1600 0.021 * 0 33 1600 0.021 * 0 33 1600 0.021 * 74 108 1600 0.067 * 0 108 1600 0.067 * 0 108 1600 0.067 *Nb Thru 232 3200 0.073 7 239 3200 0.075 0 239 3200 0.075 19 256 3200 0.080 7 263 3200 0.082 0 263 3200 0.082Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Sb Thru 412 3200 0.134 * 7 419 3200 0.137 * 0 419 3200 0.137 * 16 436 3200 0.155 * 7 443 3200 0.157 * 0 443 3200 0.157 *Sb Right 18 0 - 0 18 0 - 0 18 0 - 40 58 0 - 0 58 0 - 0 58 0 -Eb Left 29 0 0.018 0 29 0 0.018 0 29 0 0.018 41 71 0 0.044 0 71 0 0.044 0 71 0 0.044Eb Thru 0 1600 0.048 * 0 0 1600 0.048 * 0 0 1600 0.048 * 0 0 1600 0.121 * 0 0 1600 0.121 * 0 0 1600 0.121 *Eb Right 47 0 - 0 47 0 - 0 47 0 - 75 123 0 - 0 123 0 - 0 123 0 -Wb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.303 0.305 0.305 0.443 0.445 0.445LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ Pier AvenueN-S St: Hermosa Avenue Peak hr: AM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU52012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Nb Thru 384 3200 0.146 * 2 386 3200 0.147 * 0 386 3200 0.147 * 26 418 3200 0.162 * 2 420 3200 0.162 * 0 420 3200 0.162 *Nb Right 83 0 - 0 83 0 - 0 83 0 - 15 100 0 - 0 100 0 - 0 100 0 -Sb Left 57 1600 0.036 4 61 1600 0.038 0 61 1600 0.038 28 86 1600 0.054 4 90 1600 0.056 0 90 1600 0.056Sb Thru 159 3200 0.050 2 161 3200 0.050 0 161 3200 0.050 21 183 3200 0.057 2 185 3200 0.058 0 185 3200 0.058Sb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Eb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Eb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Eb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Wb Left 57 1600 0.036 0 57 1600 0.036 0 57 1600 0.036 13 71 1600 0.044 0 71 1600 0.044 0 71 1600 0.044Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 84 1600 0.053 * 5 89 1600 0.056 * 0 89 1600 0.056 * 38 124 1600 0.077 * 5 129 1600 0.080 * 0 129 1600 0.080 *Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.334 0.340 0.340 0.393 0.399 0.399LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONHermosa Avenue @ Pier AvenueN-S St: Hermosa Avenue Peak hr: PM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU52012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Nb Thru 186 3200 0.085 * 2 188 3200 0.085 * 0 188 3200 0.085 * 41 231 3200 0.107 * 2 233 3200 0.108 * 0 233 3200 0.108 *Nb Right 85 0 - 0 85 0 - 0 85 0 - 26 113 0 - 0 113 0 - 0 113 0 -Sb Left 89 1600 0.056 * 5 94 1600 0.059 * 0 94 1600 0.059 * 53 144 1600 0.090 * 5 149 1600 0.093 * 0 149 1600 0.093 *Sb Thru 365 3200 0.114 2 367 3200 0.115 0 367 3200 0.115 38 410 3200 0.128 2 412 3200 0.129 0 412 3200 0.129Sb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Eb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Eb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Eb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Wb Left 80 1600 0.050 0 80 1600 0.050 0 80 1600 0.050 24 106 1600 0.066 0 106 1600 0.066 0 106 1600 0.066Wb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Right 83 1600 0.052 5 88 1600 0.055 0 88 1600 0.055 52 137 1600 0.085 5 142 1600 0.089 0 142 1600 0.089Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.290 0.294 0.294 0.363 0.367 0.367LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:The Traffic Solution2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue (West) @ Pier AvenueN-S St: Manhattan Avenue (West) Peak hr: AM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU62012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 5 0 0.003 0 5 0 0.003 0 5 0 0.003 0 5 0 0.003 0 5 0 0.003 0 5 0 0.003Nb Thru 0 1600 0.049 * 0 0 1600 0.049 * 0 0 1600 0.049 * 0 0 1600 0.050 * 0 0 1600 0.050 * 0 0 1600 0.050 *Nb Right 73 0 - 0 73 0 - 0 73 0 - 0 74 0 - 0 74 0 - 0 74 0 -Sb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Sb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Sb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Eb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Eb Thru 176 1600 0.116 * 4 180 1600 0.118 * 0 180 1600 0.118 * 43 223 1600 0.145 * 4 227 1600 0.147 * 0 227 1600 0.147 *Eb Right 9 0 - 0 9 0 - 0 9 0 - 0 9 0 - 0 9 0 - 0 9 0 -Wb Left 29 0 0.009 * 0 29 0 0.009 * 0 29 0 0.009 * 0 30 0 0.009 * 0 30 0 0.009 * 0 30 0 0.009 *Wb Thru 153 3200 0.057 5 158 3200 0.058 0 158 3200 0.058 52 208 3200 0.074 5 213 3200 0.076 0 213 3200 0.076Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.273 0.276 0.276 0.304 0.306 0.306LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue (West) @ Pier AvenueN-S St: Manhattan Avenue (West) Peak hr: PM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU62012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001 0 1 0 0.001Nb Thru 0 1600 0.025 * 0 0 1600 0.025 * 0 0 1600 0.025 * 0 0 1600 0.026 * 0 0 1600 0.026 * 0 0 1600 0.026 *Nb Right 39 0 - 0 39 0 - 0 39 0 - 1 41 0 - 0 41 0 - 0 41 0 -Sb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Sb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Sb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Eb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Eb Thru 185 1600 0.122 * 5 190 1600 0.125 * 0 190 1600 0.125 * 79 268 1600 0.174 * 5 273 1600 0.177 * 0 273 1600 0.177 *Eb Right 10 0 - 0 10 0 - 0 10 0 - 0 10 0 - 0 10 0 - 0 10 0 -Wb Left 87 0 0.027 * 0 87 0 0.027 * 0 87 0 0.027 * 1 90 0 0.028 * 0 90 0 0.028 * 0 90 0 0.028 *Wb Thru 225 3200 0.098 5 230 3200 0.099 0 230 3200 0.099 76 306 3200 0.124 5 311 3200 0.125 0 311 3200 0.125Wb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.274 0.277 0.277 0.328 0.331 0.331LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue (East) @ Pier AvenueN-S St: Manhattan Avenue (East) Peak hr: AM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU72012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Nb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 43 0 0.027 0 43 0 0.027 0 43 0 0.027 1 45 0 0.028 0 45 0 0.028 0 45 0 0.028Sb Thru 0 1600 0.041 * 0 0 1600 0.041 * 0 0 1600 0.041 * 0 0 1600 0.043 * 0 0 1600 0.043 * 0 0 1600 0.043 *Sb Right 22 0 - 0 22 0 - 0 22 0 - 1 23 0 - 0 23 0 - 0 23 0 -Eb Left 51 0 0.016 * 0 51 0 0.016 * 0 51 0 0.016 * 1 53 0 0.017 * 0 53 0 0.017 * 0 53 0 0.017 *Eb Thru 202 3200 0.079 4 206 3200 0.080 0 206 3200 0.080 42 248 3200 0.094 4 252 3200 0.095 0 252 3200 0.095Eb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Wb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Thru 162 3200 0.068 * 5 167 3200 0.069 * 0 167 3200 0.069 * 51 216 3200 0.085 * 5 221 3200 0.087 * 0 221 3200 0.087 *Wb Right 55 0 - 0 55 0 - 0 55 0 - 1 57 0 - 0 57 0 - 0 57 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.224 0.226 0.226 0.245 0.246 0.246LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONManhattan Avenue (East) @ Pier AvenueN-S St: Manhattan Avenue (East) Peak hr: PM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU72012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 *Nb Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Nb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Sb Left 60 0 0.038 0 60 0 0.038 0 60 0 0.038 3 64 0 0.040 0 64 0 0.040 0 64 0 0.040Sb Thru 0 1600 0.078 * 0 0 1600 0.078 * 0 0 1600 0.078 * 0 0 1600 0.083 * 0 0 1600 0.083 * 0 0 1600 0.083 *Sb Right 65 0 - 0 65 0 - 0 65 0 - 3 69 0 - 0 69 0 - 0 69 0 -Eb Left 24 0 0.008 * 0 24 0 0.008 * 0 24 0 0.008 * 3 27 0 0.009 * 0 27 0 0.009 * 0 27 0 0.009 *Eb Thru 196 3200 0.069 5 201 3200 0.070 0 201 3200 0.070 76 276 3200 0.095 5 281 3200 0.096 0 281 3200 0.096Eb Right 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 - 0 0 0 -Wb Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0.000Wb Thru 238 3200 0.096 * 5 243 3200 0.097 * 0 243 3200 0.097 * 73 316 3200 0.121 * 5 321 3200 0.123 * 0 321 3200 0.123 *Wb Right 68 0 - 0 68 0 - 0 68 0 - 3 72 0 - 0 72 0 - 0 72 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.281 0.283 0.283 0.313 0.315 0.315LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONMonterey Boulevard @ Pier AvenueN-S St: Monterey Boulevard Peak hr: AM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU82012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 9 0 0.006 0 9 0 0.006 0 9 0 0.006 0 9 0 0.006 0 9 0 0.006 0 9 0 0.006Nb Thru 95 1600 0.094 * 0 95 1600 0.094 * 0 95 1600 0.094 * 0 97 1600 0.096 * 0 97 1600 0.096 * 0 97 1600 0.096 *Nb Right 46 0 - 0 46 0 - 0 46 0 - 0 47 0 - 0 47 0 - 0 47 0 -Sb Left 32 0 0.020 * 0 32 0 0.020 * 0 32 0 0.020 * 0 33 0 0.020 * 0 33 0 0.020 * 0 33 0 0.020 *Sb Thru 40 1600 0.046 0 40 1600 0.046 0 40 1600 0.046 0 41 1600 0.047 0 41 1600 0.047 0 41 1600 0.047Sb Right 2 0 - 0 2 0 - 0 2 0 - 0 2 0 - 0 2 0 - 0 2 0 -Eb Left 14 0 0.004 * 0 14 0 0.004 * 0 14 0 0.004 * 0 14 0 0.004 * 0 14 0 0.004 * 0 14 0 0.004 *Eb Thru 209 3200 0.074 4 213 3200 0.075 0 213 3200 0.075 43 256 3200 0.089 4 260 3200 0.090 0 260 3200 0.090Eb Right 13 0 - 0 13 0 - 0 13 0 - 0 13 0 - 0 13 0 - 0 13 0 -Wb Left 14 0 0.004 0 14 0 0.004 0 14 0 0.004 0 14 0 0.004 0 14 0 0.004 0 14 0 0.004Wb Thru 177 3200 0.075 * 5 182 3200 0.077 * 0 182 3200 0.077 * 52 233 3200 0.093 * 5 238 3200 0.095 * 0 238 3200 0.095 *Wb Right 50 0 - 0 50 0 - 0 50 0 - 0 51 0 - 0 51 0 - 0 51 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.293 0.295 0.295 0.314 0.315 0.315LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LINSCOTT, LAW & GREENSPAN, ENGINEERS600 S. Lake Avenue, Suite 500, Pasadena CA 91106(626) 796.2322 Fax (626) 792-0941INTERSECTION CAPACITY UTILIZATIONMonterey Boulevard @ Pier AvenueN-S St: Monterey Boulevard Peak hr: PM Date: 11/13/2012E-W St: Pier AvenueAnnual Growth: 1.00% Date of Count: 2012Project: Hermosa Boutique Hotel Project/1-123996-1Projection Year: 2014File: ICU82012 EXIST. TRAFFIC 2012 EXISTING PLUS PROJECT 2012 EXIST. W/PROJECT + MITIGATION 2014 FUTURE WITHOUT PROJECT 2014 FUTURE WITH PROJECT 2014 FUTURE W/PROJECT + MITIGATIO1 2 V/C Added Total V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/C Added Total 2 V/CMovement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume CapacityRatio Volume Volume Capacity RatioNb Left 27 0 0.017 0 27 0 0.017 0 27 0 0.017 0 28 0 0.017 0 28 0 0.017 0 28 0 0.017Nb Thru 96 1600 0.101 * 0 96 1600 0.101 * 0 96 1600 0.101 * 0 98 1600 0.103 * 0 98 1600 0.103 * 0 98 1600 0.103 *Nb Right 39 0 - 0 39 0 - 0 39 0 - 0 40 0 - 0 40 0 - 0 40 0 -Sb Left 37 0 0.023 * 0 37 0 0.023 * 0 37 0 0.023 * 0 38 0 0.024 * 0 38 0 0.024 * 0 38 0 0.024 *Sb Thru 63 1600 0.071 0 63 1600 0.071 0 63 1600 0.071 0 64 1600 0.072 0 64 1600 0.072 0 64 1600 0.072Sb Right 13 0 - 0 13 0 - 0 13 0 - 0 13 0 - 0 13 0 - 0 13 0 -Eb Left 6 0 0.002 * 0 6 0 0.002 * 0 6 0 0.002 * 0 6 0 0.002 * 0 6 0 0.002 * 0 6 0 0.002 *Eb Thru 239 3200 0.082 5 244 3200 0.083 0 244 3200 0.083 80 324 3200 0.108 5 329 3200 0.110 0 329 3200 0.110Eb Right 16 0 - 0 16 0 - 0 16 0 - 0 16 0 - 0 16 0 - 0 16 0 -Wb Left 27 0 0.008 0 27 0 0.008 0 27 0 0.008 0 28 0 0.009 0 28 0 0.009 0 28 0 0.009Wb Thru 268 3200 0.111 * 5 273 3200 0.112 * 0 273 3200 0.112 * 77 350 3200 0.137 * 5 355 3200 0.138 * 0 355 3200 0.138 *Wb Right 59 0 - 0 59 0 - 0 59 0 - 0 60 0 - 0 60 0 - 0 60 0 -Yellow Allowance: 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *ICU 0.337 0.338 0.338 0.366 0.367 0.367LOS A A A A A A*Key conflicting movement as a part of ICU1 Counts conducted by:City Traffic Counters2 Capacity expressed in veh/hour of green LEVEL OF SERVICE FOR UNSIGNALIZED INTERSECTIONS In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2000, level of service for unsignalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, in the absence of incidents, control, traffic, or geometric delay. Only the portion of total delay attributed to the traffic control measures, either traffic signals or stop signs, is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Level of Service criteria for unsignalized intersections are stated in terms of the average control delay per vehicle. The level of service is determined by the computed or measured control delay and is defined for each minor movement. Average control delay for any particular minor movement is a function of the service time for the approach and the degree of utilization. (Level of service is not defined for the intersection as a whole for two-way stop controlled intersections.) Level of Service Criteria for TWSC/AWSC Intersections Level of Service Average Control Delay (Sec/Veh) A ≤ 10 B > 10 and ≤ 15 C > 15 and ≤ 25 D > 25 and ≤ 35 E > 35 and ≤ 50 F > 50 Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service: LOS A describes operations with very low control delay, up to 10 seconds per vehicle. LOS B describes operations with control delay greater than 10 and up to 15 seconds per vehicle. LOS C describes operations with control delay greater than 15 and up to 25 seconds per vehicle. LOS D describes operations with control delay greater than 25 and up to 35 seconds per vehicle. LOS E describes operations with control delay greater than 35 and up to 50 seconds per vehicle. LOS F describes operations with control delay in excess of 50 seconds per vehicle. For two-way stop controlled intersections, LOS F exists when there are insufficient gaps of suitable size to allow side-street demand to safely cross through a major-street traffic stream. This level of service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches. ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT1AM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 284 95 5 38 63 51 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 1 203 74 50 55 82 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)384 152 278 50 137 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.3 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.3 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.2 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.34 0.14 0.25 0.04 0.12 hd, final value (s)5.72 5.90 5.84 7.12 6.18 x, final value 0.61 0.25 0.45 0.10 0.24 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)3.7 3.9 3.8 4.8 3.9 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)602 402 528 300 387 Delay (s/veh)17.23 10.84 13.53 10.60 10.78 LOS C B B B B Approach: Delay (s/veh) 17.23 10.84 13.53 10.73 LOS C B B B Intersection Delay (s/veh)14.02 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:12 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C1-INT1PM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 90 54 7 54 110 58 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 5 84 52 60 191 245 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)151 222 141 60 436 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.4 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.13 0.20 0.13 0.05 0.39 hd, final value (s)6.14 5.79 5.74 6.37 5.46 x, final value 0.26 0.36 0.22 0.11 0.66 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)4.1 3.8 3.7 4.1 3.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)401 472 391 310 641 Delay (s/veh)11.25 11.98 10.40 9.82 18.19 LOS B B B A C Approach: Delay (s/veh) 11.25 11.98 10.40 17.17 LOS B B B C Intersection Delay (s/veh)14.20 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:14 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT2AM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)5 411 0 194 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 411 0 0 194 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 13 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 0 13 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)5 0 21 C (m) (veh/h)1387 1159 764 v/c 0.00 0.00 0.03 95% queue length 0.01 0.00 0.08 Control Delay (s/veh)7.6 8.1 9.8 LOS A A A Approach Delay (s/veh)---- 9.8 Approach LOS ---- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:17 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C1-INT2PM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 228 0 424 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 228 0 0 424 11 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)3 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)3 0 11 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)12 0 14 C (m) (veh/h)1135 1352 703 v/c 0.01 0.00 0.02 95% queue length 0.03 0.00 0.06 Control Delay (s/veh)8.2 7.7 10.2 LOS A A B Approach Delay (s/veh)---- 10.2 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:17 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT6AM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 176 9 29 153 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 176 9 29 153 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 73 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 0 73 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 29 78 C (m) (veh/h) 1402 849 v/c 0.02 0.09 95% queue length 0.06 0.30 Control Delay (s/veh) 7.6 9.7 LOS A A Approach Delay (s/veh)----9.7 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:18 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C1-INT6PM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 185 10 87 225 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 185 10 87 225 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 39 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 0 39 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 87 40 C (m) (veh/h) 1390 841 v/c 0.06 0.05 95% queue length 0.20 0.15 Control Delay (s/veh) 7.8 9.5 LOS A A Approach Delay (s/veh)----9.5 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:18 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT7AM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)51 202 162 55 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)51 202 0 0 162 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 43 22 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 43 0 22 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)51 65 C (m) (veh/h)1365 657 v/c 0.04 0.10 95% queue length 0.12 0.33 Control Delay (s/veh)7.7 11.1 LOS A B Approach Delay (s/veh)---- 11.1 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:19 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT7AM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)24 196 238 68 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 196 0 0 238 68 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 60 65 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 60 0 65 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)24 125 C (m) (veh/h)1266 694 v/c 0.02 0.18 95% queue length 0.06 0.65 Control Delay (s/veh)7.9 11.3 LOS A B Approach Delay (s/veh)---- 11.3 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:19 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C1-INT8AM Jurisdiction City of Hermosa Beach Analysis Year Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 14 209 13 14 177 50 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 9 95 46 32 40 2 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)118 118 102 139 150 74 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.1 0.0 0.1 0.4 Prop. Right-Turns 0.0 0.1 0.0 0.4 0.3 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 0.1 -0.3 -0.2 0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.10 0.10 0.09 0.12 0.13 0.07 hd, final value (s)5.44 5.30 5.45 5.12 4.97 5.33 x, final value 0.18 0.17 0.15 0.20 0.21 0.11 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.1 3.0 3.1 2.8 3.0 3.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)368 368 352 389 400 324 Delay (s/veh)9.31 9.11 9.14 9.08 9.26 8.98 LOS A A A A A A Approach: Delay (s/veh) 9.21 9.10 9.26 8.98 LOS A A A A Intersection Delay (s/veh)9.16 Intersection LOS A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:20 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C1-INT8PM Jurisdiction City of Hermosa Beach Analysis Year Existing (2012) Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 6 239 16 27 268 59 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 27 96 39 37 63 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)125 136 161 193 162 113 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.0 0.2 0.0 0.2 0.3 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.2 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.11 0.12 0.14 0.17 0.14 0.10 hd, final value (s)5.78 5.68 5.73 5.43 5.47 5.67 x, final value 0.20 0.21 0.26 0.29 0.25 0.18 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.5 3.4 3.4 3.1 3.5 3.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)375 386 411 443 412 363 Delay (s/veh)9.93 9.92 10.40 10.35 10.24 9.89 LOS A A B B B A Approach: Delay (s/veh) 9.92 10.37 10.24 9.89 LOS A B B A Intersection Delay (s/veh)10.16 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:20 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C2-INT1AM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project ID Hermosa Boutique Hotel Project/ 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 285 97 5 38 65 51 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 1 203 74 50 55 84 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)387 154 278 50 139 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.3 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.34 0.14 0.25 0.04 0.12 hd, final value (s)5.74 5.92 5.86 7.15 6.21 x, final value 0.62 0.25 0.45 0.10 0.24 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)3.7 3.9 3.9 4.8 3.9 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)601 404 528 300 389 Delay (s/veh)17.51 10.92 13.63 10.64 10.85 LOS C B B B B Approach: Delay (s/veh) 17.51 10.92 13.63 10.80 LOS C B B B Intersection Delay (s/veh)14.17 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:21 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C2-INT1PM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 92 56 7 54 112 58 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 5 84 52 60 191 247 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)155 224 141 60 438 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.6 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.4 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.14 0.20 0.13 0.05 0.39 hd, final value (s)6.16 5.82 5.78 6.39 5.49 x, final value 0.27 0.36 0.23 0.11 0.67 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)4.2 3.8 3.8 4.1 3.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)405 474 391 310 638 Delay (s/veh)11.36 12.08 10.46 9.85 18.49 LOS B B B A C Approach: Delay (s/veh) 11.36 12.08 10.46 17.45 LOS B B B C Intersection Delay (s/veh)14.37 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:32 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C2-INT2AM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)13 411 0 194 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)13 411 0 0 194 8 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)11 16 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)11 0 16 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)13 0 27 C (m) (veh/h)1382 1159 739 v/c 0.01 0.00 0.04 95% queue length 0.03 0.00 0.11 Control Delay (s/veh)7.6 8.1 10.1 LOS A A B Approach Delay (s/veh)---- 10.1 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:35 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C2-INT2PM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)19 228 0 424 15 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)19 228 0 0 424 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)7 15 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)7 0 15 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)19 0 22 C (m) (veh/h)1132 1352 645 v/c 0.02 0.00 0.03 95% queue length 0.05 0.00 0.11 Control Delay (s/veh)8.2 7.7 10.8 LOS A A B Approach Delay (s/veh)---- 10.8 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:35 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C2-INT6AM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 180 9 29 158 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 180 9 29 158 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 73 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 0 73 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 29 78 C (m) (veh/h) 1397 845 v/c 0.02 0.09 95% queue length 0.06 0.30 Control Delay (s/veh) 7.6 9.7 LOS A A Approach Delay (s/veh)----9.7 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:35 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C2-INT6PM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 190 10 87 230 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 190 10 87 230 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 39 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 0 39 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 87 40 C (m) (veh/h) 1384 835 v/c 0.06 0.05 95% queue length 0.20 0.15 Control Delay (s/veh) 7.8 9.5 LOS A A Approach Delay (s/veh)----9.5 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:36 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C2-INT7AM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)51 206 167 55 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)51 206 0 0 167 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 43 22 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 43 0 22 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)51 65 C (m) (veh/h)1359 652 v/c 0.04 0.10 95% queue length 0.12 0.33 Control Delay (s/veh)7.8 11.1 LOS A B Approach Delay (s/veh)---- 11.1 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:39 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C2-INT7PM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)24 201 243 68 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 201 0 0 243 68 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 60 65 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 60 0 65 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)24 125 C (m) (veh/h)1261 689 v/c 0.02 0.18 95% queue length 0.06 0.66 Control Delay (s/veh)7.9 11.4 LOS A B Approach Delay (s/veh)---- 11.4 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:39 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C2-INT8AM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 14 213 13 14 182 50 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 9 95 46 32 40 2 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)120 120 105 141 150 74 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.1 0.0 0.1 0.4 Prop. Right-Turns 0.0 0.1 0.0 0.4 0.3 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 0.1 -0.2 -0.2 0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.11 0.11 0.09 0.13 0.13 0.07 hd, final value (s)5.44 5.31 5.45 5.13 4.99 5.35 x, final value 0.18 0.18 0.16 0.20 0.21 0.11 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.1 3.0 3.2 2.8 3.0 3.4 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)370 370 355 391 400 324 Delay (s/veh)9.35 9.15 9.18 9.12 9.30 9.01 LOS A A A A A A Approach: Delay (s/veh) 9.25 9.15 9.30 9.01 LOS A A A A Intersection Delay (s/veh)9.20 Intersection LOS A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:40 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C2-INT8PM Jurisdiction City of Hermosa Beach Analysis Year Existing Plus Proj. Conditions Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 6 244 16 27 273 59 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 27 96 39 37 63 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)128 138 163 196 162 113 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.0 0.2 0.0 0.2 0.3 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.2 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.11 0.12 0.14 0.17 0.14 0.10 hd, final value (s)5.79 5.69 5.74 5.45 5.49 5.69 x, final value 0.21 0.22 0.26 0.30 0.25 0.18 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.5 3.4 3.4 3.1 3.5 3.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)378 388 413 446 412 363 Delay (s/veh)9.99 9.97 10.45 10.43 10.28 9.93 LOS A A B B B A Approach: Delay (s/veh) 9.98 10.44 10.28 9.93 LOS A B B A Intersection Delay (s/veh)10.21 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 8:49 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C3-INT1AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project ID Hermosa Boutique Hotel Project \ 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 300 117 5 40 88 52 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 1 207 75 51 56 98 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)422 180 283 51 154 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.3 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.38 0.16 0.25 0.05 0.14 hd, final value (s)5.95 6.21 6.19 7.48 6.51 x, final value 0.70 0.31 0.49 0.11 0.28 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)3.9 4.2 4.2 5.2 4.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)583 430 533 301 404 Delay (s/veh)21.47 11.99 14.91 11.06 11.70 LOS C B B B B Approach: Delay (s/veh) 21.47 11.99 14.91 11.54 LOS C B B B Intersection Delay (s/veh)16.33 Intersection LOS C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 10:34 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C3-INT1PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 111 93 7 57 149 59 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 5 87 55 61 196 268 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)211 265 147 61 464 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.2 0.4 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.19 0.24 0.13 0.05 0.41 hd, final value (s)6.54 6.24 6.38 6.84 5.92 x, final value 0.38 0.46 0.26 0.12 0.76 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)4.5 4.2 4.4 4.5 3.6 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)461 515 397 311 593 Delay (s/veh)13.54 14.44 11.62 10.44 25.17 LOS B B B B D Approach: Delay (s/veh) 13.54 14.44 11.62 23.46 LOS B B B C Intersection Delay (s/veh)18.04 Intersection LOS C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:31 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C3-INT2AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)5 450 0 237 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 450 0 0 237 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 13 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 0 13 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)5 0 21 C (m) (veh/h)1337 1121 719 v/c 0.00 0.00 0.03 95% queue length 0.01 0.00 0.09 Control Delay (s/veh)7.7 8.2 10.2 LOS A A B Approach Delay (s/veh)---- 10.2 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:32 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C3-INT2PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 293 0 488 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 293 0 0 488 11 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)3 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)3 0 11 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)12 0 14 C (m) (veh/h)1075 1280 652 v/c 0.01 0.00 0.02 95% queue length 0.03 0.00 0.07 Control Delay (s/veh)8.4 7.8 10.6 LOS A A B Approach Delay (s/veh)---- 10.6 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:32 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C3-INT6AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 223 9 30 208 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 223 9 30 208 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 74 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 0 74 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 30 79 C (m) (veh/h) 1348 795 v/c 0.02 0.10 95% queue length 0.07 0.33 Control Delay (s/veh) 7.7 10.0 LOS A B Approach Delay (s/veh)----10.0 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:33 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C3-INT6PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 268 10 90 306 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 268 10 90 306 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 41 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 0 41 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 90 42 C (m) (veh/h) 1296 755 v/c 0.07 0.06 95% queue length 0.22 0.18 Control Delay (s/veh) 8.0 10.0 LOS A B Approach Delay (s/veh)----10.0 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:33 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C3-INT7AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)53 248 216 57 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)53 248 0 0 216 57 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 45 23 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 45 0 23 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)53 68 C (m) (veh/h)1302 594 v/c 0.04 0.11 95% queue length 0.13 0.39 Control Delay (s/veh)7.9 11.8 LOS A B Approach Delay (s/veh)---- 11.8 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:52 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C3-INT7PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)27 276 316 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)27 276 0 0 316 72 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 64 69 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 64 0 69 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)27 133 C (m) (veh/h)1182 607 v/c 0.02 0.22 95% queue length 0.07 0.83 Control Delay (s/veh)8.1 12.6 LOS A B Approach Delay (s/veh)---- 12.6 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:35 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C3-INT8AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 14 256 13 14 233 51 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 9 97 47 33 41 2 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)142 141 130 168 153 76 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.1 0.0 0.1 0.4 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.3 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.2 0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.13 0.13 0.12 0.15 0.14 0.07 hd, final value (s)5.55 5.43 5.54 5.27 5.22 5.60 x, final value 0.22 0.21 0.20 0.25 0.22 0.12 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.2 3.1 3.2 3.0 3.2 3.6 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)392 391 380 418 403 326 Delay (s/veh)9.80 9.60 9.62 9.68 9.70 9.35 LOS A A A A A A Approach: Delay (s/veh) 9.70 9.66 9.70 9.35 LOS A A A A Intersection Delay (s/veh)9.65 Intersection LOS A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:36 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C3-INT8PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) W/O Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 6 324 16 28 350 60 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 28 98 40 38 64 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)168 178 203 235 166 115 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.0 0.1 0.0 0.2 0.3 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.2 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.15 0.16 0.18 0.21 0.15 0.10 hd, final value (s)6.00 5.92 5.94 5.69 5.88 6.11 x, final value 0.28 0.29 0.34 0.37 0.27 0.20 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.7 3.6 3.6 3.4 3.9 4.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)418 428 453 485 416 365 Delay (s/veh)11.02 11.05 11.61 11.72 11.06 10.59 LOS B B B B B B Approach: Delay (s/veh) 11.04 11.67 11.06 10.59 LOS B B B B Intersection Delay (s/veh)11.25 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:36 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C4-INT1AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 301 119 5 40 90 52 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 1 207 75 51 56 100 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)425 182 283 51 156 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.7 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.3 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.38 0.16 0.25 0.05 0.14 hd, final value (s)5.96 6.24 6.22 7.50 6.53 x, final value 0.70 0.32 0.49 0.11 0.28 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)4.0 4.2 4.2 5.2 4.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)582 432 533 301 406 Delay (s/veh)21.90 12.09 15.02 11.09 11.79 LOS C B C B B Approach: Delay (s/veh) 21.90 12.09 15.02 11.62 LOS C B C B Intersection Delay (s/veh)16.56 Intersection LOS C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:37 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C4-INT1PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 27th Street-Greenwich Village North/South Street: Manhattan Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 113 95 7 57 151 59 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 5 87 55 61 196 270 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)215 267 147 61 466 % Heavy Vehicles 0 0 0 0 0 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.5 0.2 0.0 1.0 0.0 Prop. Right-Turns 0.0 0.2 0.4 0.0 0.6 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.1 -0.2 0.5 -0.4 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 x, initial 0.19 0.24 0.13 0.05 0.41 hd, final value (s)6.56 6.27 6.43 6.87 5.95 x, final value 0.39 0.47 0.26 0.12 0.77 Move-up time, m (s)2.0 2.0 2.0 2.3 Service Time, ts (s)4.6 4.3 4.4 4.6 3.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)465 517 397 311 591 Delay (s/veh)13.73 14.61 11.70 10.48 25.78 LOS B B B B D Approach: Delay (s/veh) 13.73 14.61 11.70 24.00 LOS B B B C Intersection Delay (s/veh)18.36 Intersection LOS C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:39 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C4-INT2AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)13 450 0 237 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)13 450 0 0 237 8 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)11 16 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)11 0 16 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)13 0 27 C (m) (veh/h)1333 1121 695 v/c 0.01 0.00 0.04 95% queue length 0.03 0.00 0.12 Control Delay (s/veh)7.7 8.2 10.4 LOS A A B Approach Delay (s/veh)---- 10.4 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:40 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C4-INT2PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: 15th Street North/South Street: Hermosa Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)19 293 0 488 15 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)19 293 0 0 488 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)7 15 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)7 0 15 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LR v (veh/h)19 0 22 C (m) (veh/h)1072 1280 590 v/c 0.02 0.00 0.04 95% queue length 0.05 0.00 0.12 Control Delay (s/veh)8.4 7.8 11.3 LOS A A B Approach Delay (s/veh)---- 11.3 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:40 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C4-INT6AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 227 9 30 213 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 227 9 30 213 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 74 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)5 0 74 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 30 79 C (m) (veh/h) 1343 791 v/c 0.02 0.10 95% queue length 0.07 0.33 Control Delay (s/veh) 7.7 10.1 LOS A B Approach Delay (s/veh)----10.1 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:41 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C4-INT6PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (West) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 273 10 90 311 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 273 10 90 311 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration TR LT T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 41 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 0 41 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 90 42 C (m) (veh/h) 1291 750 v/c 0.07 0.06 95% queue length 0.22 0.18 Control Delay (s/veh) 8.0 10.1 LOS A B Approach Delay (s/veh)----10.1 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:41 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C4-INT7AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)53 252 221 57 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)53 252 0 0 221 57 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 45 23 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 45 0 23 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)53 68 C (m) (veh/h)1296 588 v/c 0.04 0.12 95% queue length 0.13 0.39 Control Delay (s/veh)7.9 11.9 LOS A B Approach Delay (s/veh)---- 11.9 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:42 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C4-INT7PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project Description Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Manhattan Avenue (East) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)27 281 321 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)27 281 0 0 321 72 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 64 69 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 64 0 69 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h)27 133 C (m) (veh/h)1177 602 v/c 0.02 0.22 95% queue length 0.07 0.84 Control Delay (s/veh)8.1 12.7 LOS A B Approach Delay (s/veh)---- 12.7 Approach LOS ---- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:42 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period AM Peak Hour Intersection C4-INT8AM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 14 260 13 14 238 51 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 9 97 47 33 41 2 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)144 143 133 170 153 76 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.1 0.0 0.1 0.4 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.3 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.2 0.1 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.13 0.13 0.12 0.15 0.14 0.07 hd, final value (s)5.56 5.44 5.55 5.28 5.24 5.62 x, final value 0.22 0.22 0.20 0.25 0.22 0.12 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.3 3.1 3.2 3.0 3.2 3.6 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)394 393 383 420 403 326 Delay (s/veh)9.84 9.64 9.67 9.73 9.73 9.37 LOS A A A A A A Approach: Delay (s/veh) 9.74 9.71 9.73 9.37 LOS A A A A Intersection Delay (s/veh)9.69 Intersection LOS A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:44 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst CT Agency/Co.LLG Engineers Date Performed 11/8/2012 Analysis Time Period PM Peak Hour Intersection C4-INT8PM Jurisdiction City of Hermosa Beach Analysis Year Future (2014) With Project Project ID Hermosa Boutique Hotel Project / 1-123996-1 East/West Street: Pier Avenue North/South Street: Monterey Boulevard Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 6 329 16 28 355 60 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 28 98 40 38 64 13 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate (veh/h)170 181 205 238 166 115 % Heavy Vehicles 0 0 0 0 0 0 No. Lanes 2 2 1 1 Geometry Group 5 5 2 2 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.0 0.1 0.0 0.2 0.3 Prop. Right-Turns 0.0 0.1 0.0 0.3 0.2 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 0.1 -0.2 -0.1 -0.0 Departure Headway and Service Time hd, initial value (s)3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.15 0.16 0.18 0.21 0.15 0.10 hd, final value (s)6.01 5.93 5.95 5.71 5.91 6.14 x, final value 0.28 0.30 0.34 0.38 0.27 0.20 Move-up time, m (s)2.3 2.3 2.0 2.0 Service Time, ts (s)3.7 3.6 3.7 3.4 3.9 4.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h)420 431 455 488 416 365 Delay (s/veh)11.08 11.14 11.68 11.82 11.10 10.63 LOS B B B B B B Approach: Delay (s/veh) 11.11 11.75 11.10 10.63 LOS B B B B Intersection Delay (s/veh)11.32 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 11/15/2012 9:44 AM LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project O:\JOB_FILE\3996\Report\Appendix Covers.doc APPENDIX C SHARED PARKING DEMAND DATA LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Month:Jul Land Use Leisure Hotel Size 30 Rooms 0.695 KSF Peak Pkg Rate[2]1.00 /Room 1.0 /50 SF Weekday Pkg Rate[3]0.97 /Room 1.0 /50 SF Gross Spaces 29 Spaces 14 Spaces Comparison w/ Adjusted Gross 1.00 29 Spaces 0.75 Parking Supply Spaces[4]23 Guest Spc.6 Emp. Spc.10 Spc.Shared 33 Spaces Time % Of # Of % Of # Of % Of # Of Parking Surplus of Day Peak Spaces Peak Spaces Peak Spaces Demand (Deficiency) 6:00 AM 95%22 5%0 0%0 22 11 7:00 AM 95%22 30%2 0%0 24 9 8:00 AM 90%21 90%5 30%3 29 4 9:00 AM 80%18 90%5 60%6 29 4 10:00 AM 70%16 100%6 60%6 28 5 11:00 AM 70%16 100%6 60%6 28 5 12:00 PM 65%15 100%6 65%7 28 5 1:00 PM 65%15 100%6 65%7 28 5 2:00 PM 70%16 100%6 65%7 29 4 3:00 PM 70%16 100%6 65%7 29 4 4:00 PM 75%17 90%5 65%7 29 4 5:00 PM 80%18 70%4 100%10 32 1 6:00 PM 85%20 40%2 100%10 32 1 7:00 PM 85%20 20%1 100%10 31 2 8:00 PM 90%21 20%1 100%10 32 1 9:00 PM 95%22 20%1 100%10 33 0 10:00 PM 95%22 20%1 50%5 28 5 11:00 PM 100%23 10%1 0%0 24 9 12:00 AM 100%23 5%0 0%0 23 10 Notes: [1] Source: ULI - Urban Land Institute "Shared Parking," Second Edition, 2005. [2] Peak parking rates based on City of Hermosa Beach Municipal Code parking requirements. [3] Weekday parking rates based on the weekday parking demand ratios, as summarized in Table 2-2 of the "Shared Parking" manual. [5] Parking supply includes marked spaces and estimated valet parked spaces in drive aisle. [4] Gross spaces adjusted (25%) to reflect parking demand reduction due to captive market, internal capture, and/or local business and residents walk-in reduction. Conference Center/Banquet Appendix Table C-1 LEISURE HOTEL WEEKDAY SHARED PARKING DEMAND ANALYSIS [1] LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-12-3996-1 Hermosa Boutique Hotel Project Month:Jul Land Use Leisure Hotel Size 30 Rooms 0.695 KSF Peak Pkg Rate[2]1.00 /Room 1.0 /50 SF Weekend Pkg Rate[3]1.00 /Room 1.0 /50 SF Gross Spaces 30 Spaces 14 Spaces Comparison w/ Adjusted Gross 1.00 30 Spaces 0.75 Parking Supply Spaces[4]25 Guest Spc.5 Emp. Spc.10 Spc.Shared 33 Spaces Time % Of # Of % Of # Of % Of # Of Parking Surplus of Day Peak Spaces Peak Spaces Peak Spaces Demand (Deficiency) 6:00 AM 95%24 5%0 0%0 24 9 7:00 AM 95%24 30%2 0%0 26 7 8:00 AM 90%23 90%5 30%3 31 2 9:00 AM 80%20 90%5 60%6 31 2 10:00 AM 70%18 100%5 60%6 29 4 11:00 AM 70%18 100%5 60%6 29 4 12:00 PM 65%16 100%5 65%7 28 5 1:00 PM 65%16 100%5 65%7 28 5 2:00 PM 70%18 100%5 65%7 30 3 3:00 PM 70%18 100%5 65%7 30 3 4:00 PM 75%19 90%5 65%7 31 2 5:00 PM 80%20 75%4 100%10 34 (1) 6:00 PM 85%21 60%3 100%10 34 (1) 7:00 PM 85%21 55%3 100%10 34 (1) 8:00 PM 90%23 55%3 100%10 36 (3) 9:00 PM 95%24 55%3 100%10 37 (4) 10:00 PM 95%24 45%2 50%5 31 2 11:00 PM 100%25 45%2 0%0 27 6 12:00 AM 100%25 30%2 0%0 27 6 Notes: [1] Source: ULI - Urban Land Institute "Shared Parking," Second Edition, 2005. [2] Peak parking rates based on City of Hermosa Beach Municipal Code parking requirements. [3] Weekday parking rates based on the weekday parking demand ratios, as summarized in Table 2-2 of the "Shared Parking" manual. [5] Parking supply includes marked spaces and estimated valet parked spaces in drive aisle. [4] Gross spaces adjusted (25%) to reflect parking demand reduction due to captive market, internal capture, and/or local business and residents walk-in reduction. Conference Center/Banquet Appendix Table C-2 LEISURE HOTEL WEEKEND SHARED PARKING DEMAND ANALYSIS [1] 9 Attachment 2 Zoning/Location Map Subject Site 10 Attachment 3 Legal Posting View of property from PCH & 3rd Street Back of business showing private parking spaces 9 Attachment 2 Zoning/Location Map Subject Site 10 Attachment 3 Legal Posting View of property from PCH & 3rd Street Back of business showing private parking spaces DATE SCALE PROJECT NUMBER SHEET NUMBER SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2013 REVISIONS 1500 HERMOSA 1501 PALM 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 5/30/13 PLANNING COMMISION SET 05/29/2013 2008 RESIDENTIAL COMPLIANCE MANUAL: IN ACCORDANCE WITH CHAPTER 4.6.1 TYPICAL SOLUTIONS FOR WHOLE BUILDING VENTILATION, BUILDING MUST UTILIZE COMBINATION OF SUPPLY AND EXHAUST VENTILATION. IF THE SUPPLY AND EXHAUST FLOWS ARE WITHIN 10 PERCENT OF EACH OTHER THIS IS CALLED A BALANCED VENTILATION SYSTEM. TO ACCOMPLISH THIS BOTH UNITS MUST BE EQUIPPED WITH A HONEYWELL Y8150 THAT ATTACHES DIRECTLY TO THE HVAC AND FAU SYSTEM THAT IS ALREADY CALL OUT FOR BOTH UNITS. PLEASE SEE ATTACHED SPECIFICATIONS TO DIAL THE CORRECT AMOUNT OF VENTILATION AND AIR EXCHANGE. PROJECT SUMMARYPROJECT CONTACTS SHEET INDEXCITY NOTES & REQ'MENTS LEGEND CONCRETE MASONRY WALL NEW WALL REVISION DOOR WINDOW CEILING HEIGHT FINISH MATERIAL DIMENSION TO FACE OF FRAMING /MASONRY UNLESS NOTED OTHERWISE SLOPE CITY OF MANHATTAN BEACH APPROVED SMOKE DETECTOR XX AX.X # # X'-X" XX X'-X" T. O. SLAB X AX.X X AX.X 1/2" 1/2" S # DESIGNER Starr Design Group, Inc. 2629 Manhattan Ave PMB 256 Hermosa Beach, CA 90254 (310) 376-6997 tele Contact: Jonathan Starr SURVEYOR DRIVEWAY SLOPE PROFILES Denn Engineers 3914 Del Amo Blvd., Ste. 921 Torrance, CA 90503 (310) 542-9433 (310) 542-9491 fax ALIGN ELEVATION DETAIL NUMBER SHEET NUMBER ROOM NUMBER SHEET NUMBER SECTION DIMENSION TO CENTER LINE GREEN BUILDING PROGRAM: ENERGY PERFORMANCE A4.201.1 For the purposes of energy e ciency a green building should achieve at least a 15 percent reduction in energy usage when compared to the State’s mandatory energy e ciency standards. A4.203.1 Energy performance. Using an Alternative Calculation Method (ACM) approved by the California Energy Commission, calculate each building’s energy and CO2 emissions, and compare it to the standard or “budget” building to achieve the following: Exceed the California Energy Code based on the 2008 energy standards requirements by 15 percent. All projects must demonstrate compliance with 2008 California Energy E ciency Standards (Title 24, Part 6) by submitting all required forms and calculations for review and approval by the Building O cial to demonstrate the base and 15% compliance requirements. A4.208 Water Heating Design, Equipment and Installation. The following sections are mandatory as per: A4.208.1 Tank type water heater e ciency. The Energy Factor (EF) for a gas-fired storage water heater less than or equal to 75,000 BTU/h shall be higher than .60 and for those exceeding 75,000 BTU/h shall be .84 or higher. A4.208.2 Tankless water heater e ciency. 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-circulation system piping. Heat traps shall be installed at all non-circulating 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 but not limited to: exhaust fans, ceiling fans, clothes washers, refrigerators, freezers, wine coolers, primary space heating-ventilating- and air conditioning equipment, and dishwashers. Water E ciency Indoor Water Use 4.301.1 The provisions shall establish the means of conserving water used indoors, outdoors, and in wastewater conveyance. Indoor Water Use Section 4.303 requirements shall apply to any new indoor water fixtures to obtain 20% savings compared to the baseline provided in Table 4.303.1 Indoor water fixtures must incorporate the fixture flow rates of Table 4.303.2 Fixture Type Flow Rate Lavatory faucets 1.5 gpm Kitchen faucets 1.8 gpm Water Closets (toilets) 1.28 gpm Showerheads 2.0 gpm Urinals 0.5 gpm Alternatively, the applicant can provide a water budget calculation that can demonstrate the 20% savings as per California Energy Code Section 4.30.1. 4.503.2 Fireplaces - General. Any installed gas fireplace shall be a direct-vent sealed-combustion type with a 65% thermal e ciency. Any installed woodstove or pellet stove shall comply with the U.S. EPA Phase II emission limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. Pollution Control 4.504 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 prevent dust 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 other requirements, 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 installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label 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 the VOC emission limits defined in Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or certified under the Resilient Floor Covering Institute (RCFI) Floor Score program. 9. Hardwood plywood,particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in ARB’s Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5 FORMALDEHYDE LIMITS IN PARTS PER MILLION Product Current Limit January 1, 2012 July 1, 2012 Hardwood ply veneer core .05 Hardwood ply composite core .08 .05 Particleboard .09 Medium Density Fiberboard .11 Thin med. density fiberboard .21 .13 Documentation for the items listed above must be made available to your inspector upon request. Interior Moisture Control —CGBSC 4.505 A capillary break shall be installed and shall consist of the following: a 4-inch thick base of 1/2 inch or larger clean aggregate shall be 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 AC! 302.2R-06. An equivalent slab design by a design professional is acceptable. Moisture Content of Building Materials —CGBSC 4.505.3 Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed 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. 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 with documentation provided immediately prior to enclosure of the wall and floor framing, documentation to be submitted to the 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 to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers’ drying recommendations prior to enclosure. Indoor Air Quality and Exhaust —CGBSC 4.506 For bathrooms containing a bathtub, shower, or tub/shower combination, a mechanical exhaust fan which exhausts directly from the 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 be readily accessible. Humidistat controls shall be capable of adjustment between a relative humidity range of 50 to 80 percent. Outdoor Water Use 4.304.1 Irrigation controllers. Automatic irrigation system controllers for landscaping provided and installed 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 rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. Material Conservation and Resource E ciency A4.303.2 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, Silica fume, and Rice hull ash. 4.408.1 The Construction waste reduction requirements shall be required for the following projects: •All demo permits • All re-roofing projects. • All 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 nonhazardous construction and demolition debris. See Municipal Code sections: 5.26.010. A construction waste management plan shall be submitted to the Waste Management Plan compliance O cial. Environmental Quality 4.501.1 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. Requirements for adhesives, sealants, caulks, and finishes shall apply to any construction. Fireplace Section 4.503 shall apply to any new gas fireplaces. Environmental Comfort -CGBSC 4.507 Whole house exhaust fans shall have insulated louvers or covers which close when the fan is o . Covers or louvers shall have a minimum insulation value of R-4.2. 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 equivalent design software methods. 2. Duct systems are sized according to ACCA 29-D Manual D, ASHRAE handbooks or other equivalent design software or methods. 3.Select heating and cooling equipment according to ACCA 36-S Manual S or other equivalent design software or methods. Use of alternate design temperatures necessary to ensure the systems function are acceptable. POOLS AND SPAS 114 (a) 4. Electric resistance heating.No electric resistance heating; solar collectors shall provide not less than 60% of the energy for heating swimming pools and spas. • Exception 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. • Exception 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. Building Maintenance and Operation At final inspection Complete and submit the form: “BUILDING MAINTENANCE AND OPERATION MANUAL CHECK LIST”, and submit to the Building Inspector. The Builder shall prepare a property Manual for the building owner or tenant, that includes the following information: 1. Operation and maintenance instructions for all equipment and appliances. 2. Roof and yard drainage including gutters and downspouts. 3. Space conditioning systems including condensers and air filters. 4. Landscape and irrigation systems. 5. Water reuse systems. 6. Recycle programs and locations. 7. Public transportation and carpool options. 8. Educational material on the positive impacts of maintaining indoor relative humidity between 30 and 60 percent. 9. Information about water conserving landscape and irrigation design. 10. Importance of gutters and downspouts and diverting water at least 5 ft. from buildings. 11. Information on routine maintenance such as caulking, painting, grading, etc. 12. Information about state solar energy and incentive programs. 13. A copy of all special inspection verifications required by the enforcing agency. Envision Engineering, Inc. 1125 West Morena Blvd. Ste. B San Diego, CA 92110 (619) 275-6726 tele Contact: Alex Barajas STRUCTURAL ENGINEER ENERGY Alternative Energy Systems 229 North Central Avenue, ste. 406 Glendale, CA 91203 (818) 246-2844 tele Contact: Troy Lindquist SITE PLAN: FLOOR AREA CALCS: LOT COVERAGE:SEE DIAGRAM AND TABLE ON A0.5 PROJECT ADDRESS: PROJECT DESCRIPTION: 1500 HERMOSA AVE & 1501 PALM DRIVE NEW 2 UNIT CONDOMINIUM 2 STORY OVER BASEMENT UNIT 1 ATTACHED (4) CAR GARAGE, UNIT 2 ATTACHED (2) CAR GARAGES COVER SHEET SURVEY GENERAL NOTES DOOR AND WINDOW SCHEDULES TITLE 24 REPORT SITE PLAN, LOT COVERAGE AND OPEN SPACE DIAGRAMS LANDSCAPE PLAN BASEMENT FLOOR PLAN UNIT 1 & UNIT 2 FIRST FLOOR PLAN UNIT 1 & UNIT 2 SECOND FLOOR PLAN UNIT 1 & UNIT 2 ROOF PLAN UNIT 1 & UNIT 2 ROOF DECK NORTH & WEST BUILDING ELEVATION SOUTH & EAST BUILDING ELEVATIONS BUILDING SECTIONS A-0.0 A-0.1 A-0.2 A-0.3 A-0.4a-b A-0.5 A-0.6 A-1.0 A-1.1 A-1.2 A-1.3 A-3.0 A-3.1 A-4.0 1. NO DISCHARGE OF CONSTRUCTION WASTEWATER, BUILDING MATERIALS, DEBRIS, OR SEDIMENT FROM THE SITE IS PERMITTED. 2. EROSION AND SEDIMENT CONTROL DEVICES MUST BE PLACED AROUND THE CONSTRUCTION SITE TO PREVENT DISCHARGES TO THE STREET. CONTROL MEASURES MUST ALSO BE TAKEN TO PREVENT STREET SURFACE WATER ENTERING THE SITE. 3. ALL SITE DRAINAGE SHALL BE TERMINATED AT PUBLIC WAY VIA A NON-EROSIVE DEVICE PER HB4MC. 4. PROTECT THE PEDESTRIIAN WAY PER UBC SECT 3303 DURING CONSTRUCTION. 5. BUILDING ADDRESS SHALL BE PROVIDED ON THE BUILDING IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET PER SECTION 502. 6. THE STRUCTURE SHALL COMPLY WITH THE SECURITY REQUIREMENTS OF 'APPENDIX CHAPTER 10 SECURITY' OF HBMC. 7. BACKWATER VALVE REQUIRED IF DRAINAGE FIXTURE IS LOCATED BELOW THE NEXT UPSTREAM MANHOLE OR BLOW THE MAIN SEWER LEVEL PER CPC SECT 710.0 8. THE DEMOLITION AND SHORING PERMIT TO BE ISSUED UNDER SEPERATE PERMIT. 9. ROOF GUTTERS AND DOWNSPOUTS TO BE CONSTRUCTED PER HBMC. TITLE-24 NOTES TITLE-24 NOTE: CONTRACTOR SHALL POST INSULATION CERTIFICATE (CF-6R) FORM AND INSULATION CERTIFICATE (IC-1) FORM IN A CONSPICIOUS LOCATION OR KEPT WITH PLAN AND MADE AVAILABLE TO THE INSPECTOR CONTRACTOR SHALL PROVIDE COPIES OF THE CALIFORNIAGUIDE TO HOME COMFORT AND ENERGY SAVINGS, CF-1R, MF-IR,CF-6R AND IC-1 FORMS TO THE BUILDING OWNER. AN APPROVED HERS PROVIDER AND CERTIFIED RATER SHALL CONDUCT THE FIELD VERIFICATION AND DIAGNOSTIC TESTING. CONTRACTOR SHALL PROVIDE A COPY OF CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC/ TESTING (CF-4R), SIGNED AND DATED BY THE HERS RATER, TO THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION. Leah Rosett/ The Roth Group 329 Pacific Coast Highway Hermosa Beach, CA 90254 (310) 798-6561 EXT: 211 OWNER SEPARATE SUBMITTALS CRITICAL POINT HEIGHT CALCS SEE CALCS AND HEIGHTS SHEET A1.3 AND A1.6 CONTRACTOR STORMWATER INFILTRATION SYSTEM UNDER SEPARATE PERMIT/ SEE C- SHEET COVER SHEET A-0.0 POOL AND SPA UNDER SEPARATE PERMIT 298.95' F.L. OPEN SPACE DRIVEWAY OFF PALM DRIVE DRIVEWAY OFF HERMOSA AVE 1500 HERMOSA AVE BASEMENT: 532 SF 1500 HERMOSA AVE FIRST FLOOR: 1,215 SF 1500 HERMOSA AVE SECOND FLOOR: 1,134 SF 1500 HERMOSA AVE TOTAL LIVING: 2,881 SF 1500 HERMOSA AVE GARAGE: 662 SF 1500 HERMOSA AVE DECK: 303 SF 1501 PALM DRIVE BASEMENT: 1,230 SF 1501 PALM DRIVE FIRST FLOOR: 750 SF 1501 PALM DRIVE SECOND FLOOR: 967 SF 1501 PALM DRIVE TOTAL LIVING: 2,947 SF 1501 PALM DRIVE GARAGE: 392 SF 1501 PALM DRIVE DECK: 751 SF SEE A0.5 299.55' P.L.300.25.' GARAGE FACE 298.99' F.L. 299.52' P.L. 300.25.' GARAGE FACE 17'-0" 17'-0" 314.95' 315.25' GARAGE FACE 315.25' GARAGE FACE 315.05'3'-0"2 12"3'-0"3 12"7 12"7 12"5 12"6"2.8% SLOPE 2.5% SLOPE 10% SLOPE 315.00' 315.25' GARAGE FACE 3'-0"3"8.5% SLOPE 6.3% SLOPE PROJECT DESCRIBITION: 7 DEVELOPMENT PROGRAM ATTACHMENT 2 PROJECT LOCATION: OWNER’S  NAME: TEL: ADDRESS: LEGAL DESCRIPTION: ZONING: GENERAL BUILDING INFORMATION LOT AREA: TOTAL BUILDING AREA: UNIT 1 UNIT 2 UNIT 3 UNIT4 1ST LEVEL LIVING AREA GARAGE 2ND LEVEL LIVING AREA DECKS/BALCONIES 3RD LEVEL LIVING AREA DECKS/BALCONIES TOTAL LIVING AREA TOTAL DECKS/BALCONIES NO. OF BEDROOMS NO. OF BATHROOMS ZONING INFORMATION REQUIRED PROVIDED AREA: LOT AREA PER DWELLING UNIT LOT COVERAGE YARDS: FRONT SIDE REAR PARKING AND DRIVEWAYS: NUMBER OF SPACES GUEST SPACES PARKING SETBACK PARKING STALL DIMENSION TURNING AREA DRIVEWAY WIDTH DRIVEWAY MAXIMUM SLOPE FENCES/WALLS: HEIGHT FROM FINISHED SURFACE LINEAL FEET OPEN SPACE: TOTAL PRIVATE (PER UNIT) UNIT 1: UNIT 2: UNIT 3: UNIT 4: PRIVATE STORAGE SPACE: CUBIC FEET PER UNIT UNIT 1: UNIT 2: UNIT 3: UNIT 4: BASEMENT QUALIFICATION CALCULATION BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 1ST LEVEL F.F. ELEVATION LINEAL FEET(LF) OF PERIMETER LF  OF  PERIMETER  <6’  FROM  GRADE   TO F.F. ABOVE %  OF  PERIMETER  <  6’  to  FF  ABOVE f:b95\cd\applicat\devprog 7/30/98 Hermosa Beach CA 90254Hermosa Ave LLC Robb Strokye 1500 Hermosa AvenueLOT 7, BLOCK 33 FIRST ADDITION TO HERMOSA BEACH TRACT M.B. 1-59-60 APN: 4169-036-006 R-3 3,991 SQ FT 4 43.5 4.5 662 392 532 1,230 1,215 750 0 01,134 967 303 751 303 751 2,881 2,947 6,882 SQ FT 10'-0"10'-0"4'-0"4'-0" 3'-0"3'-0" 4 12.5%10.0% MAX 2 3 6 17'-0"17'-0"8'-8"x20'-0"8'-8x20'-0" 16'-0"16'-0" 6'-0"6'-0" 172'N/A 2,596.33 SF 2,594.15 SF1,298.165 SF 1,297.075 SF 600 SF 627 SF 300 SF327 SF 200 SF200 SF 300.25 2,364 1,035 1,32910.0% SLOPE 10.0% SLOPE SEE DIAGRAM AND TABLE ON A0.5 4183-013-054 DATE SCALE PROJECT NUMBER SHEET NUMBER SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2013 REVISIONS 1500 HERMOSA 1501 PALM 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 5/30/13 PLANNING COMMISION SET 05/29/2013 10'-6" R-1 RESIDENCE UNIT 2 (FULLY SPRINKLERED) 2-CAR GARAGE (ONE HOUR RATED) SLAB315.25' 10'-0"6" 14'-2"4'-0"PALM DRIVEHERMOSA AVENUER-1 RESIDENCE UNIT 1 (FULLY SPRINKLERED) 2-CAR GARAGE (ONE HOUR RATED) SLAB 300.25' SLOPE TO DRAIN MAX 10% SLOPE TO DRAIN MAX 10% PLANTER GRADE TO FOLLOW SLOPE OF DRIVEWAY PLANTER 303.00' PLANTER AT GRADE PLANTER 301.42' PLANTER AT GRADE 314.64' PC 315.06' PC299.59' PC 299.50 PC SITE PLAN & OPEN SPACE/LOT COVERAGE A-0.5 LINE OF BUILDING ABOVE LINE OF ROOF EAVE LINE OF ROOF EAVE LINE OF ROOF EAVE LINE OF ROOF EAVE LINE OF ROOF EAVE 6'-0" PROPERTY LINE FENCE6'-0" PROPERTY LINE FENCE 200 AMP ELECTRICAL METER FIRE SUPRESSION VALVE SITE DRAIN SLOPE 2% MIN., TYP. 6'-0" CONCRETE PROPERTY WALL GAS METER DOWNSPOUT DOWNSPOUT DOWNSPOUT GAS METER FIRE SUPRESSION VALVE 200 AMP ELECTRICAL METER GRADE 306.25' DOWNSPOUT SLOPE TO DRAIN 1-CAR GUEST PARKING8'-6"DOWNSPOUT DOWNSPOUT LINE OF BUILDING ABOVE DRAINS TO DAYLIGHT DOWNSPOUT 4'-0"DOWNSPOUT8'-11 12"WATER INFILTRATION SYSTEM BY ATLANTIS TO CONTAIN 50% OF SITE STORM WATER. SYSTEM TO MEET 5 YEAR STORM PER CIVIL ENGINEER'S CALCULATIONS (C-1). CIVIL ENGINEER TO APPROVE PRIOR TO START OF CONSTRUCTION. (UNDER SEPARATE PERMIT) DOWNSPOUT17'-6"4'-0"CONCRETE WITH REFLEF FINISH SITE DRAIN SLOPE 2% MIN., TYP.6 FOOT WOOD PROPERTY LINE FENCE 298.85' FL DRAINS TO DAYLIGHT CABLE TV (E) PARKING METER TO REMAIN DRAINS TO DAYLIGHT EXISTING STREET LIGHT TO REMAIN 20'-0" DOWNSPOUT TRASH TRASH 3'-0" GRADE 309.75' MANHOLE PEDESTRIAN PROTECTION SHALL BE PROVIDED PER CRC SECTION R318.3 DURING CONSTRUCTION. BUILDING ADDRESS SHALL BE PROVIDED IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET PER CRC SECTION 319.1 ALL SITE DRAINAGE SHALL TERMINATE AT PUBLIC RIGHT OF WAY VIA NON-CORROSIVE DEVICE PER HBMC PEDESTRIAN PROTECTION HOUSE ADDRESS STORM WATER NOTE: AT LEAST 50% OF THE SITE STORM WATER SHALL BE CAPTURED ON SITE VIA PERMEABLE SURFACES OR A WATER INFILTRATION SYSTEM PER CIVIL ENGINEER DRAWINGS (UNDER SEPARATE PERMIT). ALL LANDSCAPING AREAS ARE TO BE IRRIGATED WITH AN AUTOMATIC IRRIGATION SYSTEM. PLANS MUST BE CONSISTENT WITH MUNICIPAL CODE CHAPTERS 8.56 AND 8.60 SITE DRAINAGE SITE IRRIGATION SITE DRAINAGE PERMEABLE SURFACE AREA: 3506.34 SF PERMEABLE TOTAL AREA = 3991 SF 3506.34 SF/ 6128.41 SF = 57.21 PERM AREA SCALE 1/8"=1'-0" OPEN SPACE: UP DN UP 18 R DN 17 R SLAB 315.25' DW 48" RANGE 48" RANGE 48" REF DN DN PANTRY UP 48" REF DW PLYWD 327.50' PLYWD 319.25' BBQ 68 Sq ft 124 Sq ft 108 Sq ft 157 Sq ft 100 Sq ft OPEN SPACE UNIT 1 1500 HERMOSA AVE TOTAL 300 OPEN SPACE UNIT 2 1501 PALM DRIVE TOTAL 327 70 Sq ft7'-9"14'-0"9'-0"11'-10"5'-8"9'-6"13'-0"8'-2"19'-3"10'-0"10'-0"FIRST FLOOR SECOND FLOOR ROOF PLAN SEE DIAGRAMS BELOW 5'-0"EXISTING NEIGHBORS CURB CUT 4'-0" MINRED CURB 4'-0" MINRED CURBEXISTING ON STREET PARKING TO REMAIN, APPROVED BY HB PUBLIC WORKS(E) CURB CUT NEW CURB , GUTTER AND DRIVEWAY APPROACH PER C-1 SHEET PUBLIC WORKS DEPT. (1) GUEST PARKING RELOCATED ON-STREET PARKING SCALE 1/16"=1'-0" KEY FOR THE DIAGRAM LOT COVERAGE LOT COVERAGE LOT COVERAGE:2,596.33 SF < 2,594.15 SF = OK MAXIMUM LOT COVERAGE (.65 X 3,991 SQ. FT.) = 2,594.15 SQ. FT. 10'-0"SETBACK 3'-0"SETBACK 4'-0"SETBACK 4'-0"SETBACKEXISTING CITY ON STREET PARKING TO BE REMOVEDN 32'-0"38'-0"14'-0"8'-2" 86'-2 12"12'-9"1'-6"6"5'-10" DATE SCALE PROJECT NUMBER SHEET NUMBER SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2013 REVISIONS 1500 HERMOSA 1501 PALM 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 5/30/13 PLANNING COMMISION SET 05/29/2013 10'-6" R-1 RESIDENCE UNIT 2 (FULLY SPRINKLERED) 2-CAR GARAGE (ONE HOUR RATED) SLAB315.25' 10'-0"6" 14'-2"4'-0"PALM DRIVEHERMOSA AVENUER-1 RESIDENCE UNIT 1 (FULLY SPRINKLERED) 2-CAR GARAGE (ONE HOUR RATED) SLAB 300.25' SLOPE TO DRAIN MAX 10% SLOPE TO DRAIN MAX 10% PLANTER GRADE TO FOLLOW SLOPE OF DRIVEWAY PLANTER 303.00' PLANTER AT GRADE PLANTER 301.42' PLANTER AT GRADE 314.64' PC 315.06' PC299.59' PC 299.50 PC PLANTING LIST NOTES: • PLANTING HEIGHT NOT TO EXCEED 42" ABOVE ADJACENT SIDEWALK. ALL PLANTING TO BE IRRIGATED • SOIL TO BE SAMPLED AND SENT TO GRO-POWER 909.393.3744 • CONTRACTOR TO AMEND PER GRO-POWER RECOMMENDATION • 2" MIN CAL BLEND - LEAFPOST MULCH ON SURFACE OF ALL P.A. NON HIGH WATER USE PLANTS AGAPANTHUS AFRICANUS, LILY-OF-THE-NILE ......... M ANIGOZANTHOS VIRIDIS, GREEN KANGAROO PAW..L ARUM ITALICUM, ITALIAN ARUM.........................................VL BACCHARIS SAROTHROIDES, DESER BLOOM...............VL CLIVIA MINIATA, KAFFIER LILY............................................L DRYOPTERIS ERYTHROSORA, WOFF FERN...................M HIGH WATER USE PLANTS ADIANTUM SPP, MAIDENHAIR FERN.................H ATHYRIUM FILIX-FEMINA, LADY FERN ............H CRYTOMIUM FALCATUM, HOLLY FERN............H KENTUCKY BLUEGRASS..........................................H A B C D E F G H I J 5 6 4 2 5 2 0 0 0 0 GRAVEL OR PERMIABLE SURFACE LEGEND SOIL FOR PLANTER 8.60. 060 Standards for New Landscape. “New landscape" as defined in Section 8.60.040 shall be designed and managed to use the minimum amount of water required to maintain plant health. New landscape shall comply with all of the requirements in Sections 492.6 through 492.15 of the Model E cient 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, topographical conditions, and shall be able to withstand exposure to localized urban conditions such as pavement heat radiation, vehicle emissions and dust, and urban runo . Water conserving plant and turf species shall be used. 2. Plant species or specifications shall comply with any o cial list of species, guidelines or regulations adopted by the City to the extent that such lists, guidelines or regulations do not conflict with this Chapter 3. Plants listed in the current Invasive Plant Inventory for the southwest region by the California Invasive Plant Council or similar source acceptable the Community Development Director are prohibited, except for known non-fruiting, non-invasive, sterile varieties or cultivars. Plants known to be susceptible 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 be designed 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 of the total landscaped area in turf or high water use plants in the Water Use Classification for Landscape Species (WUCOLS). Turf may be used as a bio-swale or bio-filter or for functional purposes such as active recreational areas as determined by the Community Development Director. Public agencies shall be exempt from this requirement. 5. Turf shall not be allowed on slopes greater than twenty (20) percent. Where the toe of the slope is adjacent to an impermeable surface, alternatives to turf should be considered on slopes exceeding twenty (20) percent, meaning one (1) foot of vertical elevation change for every five (5) feet of horizontal 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 in areas covered by groundcovers or within twenty-four (24) inches of the base of a tree, or where a reduced application is indicated. Additional mulch material shall be added from time to time as necessary to maintain the required depth of mulch. 7. Species and landscape design shall complement and to the extent feasible in compliance with this Chapter be proportional to the surroundings and streetscape and incorporate deciduous trees to shade west and south exposures. Landscaping shall not interfere with safe sight distances for vehicular tra c, the vision clearance in Section 17.46.060, height restrictions for hedges in 17.46.130, pedestrian or 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 water shall 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 is concluded. C. Grading and runo . Landscape design shall minimize soil erosion and runo . 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 the property lines and not drain onto impermeable surfaces, walkways, sidewalks, streets, alleys, gutters, or storm drains. 3. Plans and construction shall protect against soil compaction within landscape areas. 4. Stormwater best management practices to minimize runo , to increase on-site retention and infiltration, and control pollutants shall be incorporated into project plans. Rain gardens, cisterns, swales, structural soil, permeable pavement, connected landscape areas, and other landscape features and practices that increase onsite rainwater capture, storage and infiltration, emphasizing natural approaches over technology-based approaches that require ongoing maintenance, shall be considered during project design. Plans and practices shall comply with Chapter 8.44. LANDSCAPE NOTES: D. Irrigation systems. 1. An automatic irrigation system using either evapotranspiration or soil moisture sensor data, with a rain shut-o sensor, shall be installed. Drip irrigation emitters shall emit no more than two (2) gallons per hour. 2. An average landscape irrigation e ciency of 0.71 shall be used for the purpose of determining Maximum Applied Water Allowance. Irrigation systems shall be designed, maintained, and managed to meet or exceed this e ciency. Landscapes using recycled water are considered Special Landscape Areas, where the ET Adjustment Factor shall not exceed 1.0. 3. The irrigation system shall be designed to prevent water waste resulting in runo , overspray, or similar conditions where irrigation water ponds or flows onto non-irrigated areas, walkways, sidewalks, streets, alleys, gutters, storm drains, adjacent property, or similar untargeted areas. Runo to other permeable 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 irrigation systems shall be designed to include optimum distribution uniformity, head to head spacing, and setbacks from sidewalks, pavement and impermeable surfaces. 7. All irrigation systems shall provide backflow prevention devices in accordance with the current edition of the California Building/Plumbing Code and check valves at the low end of irrigation lines to prevent unwanted draining of irrigation lines. Pressure regulators may be required if the pressure at the sprinkler head exceeds the manufacturer’s recommended optimal operating pressure. 8. Reclaimed water and graywater irrigation systems shall be used when reasonably feasible and shall conform to the current edition of the California Building/Plumbing Code, and all other applicable local, 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 of hydrozones with plants of mixed water use where the plant factor of the higher water using plant is used 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 that hydrozone. Where feasible, trees shall be placed on separate valves from turf, shrubs and groundcovers. 4. No landscape plan or restriction of any type, including those applicable to common interest developments such as condominiums, shall prohibit or include conditions that have the e ect of prohibiting native or water conserving plants. F. Landscape and irrigation maintenance. 1. All landscape and related elements shall be designed and properly maintained to insure long-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 Chapter 8.56. 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 installed components, 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 plant materials 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, as rated 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 all manufacturer’s specifications and applicable laws, and minimize the discharge of pollutants to the environment. G. Notwithstanding the requirements of this Section, landscape design and maintenance shall additionally comply with the requirements of Chapters 8.44 and 8.56, Title 17 (Zoning), any other applicable provisions of this code, and the requirements of a development permit, whichever is more restrictive. WATER CONSERVATION AND DROUGHT MANAGEMENT PLAN TO COMPLY WITH SECTION 8.56 8.56. 050 Applicability. This Chapter is applicable to every person, commercial business, or other water user in the use of any water within the City. The City Council may by Resolution exempt pilot programs or special programs of limited scope undertaken by the City or undertaken in conjunction with the City's water providers. 8.56. 060 Water Conservation and Drought Management Plan. This Chapter establishes a water conservation and drought management plan consisting of both permanent regulations designed to reduce water usage and increase the e ciency of water use on an ongoing basis, and three increasingly restrictive levels of drought response actions to be implemented in times of drought conditions. 8.56. 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 any means between the hours of 9:00 a.m. and 6:00 p.m. on any day. Above-ground spray irrigation or watering shall not exceed fifteen (15) minutes per irrigation station or area. This provision shall not apply to drip irrigation systems, use of a hand-held bucket or similar container, use of a hand-held hose equipped with a positive action quick-release shuto valve or nozzle, irrigation necessary to establish newly planted low water usage plants, or water expended for limited periods of time necessary for irrigation system maintenance or leak repair. 2. Over-watering: No lawn or landscaped area shall be irrigated or watered to the point where excess water ponds, sprays or runs o 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 rainfall or within 24 hours after measurable rainfall. 4. Landscape maintenance: All lawns and landscaping shall be regularly maintained to reduce water use by such methods as aerating, thatching and mulching. 5. Landscape irrigation system maintenance: Landscape irrigation systems shall be regularly inspected, maintained and repaired to eliminate leaks, remove obstructions to water emission devices and eliminate over spraying. B. Pools and spas. New pools and spas shall be equipped with a cover. Not later than July 1, 2012, all existing pools and spas shall be constructed, installed or equipped with a cover. Pools and spas shall be covered overnight and daily when use is concluded. C. Water fountains and decorative water features. No person shall operate a fountain or other decorative 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 pressure washers or similar low flow technology, or water recycling systems to clean these surfaces, is permitted. In no case shall such water run o the property or drain onto any walkways, sidewalks, streets, alleys or storm 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 action quick-release shuto valve or nozzle. This subsection shall not apply to any commercial car washing facility 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 onto walkways, sidewalks, streets, alleys or storm drains, except as a result of rainfall or pumping excessive groundwater 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 e cient manner to reduce waste and total water use. G. All commercial establishments 1. Single pass cooling systems. Single-pass cooling systems shall not be installed in new commercial buildings. When single pass cooling systems in existing businesses are replaced, single pass cooling system shall not be installed as a replacement. 2. Toilets. New commercial establishments shall install and use only water-e cient toilets. All existing commercial establishments shall install and use only water-e cient toilets by January 1, 2014. H. Eating and drinking establishments. The following provisions shall also apply to all restaurants, cafes, snack shops, bars, other eating and drinking establishments, and food catering businesses: 1. All establishments shall only provide drinking water to customers upon request. 2. All establishments shall install and use low-flow pre-rinse dishwashing spray nozzles by July 1, 2011. 3. All establishments shall use low-flow technologies for washing and cleaning floors and surfaces, such as using a hand-held bucket or similar container and mop, water brooms or pressure washers. 4. New establishments shall install and use water-e cient dishwashing machines or systems. When dishwashing machines in existing businesses are replaced, water-e cient dishwashing machines or systems shall be installed. All existing establishments shall install and use only water-e cient dishwashing machines or systems by January 1, 2014. I. Hotels and motels. The following provisions shall apply to all hotels, motels, hostels, bed and breakfast and similar temporary accommodation establishments: 1. All establishments shall provide customers the option of choosing not to have towels and linens laundered daily and shall prominently display notice of this option in each bathroom and sleeping room using clear and easily understood language. 2. All establishments that provide on-premises facilities for laundering towels or linens shall comply with Subsection J of this Section. 3. All establishments that provide food services shall comply with Subsection H of this Section. J. Laundry businesses. New commercial laundry businesses shall install and use water recycling systems. When washing machines in existing businesses are replaced, water-e cient laundry washing or water recycling systems shall be installed. All existing laundry businesses shall install and use only water-e cient laundry washing machines or water recycling systems by January 1, 2014. K. Commercial car wash facilities. New commercial conveyor-type car wash facilities shall install water recycling systems. All existing conveyor car wash systems shall install and operate only water recycling systems by January 1, 2012. All existing commercial car wash operations, including those accessory to another use, shall use high pressure, low volume wash systems, bucket or similar container, and/or a hand-held hose equipped with a positive action quick-release shuto valve or nozzle, or similar low-flow device by January 1, 2012. L. Exceptions. The provisions of this Section are not applicable to uses of water that are necessary to protect public health and safety or for essential governmental services when such uses of water cannot be reduced, such as for fire-fighting and other similar emergency services. LANDSCAPE PLAN A-0.6 A A B B A A A B B E DD C C E E C E C E B F B FOR DRAINAGE PLAN SEE C-1 F 314.22'310.44' 6'-6" BEDROOM 4 UP 17 R UP 17 R 38'-0" 7'-8"7'-4"10'-0"12'-0"1'-0" 14'-0"34'-8" 11'-8"14'-8"8'-4"8'-2" 3'-0" 4'-0"SETBACK32'-0" 4'-0"SETBACK86'-2"6" 10'-0"SETBACK 3'-0"SETBACK 4'-0"SETBACK32'-0" 4'-0"SETBACK14'-2"17'-10"5'-10"36'-8"10"42'-10" 12'-8"16'-2"8'-8"5'-4"12'-4"2'-3"7'-0"5'-9"4'-8"6'-0"4'-7"3'-7"5'-8"12'-2"5'-0"10" 10'-0" 17'-2"(17'-0" CLR)36'-0"16'-0"3'-0"13'-2"3'-1" BEDROOM 2 ELEV LAUNDRY 2-CAR GARAGE BEDROOM 2 BATH 2 BEDROOM 3 BEDROOM 4 BATH 4 LAUNDRY ELEV BATH 3 300.37'304.87'306.04'307.30'308.69'311.81'312.68'312.73'314.62' 314.78' 316.00'298.85' FL 298.94' FL GRADE 306.25'GRADE 309.75' SLAB 300.25' DRESSER DRYER WASHERLINEN CABINETCLOSET SLAB 306.25' 150 CUBIC FEET STORAGE 200 CUBIC FEET LIGHT WELL SLAB 306.00' SLAB 300.25' A-1.0 BASEMENT PLAN UNIT 1 & UNIT 2 DRYWASH 299.45' TC 299.38' TC SLOPE TO DRAIN 10% MAX DOWNSPOUT DOWNSPOUT 303.25' T.O.W. 42" MAX IN FRONT YARD SETBACK 301.66' T.O.W. 42" MAX IN FRONT YARD SETBACK DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT 6'-6" LINE OF ROOF EAVE 20'-0"16'-8"TANKLESS WATER HEATERS AT CEILING 307.70' 300.01' 300.72' 301.32' 302.52'303.22' 303.94'305.67'307.62' FIRE SUPRESSION VALVEGAS METER 200 AMP ELECTRICAL METER TRASH CABLE TV EXISTING STREET LIGHT TO REMAIN CENTERLINE OF HERMOSA AVE 305.66'306.41'PALM DRIVEHERMOSA AVENUEMINIMUM 52 STC RATING IN BETWEEN UNITS, NO PLUMBING/ PLUMBING FIXTURES RUNNING THROUGH COMMON WALL 3'-3"3'-3"5'-6"STORAGE 299.50 PC A 299.59' PC C 315.06' PC D 314.64' PC B DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS N 5/30/13 PLANNING COMMISION SET 05/29/2013 A A4.0 A A4.0 B A4.0 B A4.0 1 2 3 4 5 6 7 ALL MECHANICAL DUCTS WILL BE FIELD SIZED TO COMPLY WITH MECHANICAL CODE. PROVIDE DUCTS TO OUTSIDE AIR FOR COMBUSTION AIR MECHANICAL DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MINIMUM 26 GAUGE GALVANIZED STEEL (308 UMC, 510 UPC, 302.4) ALL EXTERIOR WOOD STUDS TO BE 2x6 @ 16" O.C., U.N.O. ALL INTERIOR WOOD STUD PLUMBING WALLS TO BE MINIMUM 2X6 @ 16" O.C.- CBC SECTION 2320.11.9,10 ALL OTHER INTERIOR STUD WALLS TO BE 2x4 @ 16" O.C., TYP., U.N.O. PROVIDE HARD-WIRED AND INTERCONNECTED SMOKE DETECTOR ON CEILING OR TOP OF WALL WITH BATTERY BACKUP ADJACENT TO AND INSIDE BEDROOMS. PROVIDE SEPARATE EARLY WARNING SMOKE DETECTION SYSTEM. WATER CLOSET TO BE 'HIGH EFFICIENCY' TYPE (1.28 GAL MAX./FLUSH) W/ MIN. 24" CLEAR IN FRONT AND 30" MIN. WIDTH SPACE. FAUCET TO BE HIGH EFFICIENCY TYPE (1.5 GPM AT BATHROOMS, 1.8 GPM AT KITCHEN). SHOWER TO BE 2.0 GPM. WALLS AND CEILING OF USABLE SPACE UNDER STAIRS SHALL HAVE 5/8" 'TYPE-X' FIRE-RESISTANT GYP. BD. FOR 1-HR. FIRE SEPARATION PROVIDE 5/8" 'GREENBOARD' ON ALL WALLS OVER TUBS, FAUCETS, AND WATER CLOSET COMPARTMENTS. ALL WALLS AND CEILING IN GARAGE, UTILITY, MECHANICALUNDER STAIR AND WATERHEATER CLOSETS SHALL HAVE 5/8" 'TYPE-X' FIRE RESISTANT GYPSUM BOARD INSTALL ON THE COLD WATER SUPPLY PIPE AT THE TOP OF THE WATER HEATER A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATING. THE PLUMBING SYSTEM WATER LINES SERVING ALL BASEMENT PLUMBING FIXTURES MUST BE CAPPED UNTIL IT IS VERIFIED WETHER THE FLOOD RIM OF THE LOWEST PLUMBING FIXTURE IN THE BASEMENT IS LOWER THAN THE NEXT UPSTREAM MANHOLE OF THE CITY'S MAIN. IF VERIFIED THE NECESSARY PREVENTIVE SYSTEMS MUST BE INSALLED BEFORE THE CAPS CAN BE REMOVED. ALL EXTERIOR WALLS LOCATED WITHIN 5' OF PROPERTY LINE SHALL BE ONE HOUR FIRE RATED PER CRC TABLE R302.1 (1) ROOF TO BE 20 GAUGE COPPER STANDING SEAM METAL. ASSEMBLY CLASS "A" METAL ROOF OR APPROVED EQUAL (U.L. 90) OVER WATERPROOF MODIFIED BITUMEN MEMBRANE OR APPROVED EQUAL. PROVIDE CRICKET AS INDICATED ON PLAN FOR PROPER DRAINAGE AROUND OBJECT. FUTURE SOLAR ASSISTED WATER HEATING PLUMBING TO BE STUBBED OUT FROM THE WATER HEATER TO AN AREA ADJACENT TO THE ROOF PER CITY OF HERMOSA BEACH CODE, INCLUDING PIPING AND SENSOR WIRING.. CONTRACTOR SHALL POST THE INSTALLATION CERTIFICATE (CF-6R) FORM AND THE INSULATION CERTIFICATE (IC-1) FORM IN A CONSPICUOUS LOCATION OR KEPT WITH PLANS AND MADE AVAILABLE TO THE INSPECTOR. CONTRACTOR SHALL PROVIDE COPIES OF THE CALIFORNIA GUIDE TO HOME COMFORT AND ENERGY SAVINGS, CF-1R, MF-1R, CF-6R AND IC-1 FORMS TO THE BUILDING OWNER. GARAGE DOOR SPRINGS SHALL COMPLY WITH REQUIREMENTS OF CBC SECTION 1211: HARD DRAWN SPRING WIRE SHALL CONFORM TO ASTM A227-71; OILTEMPERED WIRE SHALL TO ASTM A229-71; MINIMUM DESIGN STANDARD SHALL BE 9000 CYCLES; EACH EACH SPRING SHALL BE EQUIPPED WITH AN APPROVED DEVICE CAPABLE OF RESTRAINING THE SPRING WHEN IT BREAKS. CONSTRUCTION AND DEMOLITION DEBRIS RECYCLING SHALL BE 65% MAJOR APPLIANCES AND 90% OF LIGHT FIXTURES MUST BE ENERGY STAR, INCLUDING EXHAUST FANS, CEILING FANS, CLOTHES WASHERS, REFRIGERATORS, FREEZERS, WINE COOLERS, HEATING, VENTILATING AND AIR CONDITIONING EQUIPMENT AND DISHWASHERS. GAS FIREPLACES TO BE DIRECT-VENT SEALED-COMBUSTION 65% THERMAL EFFICIENCY. AUTOMATIC LAWN SPRINKLER CONTROLLERS MUST BE WEATHER-BASED. CONTRACTOR SHALL PROVIDE A BUILDING MAINTENANCE AND OPERATION MANUAL TO THE OWNER OR OCCUPANTS PRIOR TO FINAL INSPECTION. 2008 RESIDENTIAL COMPLIANCE MANUAL: IN ACCORDANCE WITH CHAPTER 4.6.1 TYPICAL SOLUTIONS FOR WHOLE BUILDING VENTILATION, BUILDING MUST UTILIZE COMBINATION OF SUPPLY AND EXHAUST VENTILATION. IF THE SUPPLY AND EXHAUST FLOWS ARE WITHIN 10 PERCENT OF EACH OTHER THIS IS CALLED A BALANCED VENTILATION SYSTEM. TO ACCOMPLISH THIS BOTH UNITS MUST BE EQUIPPED WITH A HONEYWELL Y8150 THAT ATTACHES DIRECTLY TO THE HVAC AND FAU SYSTEM THAT IS ALREADY CALL OUT FOR BOTH UNITS. PLEASE SEE ATTACHED SPECIFICATIONS TO DIAL THE CORRECT AMOUNT OF VENTILATION AND AIR EXCHANGE. SEE A- 0.4 TITLE 24/ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY F.A.U. SHALL PROVIDE MECHANICAL VENTILATION SYSTEM PER CEC SECTION 150 (o) AND ASHREAE 62.2 19 20 21 22 25 26 27 29 30 31 32 33 34 35 36 37 GENERAL NOTES 38 15 16 12 13 14 8 9 10 11 FOUR-WAY, HIGH EFFICIENCY MULTIPOISE GAS FURNACE BY CARRIER, MODEL 58MXA OR EQUAL. COMBUSTION AIR SUPPLIED BY VENT PIPES TO OUTSIDE. DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MIN. 26-GA GALVANIZED STEEL. CLOTHES DRYER SHALL BE VENTED TO OUTSIDE W/ MIN. 4" DIA. SMOOTH METAL EXHAUST DUCT. PROVIDE RECESSED NICHE IN WALL BEHIND DRYER UNIT TO ALLOW UNIT TO REST FLUSH WITH WALL PROVIDE MECH. VENTILATION FAN W/ MIN. 5 AIR CHANGES PER HOUR IN BATHROOMS AND LAUNDRY ROOM. REQUIRED PARKING AREA IS TO BE CLEAR OF ANY OBSTRUCTIONS NOT LESS THAN 7'-0" ABOVE THE FINISH FLOOR TO ANY CEILING, BEAM, PIPE, VENT, MECHANICAL EQUIPMENT OR SIMILAR CONSTRUCTION. VERIFY ALL EXTERIOR GRADE OR PAVING TO SLOPE MIN. 2% AWAY FROM BUILDING. DRIP PANS OR OTHER DEVICES FOR LAUNDRY ROOM, WATER HEATERS, AND DISHWASHERS MUST BE PROVIDED, ALL DRAINS MUST CONNECT TO SEWER SYSTEM AND CONTAIN A TRAP PRIMER ALL WATER PIPES TO SINKS AND LAUNDRY FACILITIES SHALL BE INSTALLED WITH SURGE PIPES, OR EQUIVALENT APPROVED SUCH DEVICES. ALL VOIDS AROUND PIPES SHALL BE PACKED WITH ROCK WOOL OR EQUIVALENT SOUND-DEADENING MATERIAL, AND ALL PIPES SHALL BE WRAPPED AT ALL POINTS OF CONTACT WITH ANY WOOD OR STEEL MEMBERS, AND STRAP HANGERS. ELECTRICAL SERVICE PANEL LOCATION TO INCLUDE A 1" DIAMETER STUB-OUT CONDUIT. ESTIMATED NET LOAD: 19,000 VA / 240 VOLTS = 80 AMPERS. 18 60 GALLON GAS-FIRED WATER HEATER BY RHEEM, MODEL RHG PRO65F WITH RECIRC PUMP AS PER ENERGY REQ. PROVIDE 18" HIGH PLATFORM FOR MECH. EQUIP. TWO STRAPS REQUIRED FOR LATERAL SUPPORT.AT POINTS WITHIN THE UPPER 1/3 AND LOWER 1/3 OF ITS VERTICAL DIMENSIONS WITH THE LOWER A MIN. 4" ABOVE THE CONTROLS. (CPC 508.2.1) INSTALL ON COLD WATER SUPPLY PIPE A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATER AND PRE-PLUMB PIPING AND SENSOR WIRING TO ATTIC. SEE TITLE-24 NOTES. VENT TO OUTSIDE. P & T RELIEF VALVE SHALL TERMINATE OUTSIDE. PROVIDE COMBUSTION AIR FROM OUTSIDE VIA SCREED VENT PER CMC AND CPC. CHIMNEY SPARK ARRESTOR TO BE CITY OF HERMOSA BEACH APPROVED (ERS-2599 AND CABO #NER404). CHIMNEY TO BE 24" ABOVE ANY PORTION OF BUILDING OR ROOF WITHIN 10'-0". CONTROL VALVE FOR SHOWER OR TUB-SHOWER SHALL BE OF THE PRESSURE BALANCE OR THRERMOSTATIC MIXING VALVE TYPE PER CPC 420.0 SKYLIGHTS BY ACRALIGHT INTERNATIONAL ESR-2415, OR APPROVED EQUAL. BUILT-UP ROOFING TO BE MODIFIED BITUMEN CAP SHEET BY 'CERTAINTEED, FLEXIGLAS 960' OR APPROVED EQUAL. SLOPE TO ROOF DRAINS AS INDICATED ON PLAN FIRE RATING SHALL BE U.L. CLASS 'A' MINIMUM. NAIL BASE SHEET PER TABLE 15-E OF THE C.B.C. PARAPET, SATELLITE ANTENNAE, RAILS, SKYLIGHTS, ROOF EQUIPMENT MUST BE WITHIN THE HEIGHT LIMIT. NO PLUMBING FIXTURES SHALL BE LOCATED IN A COMMON WALL BETWEEN TWO INDIVIDUAL UNITS. EACH CONDOMINIUM UNIT SHALL HAVE THE NECESSARY FACILITIES INSTALLED (E.G., PLUMBING ELECTRICAL, VENTING, ETC. NO COMMON VENTS OR DRAIN LINES SHALL BE PERMITTED FOR CONTIGUOUS UNITS UNLESS THERE IS AT LEAST TEN FEET OF PIPE BETWEEN THE CLOSEST PLUMBING FIXTURES WITHIN SEPERATE UNITS 23 24 17 39 40 28 UP DN UP 18 R DN 17 R SLAB 315.25' DN 5 R MASTER BEDROOM MASTER BATHROOM FOYER BEDROOM 3 BEDROOM 4 MASTER BEDROOM MASTER BATHROOM FOYER ELEV 2-CAR GARAGE J+J BATH HER CLOSET HIS CLOSET OPEN SPACE UNIT 1 ENTRY GUEST PARKING ELEV MECH. ROOM OPEN SPACE UNIT 2 10'-0"6"86'-2" 14'-2"15'-0"13'-8"10"9'-8"5'-10"9'-8"7'-2"10'-2" 3'-0"4'-0"32'-0"4'-0"4'-6"5'-11"3'-11"17'-8"4'-0"32'-0"4'-0"13'-2"3'-10"1'-0"13'-0"1'-0"10'-0"38'-0"14'-0"34'-8"3'-0" 18'-0"11'-10"8'-2"8'-2"5'-6"21'-0"5'-0"8'-2"10" CLOSET PLYWD 309.75'PLYWD 316.50' CLOSET CLOSET SHELVES SHELVES LINEN A-1.1 FIRST FLOOR PLAN UNIT 1 & UNIT 2 LIGHTWELL BELOW [HARDWOOD] [TILES] [CARPET] [CARPET][CARPET] 314.95' DNDNDN PLANTER AT GRADE SLAB 309.64'PLANTER AT GRADEF.A.U. LOCATED AT CEILING AT LEAST 7'-0" OFF GRADE TANKLESS WATER HEATER AT CEILING DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUTDOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT 315.95' T.O.W. 20'-0" CLR 16'-0"3'-0"12'-9"PALM DRIVEHERMOSA AVENUEGRADE 309.60' MINIMUM 52 STC RATING IN BETWEEN UNITS, NO PLUMBING/ PLUMBING FIXTURES RUNNING THROUGH COMMON WALL PLYWD 312.70' GRADE 309.60'5'-0"7'-9"WOOD FENCE 144 CUBIC STORAGE 7'-0" ABOVE F.F. 12'-0"A A4.0 A A4.0 B A4.0 B A4.0 DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS N 5/30/13 PLANNING COMMISION SET 05/29/2013 299.50 PC A 299.59' PC C 315.06' PC D 314.64' PC B 1 2 3 4 5 6 7 ALL MECHANICAL DUCTS WILL BE FIELD SIZED TO COMPLY WITH MECHANICAL CODE. PROVIDE DUCTS TO OUTSIDE AIR FOR COMBUSTION AIR MECHANICAL DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MINIMUM 26 GAUGE GALVANIZED STEEL (308 UMC, 510 UPC, 302.4) ALL EXTERIOR WOOD STUDS TO BE 2x6 @ 16" O.C., U.N.O. ALL INTERIOR WOOD STUD PLUMBING WALLS TO BE MINIMUM 2X6 @ 16" O.C.- CBC SECTION 2320.11.9,10 ALL OTHER INTERIOR STUD WALLS TO BE 2x4 @ 16" O.C., TYP., U.N.O. PROVIDE HARD-WIRED AND INTERCONNECTED SMOKE DETECTOR ON CEILING OR TOP OF WALL WITH BATTERY BACKUP ADJACENT TO AND INSIDE BEDROOMS. PROVIDE SEPARATE EARLY WARNING SMOKE DETECTION SYSTEM. WATER CLOSET TO BE 'HIGH EFFICIENCY' TYPE (1.28 GAL MAX./FLUSH) W/ MIN. 24" CLEAR IN FRONT AND 30" MIN. WIDTH SPACE. FAUCET TO BE HIGH EFFICIENCY TYPE (1.5 GPM AT BATHROOMS, 1.8 GPM AT KITCHEN). SHOWER TO BE 2.0 GPM. WALLS AND CEILING OF USABLE SPACE UNDER STAIRS SHALL HAVE 5/8" 'TYPE-X' FIRE-RESISTANT GYP. BD. FOR 1-HR. FIRE SEPARATION PROVIDE 5/8" 'GREENBOARD' ON ALL WALLS OVER TUBS, FAUCETS, AND WATER CLOSET COMPARTMENTS. ALL WALLS AND CEILING IN GARAGE, UTILITY, MECHANICALUNDER STAIR AND WATERHEATER CLOSETS SHALL HAVE 5/8" 'TYPE-X' FIRE RESISTANT GYPSUM BOARD INSTALL ON THE COLD WATER SUPPLY PIPE AT THE TOP OF THE WATER HEATER A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATING. THE PLUMBING SYSTEM WATER LINES SERVING ALL BASEMENT PLUMBING FIXTURES MUST BE CAPPED UNTIL IT IS VERIFIED WETHER THE FLOOD RIM OF THE LOWEST PLUMBING FIXTURE IN THE BASEMENT IS LOWER THAN THE NEXT UPSTREAM MANHOLE OF THE CITY'S MAIN. IF VERIFIED THE NECESSARY PREVENTIVE SYSTEMS MUST BE INSALLED BEFORE THE CAPS CAN BE REMOVED. ALL EXTERIOR WALLS LOCATED WITHIN 5' OF PROPERTY LINE SHALL BE ONE HOUR FIRE RATED PER CRC TABLE R302.1 (1) ROOF TO BE 20 GAUGE COPPER STANDING SEAM METAL. ASSEMBLY CLASS "A" METAL ROOF OR APPROVED EQUAL (U.L. 90) OVER WATERPROOF MODIFIED BITUMEN MEMBRANE OR APPROVED EQUAL. PROVIDE CRICKET AS INDICATED ON PLAN FOR PROPER DRAINAGE AROUND OBJECT. FUTURE SOLAR ASSISTED WATER HEATING PLUMBING TO BE STUBBED OUT FROM THE WATER HEATER TO AN AREA ADJACENT TO THE ROOF PER CITY OF HERMOSA BEACH CODE, INCLUDING PIPING AND SENSOR WIRING.. CONTRACTOR SHALL POST THE INSTALLATION CERTIFICATE (CF-6R) FORM AND THE INSULATION CERTIFICATE (IC-1) FORM IN A CONSPICUOUS LOCATION OR KEPT WITH PLANS AND MADE AVAILABLE TO THE INSPECTOR. CONTRACTOR SHALL PROVIDE COPIES OF THE CALIFORNIA GUIDE TO HOME COMFORT AND ENERGY SAVINGS, CF-1R, MF-1R, CF-6R AND IC-1 FORMS TO THE BUILDING OWNER. GARAGE DOOR SPRINGS SHALL COMPLY WITH REQUIREMENTS OF CBC SECTION 1211: HARD DRAWN SPRING WIRE SHALL CONFORM TO ASTM A227-71; OILTEMPERED WIRE SHALL TO ASTM A229-71; MINIMUM DESIGN STANDARD SHALL BE 9000 CYCLES; EACH EACH SPRING SHALL BE EQUIPPED WITH AN APPROVED DEVICE CAPABLE OF RESTRAINING THE SPRING WHEN IT BREAKS. CONSTRUCTION AND DEMOLITION DEBRIS RECYCLING SHALL BE 65% MAJOR APPLIANCES AND 90% OF LIGHT FIXTURES MUST BE ENERGY STAR, INCLUDING EXHAUST FANS, CEILING FANS, CLOTHES WASHERS, REFRIGERATORS, FREEZERS, WINE COOLERS, HEATING, VENTILATING AND AIR CONDITIONING EQUIPMENT AND DISHWASHERS. GAS FIREPLACES TO BE DIRECT-VENT SEALED-COMBUSTION 65% THERMAL EFFICIENCY. AUTOMATIC LAWN SPRINKLER CONTROLLERS MUST BE WEATHER-BASED. CONTRACTOR SHALL PROVIDE A BUILDING MAINTENANCE AND OPERATION MANUAL TO THE OWNER OR OCCUPANTS PRIOR TO FINAL INSPECTION. 2008 RESIDENTIAL COMPLIANCE MANUAL: IN ACCORDANCE WITH CHAPTER 4.6.1 TYPICAL SOLUTIONS FOR WHOLE BUILDING VENTILATION, BUILDING MUST UTILIZE COMBINATION OF SUPPLY AND EXHAUST VENTILATION. IF THE SUPPLY AND EXHAUST FLOWS ARE WITHIN 10 PERCENT OF EACH OTHER THIS IS CALLED A BALANCED VENTILATION SYSTEM. TO ACCOMPLISH THIS BOTH UNITS MUST BE EQUIPPED WITH A HONEYWELL Y8150 THAT ATTACHES DIRECTLY TO THE HVAC AND FAU SYSTEM THAT IS ALREADY CALL OUT FOR BOTH UNITS. PLEASE SEE ATTACHED SPECIFICATIONS TO DIAL THE CORRECT AMOUNT OF VENTILATION AND AIR EXCHANGE. SEE A- 0.4 TITLE 24/ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY F.A.U. SHALL PROVIDE MECHANICAL VENTILATION SYSTEM PER CEC SECTION 150 (o) AND ASHREAE 62.2 19 20 21 22 25 26 27 29 30 31 32 33 34 35 36 37 GENERAL NOTES 38 15 16 12 13 14 8 9 10 11 FOUR-WAY, HIGH EFFICIENCY MULTIPOISE GAS FURNACE BY CARRIER, MODEL 58MXA OR EQUAL. COMBUSTION AIR SUPPLIED BY VENT PIPES TO OUTSIDE. DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MIN. 26-GA GALVANIZED STEEL. CLOTHES DRYER SHALL BE VENTED TO OUTSIDE W/ MIN. 4" DIA. SMOOTH METAL EXHAUST DUCT. PROVIDE RECESSED NICHE IN WALL BEHIND DRYER UNIT TO ALLOW UNIT TO REST FLUSH WITH WALL PROVIDE MECH. VENTILATION FAN W/ MIN. 5 AIR CHANGES PER HOUR IN BATHROOMS AND LAUNDRY ROOM. REQUIRED PARKING AREA IS TO BE CLEAR OF ANY OBSTRUCTIONS NOT LESS THAN 7'-0" ABOVE THE FINISH FLOOR TO ANY CEILING, BEAM, PIPE, VENT, MECHANICAL EQUIPMENT OR SIMILAR CONSTRUCTION. VERIFY ALL EXTERIOR GRADE OR PAVING TO SLOPE MIN. 2% AWAY FROM BUILDING. DRIP PANS OR OTHER DEVICES FOR LAUNDRY ROOM, WATER HEATERS, AND DISHWASHERS MUST BE PROVIDED, ALL DRAINS MUST CONNECT TO SEWER SYSTEM AND CONTAIN A TRAP PRIMER ALL WATER PIPES TO SINKS AND LAUNDRY FACILITIES SHALL BE INSTALLED WITH SURGE PIPES, OR EQUIVALENT APPROVED SUCH DEVICES. ALL VOIDS AROUND PIPES SHALL BE PACKED WITH ROCK WOOL OR EQUIVALENT SOUND-DEADENING MATERIAL, AND ALL PIPES SHALL BE WRAPPED AT ALL POINTS OF CONTACT WITH ANY WOOD OR STEEL MEMBERS, AND STRAP HANGERS. ELECTRICAL SERVICE PANEL LOCATION TO INCLUDE A 1" DIAMETER STUB-OUT CONDUIT. ESTIMATED NET LOAD: 19,000 VA / 240 VOLTS = 80 AMPERS. 18 60 GALLON GAS-FIRED WATER HEATER BY RHEEM, MODEL RHG PRO65F WITH RECIRC PUMP AS PER ENERGY REQ. PROVIDE 18" HIGH PLATFORM FOR MECH. EQUIP. TWO STRAPS REQUIRED FOR LATERAL SUPPORT.AT POINTS WITHIN THE UPPER 1/3 AND LOWER 1/3 OF ITS VERTICAL DIMENSIONS WITH THE LOWER A MIN. 4" ABOVE THE CONTROLS. (CPC 508.2.1) INSTALL ON COLD WATER SUPPLY PIPE A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATER AND PRE-PLUMB PIPING AND SENSOR WIRING TO ATTIC. SEE TITLE-24 NOTES. VENT TO OUTSIDE. P & T RELIEF VALVE SHALL TERMINATE OUTSIDE. PROVIDE COMBUSTION AIR FROM OUTSIDE VIA SCREED VENT PER CMC AND CPC. CHIMNEY SPARK ARRESTOR TO BE CITY OF HERMOSA BEACH APPROVED (ERS-2599 AND CABO #NER404). CHIMNEY TO BE 24" ABOVE ANY PORTION OF BUILDING OR ROOF WITHIN 10'-0". CONTROL VALVE FOR SHOWER OR TUB-SHOWER SHALL BE OF THE PRESSURE BALANCE OR THRERMOSTATIC MIXING VALVE TYPE PER CPC 420.0 SKYLIGHTS BY ACRALIGHT INTERNATIONAL ESR-2415, OR APPROVED EQUAL. BUILT-UP ROOFING TO BE MODIFIED BITUMEN CAP SHEET BY 'CERTAINTEED, FLEXIGLAS 960' OR APPROVED EQUAL. SLOPE TO ROOF DRAINS AS INDICATED ON PLAN FIRE RATING SHALL BE U.L. CLASS 'A' MINIMUM. NAIL BASE SHEET PER TABLE 15-E OF THE C.B.C. PARAPET, SATELLITE ANTENNAE, RAILS, SKYLIGHTS, ROOF EQUIPMENT MUST BE WITHIN THE HEIGHT LIMIT. NO PLUMBING FIXTURES SHALL BE LOCATED IN A COMMON WALL BETWEEN TWO INDIVIDUAL UNITS. EACH CONDOMINIUM UNIT SHALL HAVE THE NECESSARY FACILITIES INSTALLED (E.G., PLUMBING ELECTRICAL, VENTING, ETC. NO COMMON VENTS OR DRAIN LINES SHALL BE PERMITTED FOR CONTIGUOUS UNITS UNLESS THERE IS AT LEAST TEN FEET OF PIPE BETWEEN THE CLOSEST PLUMBING FIXTURES WITHIN SEPERATE UNITS 23 24 17 39 40 28 DW 48" RANGE 48" RANGE 48" REF DN DN UP 48" REF DW LIVING ROOM POWDER ELEV KITCHEN DINING ROOM PANTRY DECK DECK LIVING ROOM POWDER ELEVDINING ROOM KITCHEN GREEN ROOF GREEN ROOF 10'-0"38'-0"14'-0"8'-2"5'-6"21'-0"3'-0" 18'-0"11'-10"8'-2"4'-0"32'-0"4'-0"13'-2"1'-0"4'-10"13'-0"10'-0"6"86'-2" 9'-6"33'-0"10"8'-2"29'-4"5'-4" 3'-0"4'-0"32'-0"4'-0"3'-4"6'-8"2'-9"16'-1"1'-0"3'-10"1'-0"5'-5"4'-8"3'-4"5'-10"10'-1"3'-8"2'-6"14'-10"5'-0"10"8'-2"5'-8"4'-9"2'-9"A-1.2 SECOND FLOOR PLAN UNIT 1 & UNIT 2 PLYWD 327.50' PLYWD 319.25' TRELLIS BELOW DOWNSPOUTDOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT BELOW DOWNSPOUT BELOW DOWNSPOUT DOWNSPOUT DOWNSPOUT 42" HIGH GLASS GUARDRAIL 42" HIGH GLASS GUARDRAIL PANTRY ROOF ABOVE TRANSOM WINDOW 42" HIGH GLASS GUARDRAIL DOWNSPOUT PALM DRIVEHERMOSA AVENUEMINIMUM 52 STC RATING IN BETWEEN UNITS, NO PLUMBING/ PLUMBING FIXTURES RUNNING THROUGH COMMON WALL CIRCUIT BREAKER PANEL CIRCUIT BREAKER PANEL DEDICATED CONDUIT FOR FOR FUTURE SOLAR PANEL CONNECTION DEDICATED CONDUIT FOR FOR FUTURE SOLAR PANEL CONNECTION DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS N 5/30/13 PLANNING COMMISION SET 05/29/2013 299.50 PC A 299.59' PC C 315.06' PC D 314.64' PC B A A4.0 A A4.0 B A4.0 B A4.0 1 2 3 4 5 6 7 ALL MECHANICAL DUCTS WILL BE FIELD SIZED TO COMPLY WITH MECHANICAL CODE. PROVIDE DUCTS TO OUTSIDE AIR FOR COMBUSTION AIR MECHANICAL DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MINIMUM 26 GAUGE GALVANIZED STEEL (308 UMC, 510 UPC, 302.4) ALL EXTERIOR WOOD STUDS TO BE 2x6 @ 16" O.C., U.N.O. ALL INTERIOR WOOD STUD PLUMBING WALLS TO BE MINIMUM 2X6 @ 16" O.C.- CBC SECTION 2320.11.9,10 ALL OTHER INTERIOR STUD WALLS TO BE 2x4 @ 16" O.C., TYP., U.N.O. PROVIDE HARD-WIRED AND INTERCONNECTED SMOKE DETECTOR ON CEILING OR TOP OF WALL WITH BATTERY BACKUP ADJACENT TO AND INSIDE BEDROOMS. PROVIDE SEPARATE EARLY WARNING SMOKE DETECTION SYSTEM. WATER CLOSET TO BE 'HIGH EFFICIENCY' TYPE (1.28 GAL MAX./FLUSH) W/ MIN. 24" CLEAR IN FRONT AND 30" MIN. WIDTH SPACE. FAUCET TO BE HIGH EFFICIENCY TYPE (1.5 GPM AT BATHROOMS, 1.8 GPM AT KITCHEN). SHOWER TO BE 2.0 GPM. WALLS AND CEILING OF USABLE SPACE UNDER STAIRS SHALL HAVE 5/8" 'TYPE-X' FIRE-RESISTANT GYP. BD. FOR 1-HR. FIRE SEPARATION PROVIDE 5/8" 'GREENBOARD' ON ALL WALLS OVER TUBS, FAUCETS, AND WATER CLOSET COMPARTMENTS. ALL WALLS AND CEILING IN GARAGE, UTILITY, MECHANICALUNDER STAIR AND WATERHEATER CLOSETS SHALL HAVE 5/8" 'TYPE-X' FIRE RESISTANT GYPSUM BOARD INSTALL ON THE COLD WATER SUPPLY PIPE AT THE TOP OF THE WATER HEATER A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATING. THE PLUMBING SYSTEM WATER LINES SERVING ALL BASEMENT PLUMBING FIXTURES MUST BE CAPPED UNTIL IT IS VERIFIED WETHER THE FLOOD RIM OF THE LOWEST PLUMBING FIXTURE IN THE BASEMENT IS LOWER THAN THE NEXT UPSTREAM MANHOLE OF THE CITY'S MAIN. IF VERIFIED THE NECESSARY PREVENTIVE SYSTEMS MUST BE INSALLED BEFORE THE CAPS CAN BE REMOVED. ALL EXTERIOR WALLS LOCATED WITHIN 5' OF PROPERTY LINE SHALL BE ONE HOUR FIRE RATED PER CRC TABLE R302.1 (1) ROOF TO BE 20 GAUGE COPPER STANDING SEAM METAL. ASSEMBLY CLASS "A" METAL ROOF OR APPROVED EQUAL (U.L. 90) OVER WATERPROOF MODIFIED BITUMEN MEMBRANE OR APPROVED EQUAL. PROVIDE CRICKET AS INDICATED ON PLAN FOR PROPER DRAINAGE AROUND OBJECT. FUTURE SOLAR ASSISTED WATER HEATING PLUMBING TO BE STUBBED OUT FROM THE WATER HEATER TO AN AREA ADJACENT TO THE ROOF PER CITY OF HERMOSA BEACH CODE, INCLUDING PIPING AND SENSOR WIRING.. CONTRACTOR SHALL POST THE INSTALLATION CERTIFICATE (CF-6R) FORM AND THE INSULATION CERTIFICATE (IC-1) FORM IN A CONSPICUOUS LOCATION OR KEPT WITH PLANS AND MADE AVAILABLE TO THE INSPECTOR. CONTRACTOR SHALL PROVIDE COPIES OF THE CALIFORNIA GUIDE TO HOME COMFORT AND ENERGY SAVINGS, CF-1R, MF-1R, CF-6R AND IC-1 FORMS TO THE BUILDING OWNER. GARAGE DOOR SPRINGS SHALL COMPLY WITH REQUIREMENTS OF CBC SECTION 1211: HARD DRAWN SPRING WIRE SHALL CONFORM TO ASTM A227-71; OILTEMPERED WIRE SHALL TO ASTM A229-71; MINIMUM DESIGN STANDARD SHALL BE 9000 CYCLES; EACH EACH SPRING SHALL BE EQUIPPED WITH AN APPROVED DEVICE CAPABLE OF RESTRAINING THE SPRING WHEN IT BREAKS. CONSTRUCTION AND DEMOLITION DEBRIS RECYCLING SHALL BE 65% MAJOR APPLIANCES AND 90% OF LIGHT FIXTURES MUST BE ENERGY STAR, INCLUDING EXHAUST FANS, CEILING FANS, CLOTHES WASHERS, REFRIGERATORS, FREEZERS, WINE COOLERS, HEATING, VENTILATING AND AIR CONDITIONING EQUIPMENT AND DISHWASHERS. GAS FIREPLACES TO BE DIRECT-VENT SEALED-COMBUSTION 65% THERMAL EFFICIENCY. AUTOMATIC LAWN SPRINKLER CONTROLLERS MUST BE WEATHER-BASED. CONTRACTOR SHALL PROVIDE A BUILDING MAINTENANCE AND OPERATION MANUAL TO THE OWNER OR OCCUPANTS PRIOR TO FINAL INSPECTION. 2008 RESIDENTIAL COMPLIANCE MANUAL: IN ACCORDANCE WITH CHAPTER 4.6.1 TYPICAL SOLUTIONS FOR WHOLE BUILDING VENTILATION, BUILDING MUST UTILIZE COMBINATION OF SUPPLY AND EXHAUST VENTILATION. IF THE SUPPLY AND EXHAUST FLOWS ARE WITHIN 10 PERCENT OF EACH OTHER THIS IS CALLED A BALANCED VENTILATION SYSTEM. TO ACCOMPLISH THIS BOTH UNITS MUST BE EQUIPPED WITH A HONEYWELL Y8150 THAT ATTACHES DIRECTLY TO THE HVAC AND FAU SYSTEM THAT IS ALREADY CALL OUT FOR BOTH UNITS. PLEASE SEE ATTACHED SPECIFICATIONS TO DIAL THE CORRECT AMOUNT OF VENTILATION AND AIR EXCHANGE. SEE A- 0.4 TITLE 24/ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY F.A.U. SHALL PROVIDE MECHANICAL VENTILATION SYSTEM PER CEC SECTION 150 (o) AND ASHREAE 62.2 19 20 21 22 25 26 27 29 30 31 32 33 34 35 36 37 GENERAL NOTES 38 15 16 12 13 14 8 9 10 11 FOUR-WAY, HIGH EFFICIENCY MULTIPOISE GAS FURNACE BY CARRIER, MODEL 58MXA OR EQUAL. COMBUSTION AIR SUPPLIED BY VENT PIPES TO OUTSIDE. DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MIN. 26-GA GALVANIZED STEEL. CLOTHES DRYER SHALL BE VENTED TO OUTSIDE W/ MIN. 4" DIA. SMOOTH METAL EXHAUST DUCT. PROVIDE RECESSED NICHE IN WALL BEHIND DRYER UNIT TO ALLOW UNIT TO REST FLUSH WITH WALL PROVIDE MECH. VENTILATION FAN W/ MIN. 5 AIR CHANGES PER HOUR IN BATHROOMS AND LAUNDRY ROOM. REQUIRED PARKING AREA IS TO BE CLEAR OF ANY OBSTRUCTIONS NOT LESS THAN 7'-0" ABOVE THE FINISH FLOOR TO ANY CEILING, BEAM, PIPE, VENT, MECHANICAL EQUIPMENT OR SIMILAR CONSTRUCTION. VERIFY ALL EXTERIOR GRADE OR PAVING TO SLOPE MIN. 2% AWAY FROM BUILDING. DRIP PANS OR OTHER DEVICES FOR LAUNDRY ROOM, WATER HEATERS, AND DISHWASHERS MUST BE PROVIDED, ALL DRAINS MUST CONNECT TO SEWER SYSTEM AND CONTAIN A TRAP PRIMER ALL WATER PIPES TO SINKS AND LAUNDRY FACILITIES SHALL BE INSTALLED WITH SURGE PIPES, OR EQUIVALENT APPROVED SUCH DEVICES. ALL VOIDS AROUND PIPES SHALL BE PACKED WITH ROCK WOOL OR EQUIVALENT SOUND-DEADENING MATERIAL, AND ALL PIPES SHALL BE WRAPPED AT ALL POINTS OF CONTACT WITH ANY WOOD OR STEEL MEMBERS, AND STRAP HANGERS. ELECTRICAL SERVICE PANEL LOCATION TO INCLUDE A 1" DIAMETER STUB-OUT CONDUIT. ESTIMATED NET LOAD: 19,000 VA / 240 VOLTS = 80 AMPERS. 18 60 GALLON GAS-FIRED WATER HEATER BY RHEEM, MODEL RHG PRO65F WITH RECIRC PUMP AS PER ENERGY REQ. PROVIDE 18" HIGH PLATFORM FOR MECH. EQUIP. TWO STRAPS REQUIRED FOR LATERAL SUPPORT.AT POINTS WITHIN THE UPPER 1/3 AND LOWER 1/3 OF ITS VERTICAL DIMENSIONS WITH THE LOWER A MIN. 4" ABOVE THE CONTROLS. (CPC 508.2.1) INSTALL ON COLD WATER SUPPLY PIPE A CAPPED "T" FITTING TO PLUMB FOR FUTURE SOLAR WATER HEATER AND PRE-PLUMB PIPING AND SENSOR WIRING TO ATTIC. SEE TITLE-24 NOTES. VENT TO OUTSIDE. P & T RELIEF VALVE SHALL TERMINATE OUTSIDE. PROVIDE COMBUSTION AIR FROM OUTSIDE VIA SCREED VENT PER CMC AND CPC. CHIMNEY SPARK ARRESTOR TO BE CITY OF HERMOSA BEACH APPROVED (ERS-2599 AND CABO #NER404). CHIMNEY TO BE 24" ABOVE ANY PORTION OF BUILDING OR ROOF WITHIN 10'-0". CONTROL VALVE FOR SHOWER OR TUB-SHOWER SHALL BE OF THE PRESSURE BALANCE OR THRERMOSTATIC MIXING VALVE TYPE PER CPC 420.0 SKYLIGHTS BY ACRALIGHT INTERNATIONAL ESR-2415, OR APPROVED EQUAL. BUILT-UP ROOFING TO BE MODIFIED BITUMEN CAP SHEET BY 'CERTAINTEED, FLEXIGLAS 960' OR APPROVED EQUAL. SLOPE TO ROOF DRAINS AS INDICATED ON PLAN FIRE RATING SHALL BE U.L. CLASS 'A' MINIMUM. NAIL BASE SHEET PER TABLE 15-E OF THE C.B.C. PARAPET, SATELLITE ANTENNAE, RAILS, SKYLIGHTS, ROOF EQUIPMENT MUST BE WITHIN THE HEIGHT LIMIT. NO PLUMBING FIXTURES SHALL BE LOCATED IN A COMMON WALL BETWEEN TWO INDIVIDUAL UNITS. EACH CONDOMINIUM UNIT SHALL HAVE THE NECESSARY FACILITIES INSTALLED (E.G., PLUMBING ELECTRICAL, VENTING, ETC. NO COMMON VENTS OR DRAIN LINES SHALL BE PERMITTED FOR CONTIGUOUS UNITS UNLESS THERE IS AT LEAST TEN FEET OF PIPE BETWEEN THE CLOSEST PLUMBING FIXTURES WITHIN SEPERATE UNITS 23 24 17 39 40 28 299.50 PC A 299.59' PC C 315.06' PC D 314.64' PC B DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS N 5/30/13 PLANNING COMMISION SET 05/29/2013 BBQ ROOF DECK A-1.3 ROOF PLAN UNIT 1 & UNIT 2 GREEN ROOF SKYLIGHTSKYLIGHTSKYLIGHT OUTDOOR FIREPLACE EYEBROW ROOF BELOW CP 2 331.07' CP 1 331.26' PROPOSED 329.58' CP 3 330.55' PROPOSED 330.75' CP 4 332.14' CP 6 338.57' CP 5 338.33'CP 7 341.04' CP 8 341.31' CP 9 343.38' 10'-0"17'-0"34'-0"4'-0"2'-6"37'-6"14'-1"36'-0"7'-0" 11'-6" 58'-0" 75'-8 12" 90'-6 12"22'-10"PROPOSED 330.75' PROPOSED 328.50' PROPOSED 337.75' PROPOSED 337.75' PROPOSED 341.018' PROPOSED 341.018' PROPOSED 343.25' PLYWD 337.518' SPA BY OTHERS UNDER SEPARATE PERMIT DN 16 1/4" PER 12" MIN SLOPE1/4" PER 12" MIN SLOPE 1/4" PER 12" MIN SLOPE1/4" PER 12" MIN SLOPE1/4" PER 12" MIN SLOPE1/4" PER 12" MIN SLOPEDOWNSPOUTDOWNSPOUT DOWNSPOUT DOWNSPOUT DOWNSPOUT BELOW DOWNSPOUT DOWNSPOUT DOWNSPOUT BELOW ROOF DOWNSPOUT BELOW 42" HIGH GLASS GUARDRAIL 42" HIGH LOW WALL 1/4" PER 12" MIN SLOPE1/4" PER 12" MIN SLOPE3'-0"7'-0" HARDWOOD TRELLIS BELOW 1'-6"1'-6" 3'-2"2'-6"1'-6"4'-0"9'-8"42" HIGH GLASS GUARDRAIL PARAPETS, SATELLITE ANTENNAE, RAILS, SKYLIGHTS AND ROOF EQUIPMENT MUST BE WITHIN THE HEIGHT LIMIT. CHIMNEY SPARK ARRESTOR TO BE CITY OF HERMOSA BEACH APPROVED (C36 MODEL SERIES DESA FMI PRE-FAB FIREPLACE ICC ERS-2599). CHIMNEY TO BE 24" ABOVE ANY PORTION OF BUILDING OR ROOF WITHIN 10'-0". TEMPERED SKYLIGHT BY ACRALIGHT INTERNATIONAL ESR-2415, SUBMIT SHOP DRAWINGS FOR CUSTOM SKYLITE , OR APPROVED EQUAL. BUILT-UP ROOFING TO BE MODIFIED BITUMEN CAP SHEET BY 'CERTAINTEED, FLEXIGLAS 960' OR APPROVED EQUAL SET IN HOT ASPHALT O/ 1OR MORE TYPE G1 PLY SHEET(S) SET IN HOT ASPHALT O/ 1 OR MORE MECHANICALLY SECURED TYPE G2 BASE SHEET(S). SLOPE TO ROOF DRAINS AS INDICATED ON PLAN. FIRE RATING SHALL BE U.L. CLASS 'A' MINIMUM. NAIL BASE SHEET PER TABLE 15-E OF THE U.B.C. PARAPET, SATELLITE ANTENNAE, RAILS, SKYLIGHTS, ROOF EQUIPMENT MUST BE WITHIN THE HEIGHT LIMIT. TOTAL ATTIC VENTILATION SHALL BE A MINIMUM OF 1/150 OF THE AREA TO BE VENTED OR 1/300 FOR MECH. VENTING. NO VENTILATION IS REQUIRED IN AREAS WHERE ROOF INSULATION IS INSTALLED BETWEEN RAFTERS WITH NO AIR SPACE BETWEEN INSULATION AND EXTERIOR SHEATHING. ATTIC DRAFT STOPS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE CODES. ALL VENT OPENINGS SHALL BE COVERED WITH A CORROSIOIN RESISTANT METAL MESH WITH OPENINGS NO LARGER THAN 1/4" IN ANY DIRECTION. PROVIDE CRICKET AS INDICATED ON PLAN FOR PROPER DRAINAGE AROUND OBJECT. FUTURE SOLAR ASSISTED WATER HEATING PLUMBING TO BE STUBBED OUT FROM THE WATER HEATER TO AN AREA ADJECENT TO THE ROOF PER CITY OF MANHATTAN BEACH CODE. ALL ROOF DRAINS TO TIE INTO SITE DRAINAGE SYSTEM. 1 2 3 4 5 6 7 8 GENERAL NOTES ROOF TO BE CLASS "A" ROOF OR APPROVED EQUAL OVER WATERPROOF MODIFIED BITUMEN MEMBRANE OR APPROVED EQUAL. PROVIDE CONDUIT FROM ROOF TO ELECTRIC SERVICE PANEL (SECTION 15.32.140) THE INSTALLATION OF A CONDUIT FROM THE ROOF TO THE SERVICE PANEL SHALL BE REQUIRED TO ASSIST AND ENCOURAGE THE INSTALLATION OF ROOF MOUNTED ENERGY COLLECTION/GENERATION DEVICES FOR NEW RESIDENTIAL CONSTRUCTION OR ADDITIONS OR REMODELS WHERE: (1) THE EXPANSION EXCEEDS 50 PERCENT OF THE EXISTING GROSS FLOOR AREA; OR (2) THE COST OF REMODELING, EXPANSION OR IMPROVEMENT EXCEEDS 50 PERCENT OF THE VALUE OF THE EXISTING STRUCTURE AS DETERMINED BY THE BUILDING OFFICIAL. SAID ELECTRIC SERVICE PANEL SHALL BE OF ADEQUATE SIZE TO PROVIDE CAPACITY FOR THE FUTURE ADDITION OF PHOTOVOLTAIC AND SOLAR THERMAL, OR OTHER EQUIVALENT ALTERNATIVE ENERGY PRODUCING DEVICE(S). SOLAR PANEL INSTALLATIONS AND OTHER ROOF ATTACHMENTS SHALL CONFORM TO THE PROVISIONS OF SECTION 15.04.084. MODULES TO BE PLACED DIRECTLY UPON HEAVY DUTY (HDPE, POLYPROPYLENE, TPO, EPDM OR RECYCLABLE PVC) SLIP SHEET/ROOT BARRIER OF 40-60 MIL. THICKNESS WITH EFFECTIVELY BONDED SEAMS. THIS IS PLACED AS AN ADDITIONAL PROTECTIVE BARRIER ABOVE ROOF WATERPROOFING MEMBRANE AND EXTENDED 3-INCHES VERTICALLY ALONG PARAPET TO WARD AGAINST EDGE ABRASION. IT IS RECOMMENDED THAT THIS BE GLUED TO PARAPET, PROVIDED MANUFACTURER APPROVES. CONFIRM SUITABILITY OF WATERPROOFING MEMBRANE WITH MANUFACTURER. 9 10 8 9 9 9 22 11 1111 "DEX-O-TEX" CROSSFIELD PRODUCTS ICC ESR-1714. UNDER GREEN MODULES RUN 6" UP CURB, TYP. "DEX-O-TEX" CROSSFIELD PRODUCTS ICC ESR-1714. UNDER GREEN MODULES RUN 6" UP CURB, TYP. DOWNSPOUT SKYLIGHT 2 PALM DRIVEHERMOSA AVENUECP 10 343.33' 89'-0"32'-2"PROPOSED 343.20'A A4.0 A A4.0 B A4.0 B A4.0 304.87' 300.37' 306.04' 307.30' 308.69' 311.81' 312.68 312.73' 314.62'314.78' 316.00' NEIGHBORS GRADE PROPERTY LINE FENCE LIGHT WELL GUARDRAIL TYP.3'-6"3'-0 12"3'-0 12"299.50' PC 299.59' PC CP 1 331.26'CP 2 331.07'CP 3 330.55' CP 4 332.14' CP 3 330.55' CP 4 332.14' CP 6 338.57' CP 8 341.31' CP 10 343.33' CP 9 343.38' PROPOSED 328.50'PROPOSED 330.75'PROPOSED 329.58' PROPOSED 330.75' PROPOSED 329.58' PROPOSED 330.75' PROPOSED 337.75' PROPOSED 341.018' PROPOSED 343.20'PROPOSED 343.25' 315.02' PC 299.59' PC A-3.O WEST & SOUTH ELEVATIONS WEST ELEVATION1 SOUTH ELEVATION23'-6"3'-6"1 1 1 12 12 12 12 12 12 3 5 3 4 44 5 6 6 6 8 5 9 9 9 9 9 12 11 11 10 30'-7"3'-6"GUARDRAIL 6'-0"ENTRY GATE 6'-0"3'-6"MIN6'-0"MAX13 DECK OVERFLOW TYP. 7 1X MAHGANY CLAD WOOD POST 8 GREENSCREEN 9 GALVANIZED PAINTED SHEET METAL FASCIA 10 BIFOLD DOOR SYSTEM, SEE FLOOR PLAN 11 LOUVERED VENTS FOR GARAGE AIR EXCHANGE 12 SMOOTH FINISH STUCCO OVER PLANTER WALL 13 GLASS SILICON BUTT JOINT 14 SELF ILLUMINATING ADDRESS NUMBER SIGN MATERIAL - KEY LIST 1 ROUGH BARNWOOD RAINSCREEN 2 SMOOTH FINISH STUCCO COLOR, W/ ELASTOMERIC JOINT COMPOUND AND REINFORCING MESH 3 CORE-TEN STEEL PANELS 4 STONE CLAD 5 2X4 MAHOGANY TRELLIS 6 FRAMELESS GLASS GUARDRAIL 14 24" MIN6'-0"7'-6"9 1'-6"96 10 30'-0"30'-0"30'-0"3'-6"MAX1'-8"30'-0"13 8'-5"1'-1"8'-5"1'-1"9'-6"9'-11"1'-1"9'-0"8'-6"8'-5"1'-1"8'-5"1'-1"9'-6"GARAGE 1501 PALM SLAB = 315.25' FIRST FLOOR 1501 PALM PLYWD = 316.50' BASEMENT 1501 PALM SLAB = 306.25' SECOND FLOOR 1501 PALM PLYWD = 327.50' BASEMENT 1500 HERMOSA SLAB = 300.25' FIRST FLOOR 1500 HERMOSA PLYWD = 309.75' SECOND FLOOR 1500 HERMOSA PLYWD = 319.25' BASEMENT 1500 HERMOSA SLAB = 300.25' FIRST FLOOR 1500 HERMOSA PLYWD = 309.75' SECOND FLOOR 1500 HERMOSA PLYWD = 319.25' ROOF DECK 1501 PALM PLYWD = 337.583'1'-1"8'-6"TOP OF PLATE TOP OF PLATE DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE. & 1501 PALM DRIVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS 5/30/13 PLANNING COMMISION SET 05/29/2013 314.64' PC 314.99' 314.22'314.22' 310.44' 307.61'307.70' 306.41 305.66'304.94' 304.31'303.94' 303.22' 302.25' 300.01' 301.32'300.72' 299.50' PC NEIGHBORS GRADE NEIGHBORS GRADE 315.06' PC 314.64' PC DECK OVERFLOW TYP.3'-6"3'-6"7'-6"3'-6"4'-3"3'-9" 5'-0"6'-0" MAXA-3.1 EAST & NORTH ELEVATIONS3'-6"3'-6" 7 1X MAHGANY CLAD WOOD POST 8 GREENSCREEN 9 GALVANIZED PAINTED SHEET METAL FASCIA 10 BIFOLD DOOR SYSTEM, SEE FLOOR PLAN 11 LOUVERED VENTS FOR GARAGE AIR EXCHANGE 12 SMOOTH FINISH STUCCO OVER PLANTER WALL 13 GLASS SILICON BUTT JOINT 14 SELF ILLUMINATING ADDRESS NUMBER SIGN MATERIAL - KEY LIST 1 ROUGH BARNWOOD RAINSCREEN 2 SMOOTH FINISH STUCCO COLOR, W/ ELASTOMERIC JOINT COMPOUND AND REINFORCING MESH 3 CORE-TEN STEEL PANELS 4 STONE CLAD 5 2X4 MAHOGANY TRELLIS 6 FRAMELESS GLASS GUARDRAIL 6'-0"5'-5"6'-0"3'-6"3'-6"3'-6"3'-6"PROPERTY LINE FENCE PROPERTY LINE GUARDRAIL 1 22 22 22 22 22 22 3 3 3 4 4 4 5 5 6 6 4 7 8 9 9 9 9 9 9 10 1111 11 11 141'-4"1'-4"1'-4"1'-4"30'-0"30'-0"30'-0"30'-0"CP 5 338.33' CP 7 341.04' CP 9 343.38' CP 9 343.38'CP 10 343.33' CP 1 328.50' PROPOSED 328.50' PROPOSED 337.75' PROPOSED 341.018' PROPOSED 343.25' PROPOSED 343.20'PROPOSED 343.25' 11'-2"1'-1"9'-0"8'-6"GARAGE 1501 PALM SLAB = 315.25' FIRST FLOOR 1501 PALM PLYWD = 316.50' BASEMENT 1501 PALM SLAB = 306.25' SECOND FLOOR 1501 PALM PLYWD = 327.50' ROOF DECK 1501 PALM PLYWD = 337.50' BASEMENT 1500 HERMOSA SLAB = 300.25' FIRST FLOOR 1500 HERMOSA PLYWD = 309.75' SECOND FLOOR 1500 HERMOSA PLYWD = 319.25'8'-5"1'-1"8'-5"1'-1"8'-6"9'-11"1'-1"9'-0"8'-6"EAST ELEVATION3 NORTH ELEVATION4 GARAGE 1501 PALM SLAB = 315.25' BASEMENT 1501 PALM SLAB = 306.25' SECOND FLOOR 1501 PALM PLYWD = 327.50' ROOF DECK 1501 PALM PLYWD = 337.50' DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE. & 1501 PALM DRIVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS 5/30/13 PLANNING COMMISION SET 05/29/2013 CROSSB LONGITUDINAL A A-4.O LONGITUDINAL SECTION BEDROOM 2 BATH2 LAUNDRY BEDROOM 4 BATH 4 GARAGEENTRY MASTER BEDROOM CLOSET ENTRY REAR DECK LIVING ROOM POWDER KITCHEN PANTRY GARAGE J+J BATH FOYER KITCHEN 12 13 14 15 16 17 THERMAL INSULATION: ALL WALLS TO BE THERMAL INSULATED. R-19 FACTOR THERMAL INSULATION AT ALL 2x6 EXTERIOR WALLS. R-30 FACTOR IN ROOF WHERE BATT INSULATION OCCURS. R-17.5 MIN. FACTOR IN ROOF WHERE RIGID INSULATION OCCURS. R-30 FACTOR THERMAL INSULATION AT ALL FLOOR JOIST AREAS. R-13 AT INTERIOR WALLS FOR NOISE REDUCTION. 5/8" GYPSUM BOARD FINISH FASTENED TO WALLS AND CEILING WITH DRYWALL SCREWS. EXTERIOR PLASTER OVER WIRE LATH AND 1 LAYER GRADE D BUILDING PAPER (SUPER JUMBO TEK OR EQ.) OVER 1 LAYER TYVEK OR TYPAR. ALL CORNERS BEADED. ALL GUARDRAILS SHALL BE A MINIMUM HEIGHT OF 36" MEASURED FROM TOP OF FINISH SURFACE UNLESS NOTED OTHERWISE. SEE DETAILS PER STURCTUAL ENGINEER. PROVIDE COSELLA DORKEN DELTA DRAIN 6200 O/ BENTONITE WATERPROOFING (CETCOVOLCLAY SWELLTITE OR APPROVED EQUAL) O/ SELF-ADHERING SHEET/ RUBBERIZEDASPHALT SHEET WATERPROOFING (CETCO ENVIROSHEET ORAPPROVED EQUAL) FOR FOUNDATION WATERPROOFING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. CONCRETE SLAB PER STRUCTURAL DRAWINGS. CONCRETE SLAB PER STRUCTURAL DRAWINGS O/ 2" SAND O/ WATERPROOF MEMBRANE O/ 2" SAND O/ GRAVEL BED OVER COMPACTED OR UNDISTURBED SOIL, TYP. 1" HIGH MIN. RIGID, NON-BIODEGRADABLE CANT WITH LIQUID MEMBRANE COATING AT TOP SURFACE, TYP. FILTER FABRIC OVER 4" DRAIN TILE WITH GRAVEL FILL. SHAPE SOIL TO FORM GUTTER, DRAIN TO DAYLIGHT, TYP. 18 19 20 1 2 3 4 5 6 7 8 9 10 11 SECTION NOTES: CONCRETE STEM FOOTING PER STRUCTURAL ENGINEER'S DRAWINGS AND SPECIFICATIONS. EXTERIOR HOUSE STUDS: 2x6's. U.N.O. SEE FLOOR PLAN WITH SPACING AND SPECIFICATIONS PER STRUCTURAL ENGINEER. FIREBLOCK STUDS AT CEILINGS AND AT MID-HEIGHT STUDS BETWEEN FINISH FLOOR AND CEILING HEIGHT PER STRUCTURAL ENGINEER. INTERIOR WALL STUDS: 2x4's (EXCEPT WHERE NOTED OTHERWISE ON FLOOR PLANS) WITH SPACING AND SPECIFICATIONS PER STRUCTURAL ENGINEER. EXTERIOR AND INTERIOR THICKENED WALLS SHALL BE CONSTRUCTED FROM MULTIPLE ROWS OF 2x6 STUDS, SPACING AND SPECIFICATIONS PER STRUCTURAL ENGINEER. DRAFT STOPS SHALL BE PROVIDED WITHIN ATTICS, MANSARDS, OVERHANGS, AND SIMILAR CONCEALED SPACES FORMED OF COMBUSTIBLE CONSTRUCTION. TRUSS JOIST FLOOR SYSTEM: SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, BLOCKING AND SPECIFICATIONS. ROOF RAFTERS: SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, AND SPECIFICATIONS. CEILING JOISTS: SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, AND SPECIFICATIONS. FLOOR SHEATHING: TONGUE AND GROOVE PLYWOOD. PROVIDE A CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE BETWEEN PLYWOOD AND SUPPORTS. ALL FLOOR SHEATHING TO BE SCREWED. SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, AND SPECIFICATIONS. DECK SHEATHING: SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, AND SPECIFICATIONS. SLOPE SHEATHING 1/4" PER 1'-0" TO DRAINS. VERIFY WITH DECK MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. ROOF SHEATHING: SEE STRUCTURAL DRAWINGS FOR SIZE, SPACING, AND SPECIFICATIONS. VERIFY WITH ROOF MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS.8'-5"1'-1"8'-5"1'-1"9'-6"9'-11"1'-1"9'-0"8'-6"8'-5"1'-1"8'-5"1'-1"9'-6"GARAGE 1501 PALM SLAB = 315.25' FIRST FLOOR 1501 PALM PLYWD = 316.50' BASEMENT 1501 PALM SLAB = 306.25' SECOND FLOOR 1501 PALM PLYWD = 327.50' BASEMENT 1500 HERMOSA SLAB = 300.25' FIRST FLOOR 1500 HERMOSA PLYWD = 309.75' SECOND FLOOR 1500 HERMOSA PLYWD = 319.25' BASEMENT 1500 HERMOSA SLAB = 300.25' FIRST FLOOR 1500 HERMOSA PLYWD = 309.75' SECOND FLOOR 1500 HERMOSA PLYWD = 319.25' ROOF DECK 1501 PALM PLYWD = 337.583'1'-1"8'-6"TOP OF PLATE TOP OF PLATE 30'-6"30'-7"DATE SCALE PROJECT NUMBER SHEET NUMBER 1500 HERMOSA 1501 PALM SHEET NAME PROJECT ADDRESS PROJECT NAME SUBMITTALS 1500 HERMOSA AVE HERMOSA BEACH, CA 2013.02 1/4" = 1'-0"643 Cypress Avenue / Hermosa Beach, CA / 310-376-6997This document contains information proprietary to Starr Design Group, Inc. and is furnished in confidence for the limited purpose of evaluation, bidding or review. This document or its contents may not be used for any other purpose and may not be reproduced or disclosed to others without the prior written consent of Starr Design Group, Inc. All rights reserved. ©Copyright 2012 REVISIONS 5/30/13 PLANNING COMMISION SET 05/29/2013 13 Attachment 2 Zoning/Location Map 14 Attachment 3 Legal Poster 15 Attachment 4 Site Pictures East side of Hermosa Avenue, showing residential development adjacent to subject lot 1500 Hermosa Av Subject site West side of Palm Drive DDDdDrDrive East side of Palm Drive Attachment 2: Zoning Map 17 633 5th Street Pacific Coast Highway 18 Attachment 3: Legal Verification Attachment 5: Photographs 20 16 Attachment 2: Zoning Map 332 Ocean View Avenue Pacific Coast Highway Prospect Avenue 17 Attachment 3: Legal Verification Attachment 4: Photos 19 1 June 10, 2013 Honorable Chairman and Members of the Regular Meeting of Hermosa Beach Planning Commission June 18, 2013 SUBJECT: SLOPE AND GRADE HEIGHT DETERMINATION S-21 #7 LOCATION: 2906 TENNYSON PLACE APPLICANT: TOMARO DESIGN GROUP C/O JESSICA FARINACCI 2617 N. SEPULVEDA BLVD MANHATTAN BEACH, CA 90277 OWNER: RON AND ESMERALDA GALLEMORE 2923 VISTA DEL MAR RANCHO PALOS VERDES, CA, 90275 REQUEST: TO DETERMINE THE PROPERTY TO BE A CONVEX SLOPING LOT FOR PURPOSES OF CALCULATING BUILDING HEIGHT. Recommendation: By Minute Order, to direct staff as deemed appropriate, from the following alternatives for determining the grade for measuring building height: 1. Use the grade from the property corner elevations, and a standard straight-line interpolation; or 2. Use alternative surveyed and interpolated points as a basis for measuring building height. Background: The applicant desires to construct a new single family residence and is requesting to use alternate points along both the west property lines and elevation point in the middle of the lot (along a line bisecting the property) where the survey and topographic profiles show a convex condition, rather than a straight line interpolation as indicated on the submitted topographic profiles. The subject lot is an interior lot between 30th Street and Gould Avenue, on the east side of Tennyson Place. The property is located within the R-1 zone with a maximum height limit of 25-feet. The subject property is 14,918 square foot which is a typical lot size of the subject block, but relatively large by Hermosa Beach standards. Analysis: Pursuant to the definitions of ‘building height’ and ‘grade’ and the method for calculating building height as set forth in Municipal Code Sections 17.04.040 and 17.46.015, the code states that grade used for the height measurements is based on the surveyed elevations points at the property corners. However, the method for determining building height does allow consideration of other points along property lines for lots with “convex” contours. In these situations, the grade of a lot may be based on a detailed topographical survey along the property line with spot elevations labeled at a minimum of two (2) foot intervals in addition to property corner points. A finding that a convex slope exists allows use of alternate points if the evidence supports that there is a natural or unaltered convex condition. In cases where the 3 Attachment 1 Location Map X = 2906 Tennyson Place Valley Park P C H 4 Attachment 2 Site Picture & Poster Verification Residence has since been demolished. Picture is intended to show the natural contour of the lot, in front of the building. 5 Attachment 3 Relevant Code Sections 17.04.040 Definitions "Building height" means a vertical distance measured from grade, as determined as described herein, to the corresponding uppermost point of the roof, as shown in the examples at the end of Chapter 17.04. "Grade" at any point on a lot is determined based on existing corner point elevations, taking into consideration significant variations relative to adjacent properties. In cases where there is significant variation in elevations between adjacent properties at corner points, the point of measurement shall be established based on the elevation at the nearest public improvement or an alternative point within 3 horizontal feet which, based on supporting evidence, represents existing unaltered grade. In the absence of supporting documentation the corner point elevation shall be established at 1/2 the difference between the adjacent elevation and the elevation on the property in question. The determination of grade shall be made by the Community Development Director, based on all available evidence, and any disputes shall be referred to the Planning Commission. For lots with convex contours (where the ground level arches upward along a property line) the "grade" of a lot may be based on a detailed topographical survey along the property line with spot elevations called out at a minimum of two (2) foot intervals. 17.46. 015 Calculating, Measuring, and Enforcing Maximum Building Height The allowed building height is set forth in each specific zone. Determining maximum building height for any building in any zone is based on the definition for "building height" as contained in Chapter 17.04 The procedure for calculating, measuring, and enforcing building height requirements is as follows: A. A detailed topographic survey, prepared and certified by a licensed surveyor or civil engineer, indicating all corner point elevations of a property shall be the basis for calculating building height. B. Maximum building height at critical points of the building shall be calculated by interpolating from the elevation points indicated on the survey. C. The maximum allowable building height shall be indicated at each critical point on the roof plan and building elevation plans. D. The building, while under construction and at the roof framing inspection stage, shall be surveyed to determine building heights at critical points on the roof (or uppermost portion of the building roof sheathing) corresponding to approved plans. The survey shall be conducted and certified by a licensed surveyor or civil engineer. E. A building height verification letter shall be submitted indicating that the building is at or below the calculated maximum building height at the critical points before the roof framing final inspection is approved by the City. F. Alterations and expansions to existing one-story buildings not resulting in additional stories, and minor alterations to any building which are clearly below maximum height limits, may be excepted from these procedures at the discretion of the Director of the Community Development Department. Tentative Future Agenda PLANNING COMMISSION City of Hermosa Beach JULY 16, 2013 Project Title Public Notice Meeting Date Date Rec’d Remarks  Capital Improvement Program (CIP) consistency with General Plan 7/16  6 month review of the CUP at 1238 Hermosa Ave., Café Boogaloo 7/16  920 17th Street (East Lot; new addresses 910-914 17th St.)— CUP, PDP & TPM #72198 for a 2-unit condo (cont’d from 5/22/13 meeting). 7/3 7/16  920 17th Street (West Lot; new addresses 902-908 17th St.)— CUP, PDP & TPM #72199 for a 2-unit condo (cont’d from 5/22/13 meeting). 7/3 7/16 f:b95\cd\wpc - future agenda 6/11/13 13e 1 Easy Reader Run Date: June 6, 2013 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, June 18, 2013, to consider the following: 1. Conditional Use Permit and Precise Development Plan Amendments to convert an existing auto body, painting and general repair use (Mike’s Foreign Car Service) to auto repair and sales for a maximum of two vehicles use (Lexology Auto Care); substantially replace 4,816+ sq. ft. of buildings with 9,203+ sq. ft. of buildings (6,000+ sq. ft. auto repair and 3,203 sq. ft. accessory office/storage) surface parking and landscaping; and amend hours of operation and other conditions for consistency with the revised use and site plan, in the C-3 zone at 1086 Aviation Boulevard and 1111 Prospect Avenue; and adoption of an Environmental Negative Declaration (continued from the April 16 and May 22, 2013 meetings). 2. (1) Precise Development Plan to allow a 29,544+ square foot hotel with 30 rooms and common areas on an undeveloped 11,516+ square foot lot at 1429 Hermosa Avenue; (2) Conditional Use Permit to allow on-sale general alcohol (mini-bars) in guest rooms and in common areas for hotel guests; (3) Parking Plan to allow a valet program including less than required parking and parking in tandem; and adoption of environmental Mitigated Negative Declaration and Mitigation Monitoring Plan (continued from the May 22, 2013 meeting). 3. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72210 for a 2-unit condominium at 1500 Hermosa Avenue. 4. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72277 for a 2-unit condominium at 633 5th Street. 5. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 72237 for a 2-unit condominium at 332 Ocean View Avenue. 6. Parking Plan to classify a proposed ice-cream and baked goods (cookies and cakes) retail business (“Baby g’s Cookies and Ice Cream”) as a ‘snack shop’ for the purpose of calculating parking requirements, at 243 Pacific Coast Highway (previously Brothers Laundry & Cleaners). 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, June 13, 2013, 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. 2 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, June 13, 2013, 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\cclerk\legads\display\2013\planning\pc06-18-13