HomeMy WebLinkAbout2016-11-15 PC AGENDA
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AGENDA
PLANNING COMMISSION MEETING
CITY OF HERMOSA BEACH
CITY HALL COUNCIL CHAMBERS
1315 VALLEY DRIVE
HERMOSA BEACH, CA 90254
November 15, 2016
7:00 P.M.
Peter Hoffman, Chairperson
Michael Flaherty, Vice Chair
Rob Saemann
Marie Rice
David Pedersen
Note: No Smoking Is Allowed in the City Hall Council Chambers
THE PUBLIC COMMENT IS LIMITED TO THREE MINUTES PER SPEAKER
Planning Commission agendas and staff reports are available for review
on the City’s web site at www.hermosabch.org.
Wireless access is available in the City Council Chambers for mobile devices:
Network ID: CHB - Guest and Password: chbguest
Written materials distributed to the Planning Commission within 72 hours
of the Planning Commission meeting are available for public inspection immediately
upon distribution in the Community Development Department during normal business hours
from Monday through Thursday, 7:00 a.m. - 6:00 p.m. and on the City’s website.
Final determinations of the Planning Commission may be appealed to the City Council within
10 days of the next regular City Council meeting date. If the 10th day falls on a Friday
or City holiday, the appeal deadline is extended to the next City business day.
Appeals shall be in written form and filed with the City Clerk's office, accompanied by
an appeal fee. The City Clerk will set the appeal for public hearing before
the City of Hermosa Beach City Council at the earliest date possible.
If you challenge any City of Hermosa Beach decision in court, you may be limited
to raising only those issues you or someone else raised at the public hearing
described on this agenda, or in a written correspondence delivered to the
Planning Commission at, or prior to, the public hearing.
To comply with the Americans with Disabilities Act (ADA) of 1990, Assistive Listening Devices
will be available for check out at the meeting. If you need special assistance to participate
in this meeting, please call or submit your request in writing to the Community Development
Department at (310) 318-0242 at least 48 hours (two working days) prior to the meeting time
to inform us of your needs and to determine if/how accommodation is feasible.
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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 I
Consent Calendar
4. Approval of the October 19, 2016 regular meeting 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. PDP 16-6 / CUP16-2 / PARK 16-7 -- Precise Development Plan to allow a food and
beverage market (Lazy Acres Market) within an existing 29,653 square foot building at 2510
Pacific Coast Highway (currently Hope Chapel Youth Center), Conditional Use Permit for
outdoor dining accessory to the proposed food and beverage market; and a Parking Plan to
allow parking requirements to be met with a shared parking arrangement with the two
adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and
2420 Pacific Coast Highway (currently Hope Chapel Church) and the parking lot currently
used by Hope Chapel at 2306 Pacific Coast Highway; and adoption of the Mitigated
Negative Declaration.
Staff Recommended Action: To adopt the resolutions approving the Precise Development
Plan, Conditional Use Permit, and Parking Plan subject to conditions and approving the
Mitigated Negative Declaration.
7. CON16-11 / PDP16-13 -- Conditional Use Permit, Precise Development Plan and Vesting
Tentative Parcel Map No. 74516 for a two-unit condominium project at 935 15th Street, and
determination that the project is categorically exempt from the California Environmental
Quality Act.
Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit,
Precise Development Plan, and Vesting Tentative Parcel Map #74516 for a two-unit
detached condominium project with access from a shared driveway along the east side of
the lot subject to conditions and determine the project is Categorically Exempt from the
California Environmental Quality Act.
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8. CON16-12 / PDP16-14 -- Conditional Use Permit, Precise Development Plan and Vesting
Tentative Parcel Map No. 74515 for a two-unit condominium project at 937 15th Street, and
determination that the project is categorically exempt from the California Environmental
Quality Act.
Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit,
Precise Development Plan, and Vesting Tentative Parcel Map #74515 for a two-unit
detached condominium project with access from a shared driveway along the west side of
the lot subject to conditions and determine the project is Categorically Exempt from the
California Environmental Quality Act.
9. CUP 16-5 -- Conditional Use Permit to allow a massage therapy business at 1301
Manhattan Avenue (Massage Envy) inside an existing multi-tenant commercial building, and
determination that the project is categorically exempt from the California Environmental
Quality Act.
Staff Recommended Action: To approve the resolution approving the conditional use permit
and determining the project to be categorically exempt from the California Environmental
Quality Act.
10. TEXT 16-7 -- Text Amendment to the Municipal Code, Title 17, to regulate short term rentals
in existing nonconforming residential units located in commercial zoning districts, and
determination that the project is not subject to the California Environmental Quality Act.
Staff Recommended Action: Adopt the resolution recommending the City Council adopt a
text amendment to regulate short term rentals in existing nonconforming residential units
located in commercial zoning districts, and determine the project is not subject to the
California Environmental Quality Act.
Section III
11. Staff Items
a. Memorandum regarding rotation of Planning Commission chairmanship from
December, 2016 through August, 2017.
b. Report on City Council actions.
c. Status report on major Planning projects.
d. Tentative future Planning Commission agenda.
e. Community Development Department activity report of September, 2016.
12. Commissioner Items
13. Adjournment to November 21, 2016 meeting at 7:00 p.m. on PLAN Hermosa - Introduction
of Environmental Impact Report and Discussion of Carbon Neutrality
1 Planning Commission Action Minutes
October 19, 2016
ACTION MINUTES OF THE PLANNING COMMISSION MEETING
OF THE CITY OF HERMOSA BEACH HELD ON
OCTOBER 19, 2016, 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 7:02 P.M. by Chairperson Hoffman.
1. Pledge of Allegiance
2. Roll Call
Present: Commissioners Flaherty, Pedersen, Rice, Saemann, Chairperson Hoffman
Absent: None
Also Present: Ken Robertson, Community Development Director
Lauren Langer, Assistant City Attorney
Aaron Gudelj, Associate Planner
Nicole Ellis, 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 September 20, 2016 action minutes
ACTION: To approve the September 20, 2016 action minutes as presented.
MOTION by Commissioner Flaherty and seconded by Commissioner Rice. The motion
carried by a unanimous vote.
5. Resolution(s) for Consideration – None
Section II
Public Hearing
6. PDP 16-12 -- Precise Development Plan Amendment to reroute the underground cable
connecting the Longfellow Avenue landing site to 1601 Pacific Coast Highway. The
change in the route is from 31st Place to 28th Street in connection with the previously
approved installation and operation of up to four transpacific submarine cable systems
which connect underground to 1601 Pacific Coast Highway; and determination that the
changes to the project do not create any new or increased environmental impacts beyond
2 Planning Commission Action Minutes
October 19, 2016
what was studied in the Environmental Impact Report (EIR) certified on April 19, 2016, as
explained in the Addendum to the EIR dated September 15, 2016.
Staff Recommended Action: To adopt the resolution approving Precise Development Plan
amendment for the rerouting of underground cable in connection with the installation and
operation of up to four transpacific submarine cable systems at two locations on Longfellow
Avenue and 25th Street between Hermosa Avenue and Manhattan Avenue; and
determination that the changes to the project do not create any new or increased
environmental impacts beyond what was studied in the Environmental Impact Report (EIR)
certified on April 19, 2016, as explained in the Addendum to the EIR dated September 15,
2016.
Commissioner Rice recused herself due to her proximity to the sites involved.
Coming forward to speak about the matter: Chris Brungardt, Matt and Britt Johnson.
ACTION: To adopt the resolution, as presented, approving subject Precise Development
Plan amendment for the rerouting of underground cable in connection with the installation
and operation of up to four transpacific submarine cable systems at two locations on
Longfellow Avenue and 25th Street between Hermosa Avenue and Manhattan Avenue; and
determination that the changes to the project do not create any new or increased
environmental impacts beyond what was studied in the Environmental Impact Report (EIR)
certified on April 19, 2016, as explained in the Addendum to the EIR dated September 15,
2016.
MOTION by Commissioner Flaherty and seconded by Commissioner Saemann. The
motion carried by the following vote:
AYES: Comms. Flaherty, Pedersen, Saemann, Chairperson Hoffman
NOES: None
ABSTAIN: None
ABSENT: Comm. Rice
7. CON16-13 / PDP16-15 -- Conditional Use Permit, Precise Development Plan and Vesting
Tentative Parcel Map No. 73845 for a 2-unit condominium project at 925 Loma Drive, and
determination that the project is categorically exempt from the California Environmental
Quality Act.
Staff Recommended Action: To adopt the resolution approving the Conditional Use Permit,
Precise Development Plan, and Vesting Tentative Parcel Map No. 73845 for a two-unit
attached residential condominium project subject to conditions and determine the project is
categorically exempt from the California Environmental Quality Act (CEQA).
Chairman Hoffman recused himself due to living in close proximity to the project site.
Coming Forward to Speak: Stan Anderson, Dan Jensen, Kathie Stemig, J. Zdziarska and
William G. Hallett.
ACTION: To adopt the resolution approving subject condominim project as amended to
add to end of the first sentence of Condition No. 1 “and to change the one window to be
non-operable on the north side adjacent to the fireplace.” and determined the project is
categorically exempt from the California Environmental Quality Act.
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October 19, 2016
MOTION by Commissioner Pedersen and seconded by Commissioner Rice. The motion
carried by the following vote:
AYES: Comms. Flaherty, Pedersen, Rice, Saemann
NOES: None
ABSTAIN: None
ABSENT: Chairperson Hoffman
8. TEXT 16-6 -- Consideration of a Text Amendment to the Municipal Code, Title 17 (Zoning)
to consider regulating televisions and video monitors at on-sale alcohol establishments with
outdoor dining and/or open-air dining; and determination that the project is categorically
exempt from the California Environmental Quality Act.
Staff Recommended Action: To provide direction to staff regarding options on regulations
for televisions at on-sale alcohol establishments.
Coming Forward to Speak: Doug Howarth.
ACTION: The Planning Commission consensus was to not pursue a Text Amendment at
this time. Instead the consensus was to continue observing and monitoring with code
enforcement staff if impacts or problems are associated with televisions and for staff to
have a dialogue with business owners.
Section III
Hearing
9. S-21#28 – Request to determine whether a convex slope condition exists along the north
property line at 2045 Monterey Boulevard and south property line at 2043 Monterey
Boulevard for the purpose of determining height.
Staff Recommended Action: Staff recommends the confirmation of convexity at the subject
property along the north and south property lines with the exclusion of areas where fill soils
are present towards the middle of the properties.
Coming Forward to Speak: Louie Tomaro.
ACTION: By minute order, the Planning Commission confirmed the convexity at the
subject property along the north and south property lines with the exclusion of areas where
fill soils are present towards the middle of the properties.
MOTION by Commissioner Flaherty and seconded by Commissioner Rice. The motion
carried by the following vote:
AYES: Comms. Flaherty, Pedersen, Rice, Saemann, Chairperson Hoffman
NOES: None
ABSTAIN: None
ABSENT: None
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October 19, 2016
Section IV
10. Staff Items
a. Discussion regarding convex slope determination.
b. Report on City Council actions.
c. Status report on major Planning projects.
d. Tentative future Planning Commission agenda.
e. Community Development Department activity report of August, 2016.
11. Commissioner Items
12. Adjournment
The meeting was adjourned at 9:38 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 October 19,
2016.
Peter Hoffman, Chairperson Ken Robertson, Secretary
Date
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ATTACHMENT 1
P.C. RESOLUTION 16-XX
A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA
BEACH, CALIFORNIA, APPROVING A PRECISE DEVELOPMENT PLAN TO
ALLOW A FOOD AND BEVERAGE MARKET (LAZY ACRES MARKET) WITHIN AN
EXISTING 29,653 SQUARE FOOT BUILDING AT 2510 PACIFIC COAST HIGHWAY
(CURRENTLY HOPE CHAPEL YOUTH CENTER), CONDITIONAL USE PERMIT
FOR OUTDOOR DINING ACCESSORY TO THE PROPOSED FOOD AND
BEVERAGE MARKET; AND ADOPTION OF THE MITIGATED NEGATIVE
DECLARATION.
The Planning Commission of the City of Hermosa Beach does hereby resolve and order
as follows:
Section 1. An application was filed by Bristol Farms, requesting approval of Precise
Development Plan 16-6 to allow a food and beverage market (Lazy Acres Market) within an
existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel
youth center), and Conditional Use Permit 16-2 for outdoor dining accessory to the proposed
food and beverage market.
Section 2. The Planning Commission conducted a duly noticed public hearing to
consider the application on November 15, 2016 at which time testimony and evidence, both oral
and written, was presented to and considered by the Planning Commission.
Section 3. Based on the testimony and evidence received, the Planning Commission
makes the following factual findings:
1. The site is zoned C-3 which allows food and beverage markets by right. Surrounding
uses consist of restaurants, a church, general office, and residential to the rear.
2. The applicant proposes interior improvements primarily involving demolition of much of
the existing non-structural elements and construction of new non-structural elements for
the supermarket.
3. Exterior improvements involve the installation of new façade treatments along the north
and west sides of the building, construction of two architectural towers at the northeast
portion of the building, re-striping of the parking lot, and installation of landscaping and
underground water-filtration equipment. The façade treatments are proposed to be
constructed of wood siding, stucco, window treatments, entrance and exit doors,
architectural canopies, and lighting. Additional façade treatments include two (2)
architectural towers, one on the north side of the building and one at the northeast corner
of the building. The two architectural towers are proposed to be approximately 38 feet
and 43 feet in height from finished grade. Parking lot landscaping is proposed fronting
Pacific Coast Highway, Artesia Boulevard, and multiple places on the interior of the lot.
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4. The project proposes to share parking with Hope Chapel Church located on the
neighboring lot to the south. A total of 119 spaces will be designated for Lazy Acres,
with 100 spaces for the sole use of Lazy Acres, 19 spaces will be shared with Hope
Chapel Church during peak weekday and weekend times.
Section 4. Pursuant to the California Environmental Quality Act, the City prepared a
mitigated negative declaration for the proposed project. The MND identified that impacts to
Aesthetics and Transportation/Traffic were potentially significant, but with inclusion of certain
condition of approval would be reduced to a less than significant level. Conditions regarding
aesthetics were recommended by City staff, and a professional traffic consulting firm prepared a
traffic impact analysis which included conditions to reduce these potential project-related
impacts, and these have been included as conditions of approval for this project. In the Initial
Study other potential environmental impacts were identified, however all were considered less
than significant. The comment period for the Mitigated Negative Declaration was from October
26, 2016, to November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration
was noticed by publication in the Easy Reader on October 27, 2016 and on the City’s website on
October 26, 2016, and a public hearing was held at the time of the Planning Commission’s
consideration of the request on November 15, 2016. No comments were received during the
public review period. The Mitigated Negative Declaration prepared for this project reflects the
City’s independent judgment and analysis. The Planning Commission finds that there is no
substantial evidence that the project would have a significant impact on the environment and
finds the Initial Study and Mitigated Negative Declaration adequate and complete The Planning
Commission hereby adopts the Mitigated Negative Declaration and Mitigation Monitoring and
Reporting Program contained below in the conditions of approval. The record of proceedings for
this project and MND are maintained at Hermosa Beach City Hall, Community Development
Department, 1315 Valley Drive, Hermosa Beach, California 90254.
Section 5. Based on the testimony and evidence received, the Planning Commission
makes the following findings pertaining to the application for the Precise Development Plan and
Conditional Use Permit pursuant to H.B.M.C. Sections 17.58.030 and 17.40:
1. Distance from existing residential uses in relation to negative effects: The proposed
project is located on a commercially zoned lot with the nearest residential uses located
adjacent to the building and parking lot, occupying the southeastern border of the
property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that
was built in the early 1970’s. The building was permitted in 2010 to be used as a youth
service center and auditorium for Hope Chapel. The prior use of the building was a
supermarket use from as early as 1994 until 2010 when the youth services center was
permitted.
The proposed project includes the renovation of the interior and exterior of the building
to accommodate the supermarket. Current operations for the youth center are oriented
toward the north entrance of the building. The proposed supermarket is designed with
the entrance/exit on the north side of the building and ancillary outdoor seating along the
north side as well. The primary delivery area will be located along the rear of the
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building (east side of the building) with delivery trucks entering from Artesia Boulevard
and reversing into the unloading dock. The project is conditioned to permit delivery of
goods along the east side and north side of the building from 9:00 a.m. - 6:00 p.m. daily
to reduce the likelihood of impacts to nearby residences. Additionally, no physical
barrier separates the neighboring residences from the east side of the supermarket
building with only limited landscaping and an approximately four- to six-inch curb
present. The project is conditioned to require installation of a physical traffic prevention
barrier (i.e. bollards, block wall) between the supermarket building and the residences.
Although the exterior noise environment is dominated by traffic, the proposed
supermarket with ancillary outdoor seating could impact the neighboring residences if
such uses are conducted in the late evening when traffic levels are reduced and
background noise levels are reduced. The project is conditioned to limit hours of
operation of the interior supermarket from 6:00 a.m. to 10:00 p.m. daily while outdoor
seating is limited to hours of operation 9:00 a.m. to 10:00 p.m. This condition is
consistent with the intent of the noise control standards in Hermosa Beach Municipal
Code Section 8.24.040, which restrict commercial noise producing activities that are
plainly audible from a residential dwelling unit's property line from 10:00 p.m. to 8:00
a.m. Construction activities are limited to 8:00 a.m. to 6:00 p.m. Monday through Friday
and 9:00 a.m. 5:00 p.m. on Saturdays and national holidays.
The project site is urban in character, with generally high levels of existing lighting along
PCH, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are
residential buildings at the rear of the project site, however, the existing building blocks
nighttime views. The project is conditioned to require lighting to be downward facing
thereby minimizing the impact to surrounding sensitive receptors while maintaining
appropriate lighting for safety concerns. No significant impact is anticipated with
proposed mitigation.
2. The amount of existing or proposed off-street parking in relation to actual need:
Parking is analyzed under the Parking Plan resolution, Resolution 16-X. With approval
of the Parking Plan, the City finds that the site is adequately parked.
3. The location of and distance to churches, schools, hospitals and public playgrounds: The
subject site is located adjacent to Hope Chapel and is proposing to share parking with the
church during peak hours for the church. The proposed application was submitted with
input from Hope Chapel regarding their anticipated operations and how they will
coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts
are anticipated.
4. The combination of uses proposed, as they relate to compatibility: Lazy Acres
supermarket will be the only tenant of the building. The proposed supermarket includes a
primary element of retail with an ancillary outdoor dining for on-site consumption. It is
typical of supermarkets to offer an ancillary dining component for on-site consumption or
take-out, and the proposed combination of uses is similar to other establish supermarkets
such as Vons and Ralph's. No impacts are anticipated.
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5. Precautions taken by the owner or operator of the proposed establishment to assure the
compatibility of the use with surrounding uses: The applicant has not proposed any
specific conditions to address compatibility, however design of the building orients the
primary entrance/exit along the north face of the building facing the parking lot and
Artesia Boulevard thereby reducing potential impacts on nearby residences southeast of
the building. Additionally, the project is conditioned to limit loading/unloading of
delivery vehicles to 9:00 a.m. to 6:00 p.m. as well as daily operations to 10:00 p.m.
6. The relationship of the estimated generated traffic volume and the capacity and safety of
streets serving the area: A Traffic Impact Analysis for the project was prepared by TJW
Engineering. The traffic impact study scope included analysis of the proposed Lazy
Acres Market as well as a potential renovation/expansion at Hope Chapel Church (2420
Pacific Coast Highway), located southerly adjacent to the subject site. The potential
Hope Chapel expansion project included in the traffic impact analysis includes a 24,400
square foot expansion of the building at 2420 Pacific Coast Highway and conversion of
an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by
general office uses, to a church annex/church office.
The methodology of the traffic study included Level of Service (LOS) analysis of
existing conditions, existing plus project conditions, project opening year without project
conditions, and project opening year with project conditions of eight intersections in the
vicinity of the project:
2nd Street (EW) at Sepulveda Boulevard (NS);
Longfellow Avenue (EW) at Sepulveda Boulevard (NS);
Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1);
21st Street (EW) at Pacific Coast Highway (SR-1);
16th Street (EW) at Pacific Coast Highway (SR-1);
Artesia Boulevard (EW) at Prospect Boulevard (NS);
Artesia Boulevard (EW) at Meadows Avenue (NS);
Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS).
According to the traffic impact analysis, seven of the eight intersections studied operate
at an acceptable LOS (LOS D or better) during weekday AM and PM hours, with the
intersection at Pacific Coast Highway/Artesia Boulevard-Gould Avenue currently
operating at LOS F during weekday AM peak hour. All eight study intersections are
currently operating at acceptable LOS during Sunday mid-day peak hour.
The three intersections projected to operate at unacceptable levels (LOS E) are:
2nd Street (EW) at Sepulveda Boulevard (NS);
Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1); and
Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS).
However, without the project conditions and the application of an ambient growth rate to
existing traffic volumes and anticipated trip generation from 28 proposed projects in
various stages of planning and entitlement, the three intersections projected to operate at
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unacceptable LOS (LOS E) during weekday A.M. peak hour with the project conditions
are also anticipated to operate at the same unacceptable LOS. Therefore, the project is
not anticipated to significantly increase impacts to traffic.
Additionally, the site currently is accessed from three curb cuts along Pacific Coast
Highway and four curb cuts along Artesia Boulevard. These curb cuts allow for multiple
entrance and exit points to the site thereby limiting impacts to street traffic on Pacific
Coast Highway and Artesia Boulevard.
Deliveries to the site will be directed toward the rear of the building (east side) and the
front of the building (north side). Delivery vehicles would enter the site from the
easternmost or second easternmost entrance point along Artesia Boulevard and,
depending on where the delivery vehicle would be unloading, proceed to the front of the
building with a 90-degree right turn inside the parking lot or circle around the main drive
aisle of the parking lot, then reverse into the unloading area at the rear of the
building. The delivery vehicle route is designed to limit significant stopping or reversing
of vehicles on Artesia Boulevard or Pacific Coast Highway and is not identified as
contributing to a significant impact.
Additionally, the Traffic Impact Analysis suggested the following measures to reduce the
likelihood of traffic related impacts and the project is conditioned to require the
following:
A. Provide a display case/kiosk displaying transportation information including:
Transit maps, routes and schedules, for routes serving the site;
Contact information for ridesharing agencies, transit agencies, and other
transit related information;
Bicycle route and facility information, including regional/local bicycle
maps and bicycle safety information.
B. Bicycle racks shall be installed to accommodate employees and customers who
bicycle to the site.
C. Employee walking/bicycling incentive. Lazy Acres shall offer a program that
provides incentives (i.e. local business gift card) each time an employee walks or
bicycles to work.
7. The proposed exterior signs and décor, and the compatibility thereof with existing
establishments in the area: The applicant proposes to alter the existing façade along the
north and west sides of the building and minimal renovation of the east and south sides of
the building. The proposed façade alterations along the north and west sides of the
building include installation of wood siding, windows, a metal roof, small decorative
canopies, and stucco. The proposed color schemes and decorative style are consistent
with other Lazy Acres operated throughout the state which provide a rural barnyard look
with a modern urban architectural touch. Decorative murals are proposed along the west
facing wall and the project is conditioned to require review of the mural images by the
Planning Commission prior to approval.
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The site is on top of a hill at a higher elevation than all surrounding properties. The
proposed improvements will be constructed within the existing envelope of the building,
but includes height increases involving architectural ‘tower elements’ to be constructed
approximately 32’4” and 38 feet from the finished grade. The permissible height limit of
the property is 35 feet. Section 17.46.010 allows towers to be constructed above the
height limit by more than eight feet and cover no more than five percent of the roof area.
The proposed 38 foot high tower occupies approximately 5.4% of the total roof area
(approximately 1,600 square feet) while the remaining 27,963 square feet of roof area
will remain at the existing height of approximately 25 feet, excluding the 32’4” tower
(approximately 900 square feet of the roof area). The project is conditioned to require
reduction of the tower elements to a maximum of 5% of the roof area.
Residential buildings to the rear of the site are constructed at approximately 25-30 feet in
height (two to three stories), while neighboring commercial buildings along Pacific Coast
Highway like Hotel Hermosa (2515 Pacific Coast Highway) across the street, is
constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject
building is constructed at 35-40 feet in height. The proposed tower elements are
consistent with scale and size of commercial development along Pacific Coast Highway.
Additionally, the 29,653 square foot single-story building sits on a lot approximately
125,452 square feet in size, and the proposed towers will occupy less than 1,500 square
feet as the project is conditioned.
Lighting will be installed around the building and will be required to be downcast so to
not disturb neighboring uses. Additionally, signage is shown to be installed
predominantly along the north side of the building as well as the west side. The project
includes a mitigation measure to require lighting for signage to be downcast and non-
disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal
Code. No impacts are anticipated.
8. The number of similar establishments or uses within close proximity to the proposed
establishment: The proposed supermarket would be similar to two other established
supermarkets in the City: Vons (located in the Hermosa Pavilion shopping Center at the
corner of Pier Avenue and Pacific Coast Highway) and Trader Joes (located at 110
Pacific Coast Highway). No impacts are anticipated.
9. Building and driveway orientation in relation to sensitive uses, e.g. residences and
schools: As discussed above regarding traffic impacts, the existing site has three curb cuts
along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic
patterns will be oriented toward the north and west side of the lot where it is least
impactful to nearby residences. Additionally, the entrance/exit for the proposed building
is located on the north side of the building with an emergency exit located along the south
side of the building pursuant to Fire and Building Code standards.
Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S.
Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of
Redondo Beach. The application does not include alterations to existing traffic patterns
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on and around the site and a Traffic Impact Analysis prepared for the project indicated
that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected
to operate at LOS E with or without the proposed project. No impacts are anticipated.
10. Noise, odor, dust and/or vibration that may be generated by the proposed use: The
proposed project is not anticipated to create dust or odor-related impacts. However,
operation of a supermarket has the potential to generate noise and vibration due to vehicle
and pedestrian traffic at the site. The entrance of the supermarket and outdoor seating
area are oriented toward the north side of the building facing Artesia Boulevard so
potential noise impacts are not expected. Additionally, the project is conditioned to limit
the hours of operation of the outdoor seating area from 9:00 a.m. to 10:00 p.m., the
interior supermarket is conditioned to allow operations from 6:00 a.m. to 10:00 p.m., and
a mitigation measure that delivery vehicles entering the loading area at the rear of the
building (eastern side) are permitted from 9:00 a.m. to 6:00 p.m. daily.
The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic
increase at the site is not anticipated to create significant impacts relative to noise. The
number of increased vehicular trips generated by the project (816 per week) is not great
enough to result in a measurable increase in roadway noise. An increase in traffic
volumes of at least 26 percent is necessary to cause a 1 dB increase in traffic noise. (An
increase of 1dB is well below the level of increase in noise detectable by the human ear; a
3 dB increase is usually applied as a threshold level at which noise might be considered
to have an impact.) The project’s increase of 816 trips to the site weekly, (approximately
4.5 percent increase) does not approach a 26 percent increase over current traffic
volumes. No impacts are anticipated.
11. Impact of the proposed use to the City's infrastructure, and/or services: The site
previously operated as a supermarket prior to the existing youth center and auditorium
use as compared to the existing use. Despite the proposed supermarket demanding
additional utilities and services to the site, the anticipated increase in demand is
anticipated to be able to be met through the existing infrastructure.
12. Will the establishment contribute to a concentration of similar outlets in the area: The
proposed supermarket will be one of three supermarkets in the city. No impacts are
anticipated.
13. Adequacy of mitigation measures to minimize environmental impacts in quantitative
terms: The proposed mitigation measures as they relate to limiting delivery vehicles
hours, downcasting exterior lighting, reduction of tower roof elements to no more than
5% of the roof area, and traffic remedies (including installation of bicycle racks and a
kiosk displaying public transportation information) will quantitatively reduce the
likelihood of potential impacts occurring. The limited delivery hours will provide an
appropriate window of time to allow deliveries at the site to ensure the success of the
business while also reducing the likelihood of noise and vibration impacts during hours
when neighboring residential uses are typically occupied and seeking a relatively quiet
environment. Downcast lighting will quantitatively help to reduce glare and disruption to
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nearby residences while also providing a simple safety measure for the site and its
surrounding properties. Lastly, bicycle racks will provide parking for customers and
employees choosing to access the site via alternative modes of transportation, and an
informational kiosk will assist individuals with additional alternative transportation
methods serving the site.
14. Other considerations that, in the judgement of the Planning Commission, are necessary
to assure compatibility with the surrounding uses, and the City as a whole: No other
impacts are identified.
Section 6. Based on the foregoing, the Planning Commission hereby approves the
proposed Precise Development Plan 16-6 and Conditional Use Permit 16-2 subject to the
following Conditions of Approval:
1. The proposed modifications to the building shall be substantially consistent with
plans submitted and approved by the Planning Commission on November 15,
2016. The Community Development Director may approve minor modifications
that do not otherwise conflict with the Municipal Code or requirements of this
approval. Any substantial deviation must be reviewed and approved by the
Planning Commission.
a. Architectural treatments and accessory facilities shall be as shown on
building elevations, site and floor plans. Precise building height compliance
shall be reviewed at the time of plan check, to the satisfaction of the
Community Development Director.
b. The exterior of the premises shall be maintained in a neat and clean manner,
and maintained free of graffiti at all times.
c. The establishment shall not adversely affect the welfare of the residents,
and/or commercial and residential establishments nearby.
d. The architectural tower at the front entrance of the building (north side)
shall be subject to the development standards of Hermosa Beach Municipal
Code Section 17.46.010. The proposed tower shall not exceed 38 feet in height
and shall occupy no more than 5% of the total roof area.
2. Two copies of a final landscape plan, consistent with landscape plans approved
by the Planning Commission, indicating size, type, quantity and characteristics
of landscape materials shall be submitted to the Community Development
Department and Planning Division for review and approval prior to the
issuance of Building Permits. The final plan shall also include the following:
a. The applicant shall provide a landscape plan to comply with Hermosa
Beach Municipal Code Sections 17.22.060(H) and 8.60.070 to the
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satisfaction of the Community Development Director and Director of
Public Works.
b. An automatic landscape sprinkler system consistent with Hermosa Beach
Municipal Code Section 17.22.060(H) shall be provided, and shall be shown
on plans (Building Permits are required).
3. The plans shall comply with Hermosa Beach Municipal Code Section 8.44.095
and install permeable surfaces in the parking lot and other non-landscaped
areas to the maximum extent feasible. If providing water-permeable surfaces on
at least 50% of exterior surface area is not feasible and incorporating measures
in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced
by a 0.80 inch twenty-four (24) hour rain event, then the applicant shall infiltrate
runoff on-site. In the event that subsurface infiltration is required, plans shall
designate the exact location of the subsurface infiltration system, the applicant
shall enter into a maintenance agreement with the City (prior to final map
approval) for the ongoing infiltration, and provide a surety bond to the City to
guarantee that on-site, subsurface infiltration is achieved. The amount of the
bond shall be determined by the Building Division. All other drainage shall be
routed to an off-site facility or on-site permeable area approved by the City. To
the extent possible, a portion of roof drainage shall be routed to on-site
permeable areas. No drainage shall flow over any driveway or sidewalk.
If the drainage of surface waters onto the property requires a sump pump to
discharge said waters onto the street, the property owner(s) shall record an
agreement to assume the risk associated with use and operation of said sump
pump, release the City from any liability, and indemnify the City regarding
receipt of surface waters from the property. The recorded agreement must be
filed with the City prior to issuance of the Certificate of Occupancy.
4. Permitted hours of operation shall be 6:00 a.m. to 10:00 p.m. daily.
5. Outdoor seating along the front of the building shall be allowed only during the
hours of 9:00 a.m. to 10:00 p.m.
6. Unloading and loading of delivery vehicles shall be conducted only during the
hours of 9:00 a.m. and 6:00 p.m.
7. Traffic protection devices (i.e. bollards, block wall, etc.) shall be installed to the
satisfaction of the Community Development Director between the east side of the
building and the adjacent residences.
8. The project shall comply with all requirements of the Building Division, Public
Works Department and Fire Department, and the City of Hermosa Beach
Municipal Code.
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9. Encroachments into the public right-of-way are subject to an encroachment
permit approved by the Public Works Department.
10. The subject property shall be developed, maintained and operated in full
compliance with the conditions of this grant and any law, statute, ordinance or
other regulation hereafter adopted that is applicable to any development or
activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these
conditions.
11. Prior to the submittal of structural plans to the Building Division for plan check
an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the
Planning Division of the Community Development Department stating that the
applicant/property owner is aware of, and agrees to accept, all of the conditions
of this grant of approval.
12. The applicant shall submit all required plans and reports to comply with the
City’s construction debris recycling program including manifests from both the
recycler and County landfill; at least 65% of demolition debris associated with
demolition of the existing improvements and new construction shall be recycled.
13. Prior to issuance of a Building Permit, approved civil engineering plans
prepared by a licensed civil engineer, and approved by Public Works,
addressing grading, undergrounding of all utilities, pavement, sidewalk, curb
and gutter improvements, on-site and off-site drainage (no sheet flow permitted),
installation of utility laterals, and all other improvements necessary to comply
with the Municipal Code and Public Works specifications, shall be filed with the
Community Development Department.
14. Civil engineering plans shall include adjacent properties/structures, sewer
laterals, and storm drain main lines on street.
15. Project construction shall protect private and public property in compliance
with Sections 15.04.070 and 15.04.140. No work in the public right of way shall
commence unless and until all necessary permits are attained from the Public
Works Department including if required, an approved Residential or
Commercial Encroachment Permit.
16. Sewer flow rate for upstream and downstream manhole along with manhole
rim/lid elevations must be submitted prior to grading and plan check. Sewer
lateral video must be submitted with plan check submittal, if the developer plans
to use the existing sewer lateral. Sewer lateral work may be required after
review of the sewer lateral video.
11
17. Sewer lateral video must be submitted with plan check submittal, if the
developer plans to use the existing sewer lateral. Sewer lateral work may be
required after review of the sewer lateral video.
18. Sewer main work may be required after review of sewer lateral video.
19. The project must comply with Storm Water and Urban Runoff Pollution
Control Regulations (HBMC Ch. 8.44). Implement required Low Impact
Development Standards, provide calculations and documents i.e. Appendix D
and E of the Storm Water LID Guidelines, submit at time of grading and plan
check along with an erosion control plan.
20. The Planning Commission may review this Precise Development Plan and
Conditional Use Permit and may amend the subject conditions or impose any
new conditions if deemed necessary to mitigate detrimental effects on the
neighborhood resulting from the subject use pursuant to the procedures for
modification/revocation in the HBMC.
21. Approval of this permit shall expire twenty-four (24) months from the date of
approval by the Planning Commission, unless significant construction or
improvements or the use authorized hereby has commenced. One or more
extensions of time may be requested. No extension shall be considered unless
requested, in writing to the Community Development Director including the
reason therefore, at least 60 days prior to the expiration date. No additional
notice of expiration will be provided.
22. Prior to issuance of a Building Permit, abutting property owners and residents
within 100 feet of the project site shall be notified of the anticipated date for
commencement of construction.
23. The form of the notification shall be provided by the Planning Division of the
Community Development Department.
24. Building permits will not be issued until the applicant provides an affidavit
certifying mailing of the notice.
25. Project construction shall conform to the Noise Control Ordinance requirements
in Section 8.24.050. Allowed hours of construction shall be printed on the
building plans and posted at construction site.
26. During construction traffic control measures, including flagmen, shall be utilized
to preserve public health, safety, and welfare.
27. The following additional conditions apply to the project, and are subject to the
following Mitigation Monitoring and Reporting Program:
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a. The following traffic measures must be provided on the Lazy Acres site, to
the satisfaction of the City’s Community Development Director:
i. Provide a display case/kiosk displaying transportation information
including:
ii. Transit maps, routes and schedules, for routes serving the site;
iii. Contact information for ridesharing agencies, transit agencies, and
other transit related information;
iv. Bicycle route and facility information, including regional/local bicycle
maps and bicycle safety information.
v. Bicycle racks shall be installed to accommodate employees and
customers who bicycle to the site.
vi. Employee walking/bicycling incentive. Lazy Acres shall offer a
program that provides incentives (i.e. local business gift card) each
time an employee walks or bicycles to work.
Monitoring Phase: Construction
Enforcement Agency: Community Development Department
Monitoring Agency: Community Development Department
b. All exterior lighting shall be downcast and fully shielded, and illumination
shall be contained within the property boundaries. Lighting shall be
energy-conserving and motion detector lighting shall be used for all
lighting except low-level (three feet or less in height) security lighting and
porch lights. Lamp bulbs and images shall not be visible from within any
onsite or offsite residential unit. Exterior lighting shall not be deemed
finally approved until 30 days after installation, during which period the
Building Official may order the dimming or modification of any
illumination found to be excessively brilliant or impacting to nearby
properties.
Monitoring Phase: Pre-Construction
Enforcement Agency:Community Development/Building Official
Monitoring Agency: Community Development/Building Official
Section 7. This grant shall not be effective for any purposes until the permittee and the
owners of the property involved have filed at the office of the Planning Division of the
Community Development Department their affidavits stating that they are aware of, and agree to
accept, all of the conditions of this grant.
The Precise Development Plan and Conditional Use Permit shall be recorded, and proof of
recordation shall be submitted to the Community Development Department prior to the issuance
of a building permit.
Each of the above conditions is separately enforced, and if one of the conditions of approval is
found to be invalid by a court of law, all the other conditions shall remain valid and enforceable.
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To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of
Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”)
from and against any claim, action, or proceeding brought by a third party against the
indemnified parties and the applicant to attack, set aside, or void any permit or approval for this
project authorized by the City, including (without limitation) reimbursing the City its actual
attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to
defend any such action with attorneys of its choice.
The permittee shall reimburse the City for any court and attorney's fees which the City may be
required to pay as a result of any claim or action brought against the City because of this grant.
Although the permittee is the real party in interest in an action, the City may, at its sole
discretion, participate at its own expense in the defense of the action, but such participation shall
not relieve the permittee of any obligation under this condition.
Section 8. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to
the decision of the Planning Commission, after a formal appeal to the City Council, must be
made within 90 days after the final decision by the City Council.
VOTE: AYES:
NOES:
ABSTAIN:
ABSENT:
CERTIFICATION
I hereby certify the foregoing Resolution P.C. No. 16-X is a true and complete record of the
action taken by the Planning Commission of the City of Hermosa Beach, California at its regular
meeting of November 15, 2016.
______________________________ ______________________________
Peter Hoffman, Chairman Ken Robertson, Secretary
November 15, 2016
Date
1
ATTACHMENT 1A
P.C. RESOLUTION 16-XX
A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA
BEACH, CALIFORNIA, APPROVING A PARKING PLAN TO ALLOW PARKING
REQUIREMENTS TO BE MET WITH A SHARED PARKING ARRANGEMENT WITH
THE TWO ADJACENT BUILDINGS AT 950 ARTESIA BOULEVARD (CURRENTLY A
MULTI-TENANT OFFICE BUILDING) AND 2420 PACIFIC COAST HIGHWAY
(CURRENTLY HOPE CHAPEL CHURCH) AND THE PARKING LOT CURRENTLY
USED BY HOPE CHAPEL AT 2306 PACIFIC COAST HIGHWAY.
The Planning Commission of the City of Hermosa Beach does hereby resolve and order
as follows:
Section 1. An application was filed by Bristol Farms, requesting approval of Parking
Plan 16-7 to allow parking requirements to be met for a proposed food and beverage market at
2510 Pacific Coast Highway (Lazy Acres Market) with a shared parking arrangement with the
buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific
Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope
Chapel at 2306 Pacific Coast Highway. A total of 358 on-site parking spaces are available. Lazy
Acres proposes to have 100 parking spaces designated solely for their use while 239 spaces will
be allocated for Hope Chapel. The remaining 19 spaces are proposed to be shared between Hope
Chapel and Lazy Acres.
Section 2. The Planning Commission conducted a duly noticed public hearing to
consider the application on November 15, 2016 at which time testimony and evidence, both oral
and written, was presented to and considered by the Planning Commission.
Section 3. Pursuant to the California Environmental Quality Act, the City prepared a
mitigated negative declaration for the proposed project. The MND identified that impacts to
Aesthetics and Transportation/Traffic were potential, but with inclusion of certain condition of
approval would be reduced to a less than significant level. Conditions regarding aesthetics were
recommended by City staff, and a professional traffic consulting firm prepared a traffic impact
analysis which included conditions to reduce these potential project-related impacts, and these
have been included as conditions of approval for this project. In the Initial Study other potential
environmental impacts were identified, however all were considered less than significant. The
comment period for the Mitigated Negative Declaration was from October 26, 2016, to
November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration was noticed
by publication in the Easy Reader on October 27, 2016 and on the City’s website on October 26,
2016, and a public hearing was held at the time of the Planning Commission’s consideration of
the request on November 15, 2016. No comments were received during the public review
period. The Mitigated Negative Declaration prepared for this project reflects the City’s
independent judgment and analysis. Through the resolution approving Precise Development Plan
16-6 and Conditional Use Permit 16-2, the Planning Commission adopted the Mitigated
Negative Delcaration.
2
Section 4. Based on the testimony and evidence received, the Planning Commission
makes the following factual findings:
1. The subject sites are zone C-3 General Commercial (2510 Pacific Coast Highway, 2420
Pacific Coast Highway, and 950 Artesia Boulevard) and Specific Plan Area No. 8 (2306
Pacific Coast Highway).
2. The use of the buildings are as follows:
a. 2510 Pacific Coast Highway = 29,563 square foot food and beverage market
(Lazy Acres Market) with approximately 1,800 square feet of ancillary outdoor
dining.
b. 2420 Pacific Coast Highway = 59,150 square foot main sanctuary building (Hope
Chapel Church).
c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for Hope
Chapel.
d. 950 Artesia Boulevard = 15,000 square feet of church annex/offices.
Section 4. Based on the testimony and evidence received, the Planning Commission
makes the following findings pertaining to the application for a Parking Plan pursuant to Section
17.44.210:
A parking analysis was prepared by Linscott Law and Greenspan Engineers for the proposed
shared parking of Lazy Acres and Hope Chapel. Hope Chapel campus consists of a 59,150
square foot main/church building (2420 Pacific Coast Highway), a 10,000 square foot office
building that houses administrative offices (2306 Pacific Coast Highway) and a 15,000 square
foot office building now occupied by general office (Shorewood Realtors) but will be used as
church annex/offices in the future. The parking analysis includes a potential approximately
24,400 square foot expansion of the main church/building (2420 Pacific Coast Highway).
The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres
based upon the application of the City Code parking ratios, by considering Hope Chapel’s
anticipated operations and church attendance after renovations have been completed, the use of
the shared parking methodology that takes into account a mixed-use development site’s physical
setting, and a program/operations-based assessment and shared parking demand analysis. The
conclusions from the report are as follows:
City Parking Code Requirements
Lazy Acres (2510 Pacific Coast Highway)
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 119 spaces
required (29,563 square foot building)
Hope Chapel Building (2420 Pacific Coast Highway)
Pursuant to Section 17.44, and applying an aggregate of parking ratio standards based on
Hope Chapel’s submitted plans the parking requirement is equal to 814 spaces.
Hope Chapel Offices (2306 Pacific Coast Highway)
3
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 40 spaces
(10,000 square foot building)
Shorewood Plaza (950 Artesia Boulevard
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 60 spaces
Total Code Parking Requirement = 1,033 parking spaces
Compared with the Hope Chapel parking supply of 239 spaces, the 914-space requirement for
the church corresponds to a code-based deficiency of 675 spaces. For Lazy Acres, the code
required 119 spaces is equal to its supply of 119 spaces.
Shared Parking Analysis
The concept of shared parking is widely recognized in the transportation planning industry and
accounts for fluctuations in parking demand over time for different types of uses within a
development. The hourly parking demand profiles utilized in the study and applied to the
proposed Hope Chapel Mixed-Use project are based on profiles developed by the Urban Land
Institute (ULI). The ULI publication presents hourly parking demand profiles for retail and
office uses. For retail uses, peak demand occurs between 12:00 p.m. and 3:00 p.m. n weekdays
and between 2:00 p.m. and 5:00 p.m. on weekends. For office uses, peak demand occurs
between 10:00 a.m. and 12:00 p.m. on weekdays and weekends. These factors were used in the
analysis of the project.
Table 2 of the parking analysis provides a breakdown of the proposed ancillary and non-ancillary
uses inside the Hope Chapel Building (2420 Pacific Coast Highway) and each of their applicable
Municipal Code parking requirement. Additionally, table 2 of the parking analysis provides
applicable Municipal Code parking requirements for the buildings at 2306 Pacific Coast
Highway, 950 Artesia Blvd, and the proposed Lazy Acres building at 2510 Pacific Coast
Highway. Below is a summary of Table 2 of the Parking Analysis:
Hope Chapel Building (2420 Pacific Coast Highway)
Main Sanctuary = 1 space per 50 square feet
Fellowship Hall = 1 space per 50 square feet
Children’s Church/Classrooms/Nursery = 1 space per 50 square feet
Youth programs = 1 space per 50 square feet
Church Classrooms = 1 space per 50 square feet
Small Chapel = 1 space per 50 square feet
Rehearsal Room = 1 space per 50 square feet
Storage/Maintenance = 1 space per 1,000 square feet
Café = 1 space per 250 square feet
Steward Areas = 1 space per 100 square feet
Entry Lobby = ancillary use
Terrace = ancillary Use
Technical Rooms (A/v, sound booth) = ancillary use
Kitchen = ancillary use
Common Areas (restrooms, hallways) = ancillary use
4
Hope Chapel Offices (236 Pacific Coast Highway)
Administration Offices = 1 space per 250 square feet
Shorewood Plaza (950 Artesia Boulevard)
Church Annex/Offices = 1 space per 250 square feet
Lazy Acres Market (2510 Pacific Coast Highway)
Food and beverage market = 1 space per 250 square feet
Tables 6 and 7 present the combined weekday and weekend parking demand for the overall
Hope Chapel Mixed-Use Project based on the shared parking methodology. Table 6 shows that
the weekday peak parking demand aggregate of 318 spaces (215 spaces for Hope Chapel and
103 spaces for Lazy Acres) is forecast to occur at 7:00 p.m. Based on the on-site parking supply
of 358 spaces, a surplus of 40 spaces is forecast.
Table 7 indicates that the weekend (Sunday) peak parking demand for Lazy Acres and Hope
Chapel is forecast to occur at 1:00 p.m. and is equal to 338 spaces (228 spaces for the church and
110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of
20 spaces is forecast.
Operations Based Parking Analysis
Hourly parking demand profiles for the church uses are not provided in the ULI publication, as
such, the parking demand for the church use was determined based on operational information
provided by Hope Chapel. A detailed breakdown of the anticipated operations at Hope Chapel
after their proposed expansion/remodel is provided in the parking analysis and the parking plan
is conditioned to require Hope Chapel operations to be consistent with the proposed operating
times and uses.
Table 5 of the parking analysis converts the number of persons (based on expected attendance by
Hope Chapel) into the number of spaces for each 30-minute interval (by also using the
anticipated schedule of activities per day of the week, as reported by Hope Chapel) based on the
following conservative assumptions:
One adult per vehicle for Ministry Classes, Women’s Bible Study, and all church
employees.
Two adults per vehicle for all church worship services in the main sanctuary.
Table 5 of the Parking Analysis shows peak weekday demand of 215 spaces and a peak weekend
demand of 228 spaces.
Based on the combined shared parking analysis provided for Lazy Acres and operations-based
hourly demand analysis provided for Hope Chapel Church the proposed shared parking
arrangement provides the necessary amount of parking for the proposed uses. The project is
conditioned to require use and operations of the building to be consistent with the stated use and
operation in the Parking Analysis prepared by Linscott Law and Greenspan Engineers and to not
exceed the square footage.
5
Section 5. Based on the foregoing, the Planning Commission hereby approves the
proposed Parking Plan 16-7 subject to the following Conditions of Approval:
1. The use and square footage of the subject buildings shall be consistent with the
uses and not exceed the square feet identified in the Parking Analysis for the
subject project. Minor modifications to the use or square footage of the
buildings is required to comply with project conditions and may be approved by
the Community Development Director.
a. 2510 Pacific Coast Highway = 29,563 square foot food and beverage market
(Lazy Acres Market) with approximately 1,800 square feet of ancillary
outdoor dining.
b. 2420 Pacific Coast Highway = 51,941 square foot main sanctuary building
(Hope Chapel Church).
c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for
Hope Chapel.
d. 950 Artesia Boulevard = 15,000 square feet of church annex/offices.
2. Planning Commission Resolution 10-6 shall hereby be rescinded and the shared
parking arrangement for the properties at 2510 Pacific Coast Highway, 2420
Pacific Coast Highway, 2306 Pacific Coast Highway, and 950 Artesia Boulevard
shall be governed exclusively by the provisions herein.
3. Should complaints or problems occur with the management of parking at the
subject sites, a parking management plan shall be filed and approved by the
Community Development Director. Should complaints and problems continue
to occur, the parking management plan will be modified to address those
concerns to the satisfaction of the Community Development Director. Should
the complaints be substantial or irresolvable, or should problems continue, the
Community Development director shall refer the matter to the Planning
Commission for review of the Parking Plan and/or any applicable Conditional
Use Permits associated with the subject sites.
4. The subject property shall be developed, maintained and operated in full
compliance with the conditions of this grant and any law, statute, ordinance or
other regulation hereafter adopted that is applicable to any development or
activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these
conditions.
5. Approval of this permit shall expire twenty-four (24) months from the date of
approval by the Planning Commission, unless significant construction or
improvements or the use authorized hereby has commenced. One or more
6
extensions of time may be requested. No extension shall be considered unless
requested, in writing to the Community Development Director including the
reason therefore, at least 60 days prior to the expiration date. No additional
notice of expiration will be provided.
Section 6. This grant shall not be effective for any purposes until the permittee and the
owners of the property involved have filed at the office of the Planning Division of the
Community Development Department their affidavits stating that they are aware of, and agree to
accept, all of the conditions of this grant.
This Permit shall be recorded, and proof of recordation shall be submitted to the Community
Development Department prior to the issuance of a building permit.
Each of the above conditions is separately enforced, and if one of the conditions of approval is
found to be invalid by a court of law, all the other conditions shall remain valid and enforceable.
To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of
Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”)
from and against any claim, action, or proceeding brought by a third party against the
indemnified parties and the applicant to attack, set aside, or void any permit or approval for this
project authorized by the City, including (without limitation) reimbursing the City its actual
attorneys’ fees and costs in defense of the litigation. The City may, in its sole discretion, elect to
defend any such action with attorneys of its choice.
The permittee shall reimburse the City for any court and attorney's fees which the City may be
required to pay as a result of any claim or action brought against the City because of this grant.
Although the permittee is the real party in interest in an action, the City may, at its sole
discretion, participate at its own expense in the defense of the action, but such participation shall
not relieve the permittee of any obligation under this condition.
The subject property shall be developed, maintained and operated in full compliance with the
conditions of this grant and any law, statute, ordinance or other regulation applicable to any
development or activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these Conditions.
Section 7. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to
the decision of the Planning Commission, after a formal appeal to the City Council, must be
made within 90 days after the final decision by the City Council.
VOTE: AYES:
NOES:
ABSTAIN:
ABSENT:
7
CERTIFICATION
I hereby certify the foregoing Planning Commission Resolution 16-X is a true and complete
record of the action taken by the Planning Commission of the City of Hermosa Beach, California
at its regular meeting of November 15, 2016.
Peter Hoffman, Chairman Ken Robertson, Secretary
November 15, 2016
Date
1
ATTACHMENT 1
P.C. RESOLUTION 16-XX
A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA
BEACH, CALIFORNIA, APPROVING A PRECISE DEVELOPMENT PLAN TO
ALLOW A FOOD AND BEVERAGE MARKET (LAZY ACRES MARKET) WITHIN AN
EXISTING 29,653 SQUARE FOOT BUILDING AT 2510 PACIFIC COAST HIGHWAY
(CURRENTLY HOPE CHAPEL YOUTH CENTER), CONDITIONAL USE PERMIT
FOR OUTDOOR DINING ACCESSORY TO THE PROPOSED FOOD AND
BEVERAGE MARKET; AND ADOPTION OF THE MITIGATED NEGATIVE
DECLARATION.
The Planning Commission of the City of Hermosa Beach does hereby resolve and order
as follows:
Section 1. An application was filed by Bristol Farms, requesting approval of Precise
Development Plan 16-6 to allow a food and beverage market (Lazy Acres Market) within an
existing 29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel
youth center), and Conditional Use Permit 16-2 for outdoor dining accessory to the proposed
food and beverage market.
Section 2. The Planning Commission conducted a duly noticed public hearing to
consider the application on November 15, 2016 at which time testimony and evidence, both oral
and written, was presented to and considered by the Planning Commission.
Section 3. Based on the testimony and evidence received, the Planning Commission
makes the following factual findings:
1. The site is zoned C-3 which allows food and beverage markets by right. Surrounding
uses consist of restaurants, a church, general office, and residential to the rear.
2. The applicant proposes interior improvements primarily involving demolition of much of
the existing non-structural elements and construction of new non-structural elements for
the supermarket.
3. Exterior improvements involve the installation of new façade treatments along the north
and west sides of the building, construction of two architectural towers at the northeast
portion of the building, re-striping of the parking lot, and installation of landscaping and
underground water-filtration equipment. The façade treatments are proposed to be
constructed of wood siding, stucco, window treatments, entrance and exit doors,
architectural canopies, and lighting. Additional façade treatments include two (2)
architectural towers, one on the north side of the building and one at the northeast corner
of the building. The two architectural towers are proposed to be approximately 38 feet
and 43 feet in height from finished grade. Parking lot landscaping is proposed fronting
Pacific Coast Highway, Artesia Boulevard, and multiple places on the interior of the lot.
2
4. The project proposes to share parking with Hope Chapel Church located on the
neighboring lot to the south. A total of 119 spaces will be designated for Lazy Acres,
with 100 spaces for the sole use of Lazy Acres, 19 spaces will be shared with Hope
Chapel Church during peak weekday and weekend times.
Section 4. Pursuant to the California Environmental Quality Act, the City prepared a
mitigated negative declaration for the proposed project. The MND identified that impacts to
Aesthetics and Transportation/Traffic were potentially significant, but with inclusion of certain
condition of approval would be reduced to a less than significant level. Conditions regarding
aesthetics were recommended by City staff, and a professional traffic consulting firm prepared a
traffic impact analysis which included conditions to reduce these potential project-related
impacts, and these have been included as conditions of approval for this project. In the Initial
Study other potential environmental impacts were identified, however all were considered less
than significant. The comment period for the Mitigated Negative Declaration was from October
26, 2016, to November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration
was noticed by publication in the Easy Reader on October 27, 2016 and on the City’s website on
October 26, 2016, and a public hearing was held at the time of the Planning Commission’s
consideration of the request on November 15, 2016. No comments were received during the
public review period. The Mitigated Negative Declaration prepared for this project reflects the
City’s independent judgment and analysis. The Planning Commission finds that there is no
substantial evidence that the project would have a significant impact on the environment and
finds the Initial Study and Mitigated Negative Declaration adequate and complete The Planning
Commission hereby adopts the Mitigated Negative Declaration and Mitigation Monitoring and
Reporting Program contained below in the conditions of approval. The record of proceedings for
this project and MND are maintained at Hermosa Beach City Hall, Community Development
Department, 1315 Valley Drive, Hermosa Beach, California 90254.
Section 5. Based on the testimony and evidence received, the Planning Commission
makes the following findings pertaining to the application for the Precise Development Plan and
Conditional Use Permit pursuant to H.B.M.C. Sections 17.58.030 and 17.40:
1. Distance from existing residential uses in relation to negative effects: The proposed
project is located on a commercially zoned lot with the nearest residential uses located
adjacent to the building and parking lot, occupying the southeastern border of the
property. The adjacent residential use is a 10-unit complex (2411 Prospect Avenue) that
was built in the early 1970’s. The building was permitted in 2010 to be used as a youth
service center and auditorium for Hope Chapel. The prior use of the building was a
supermarket use from as early as 1994 until 2010 when the youth services center was
permitted.
The proposed project includes the renovation of the interior and exterior of the building
to accommodate the supermarket. Current operations for the youth center are oriented
toward the north entrance of the building. The proposed supermarket is designed with
the entrance/exit on the north side of the building and ancillary outdoor seating along the
north side as well. The primary delivery area will be located along the rear of the
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building (east side of the building) with delivery trucks entering from Artesia Boulevard
and reversing into the unloading dock. The project is conditioned to permit delivery of
goods along the east side and north side of the building from 9:00 a.m. - 6:00 p.m. daily
to reduce the likelihood of impacts to nearby residences. Additionally, no physical
barrier separates the neighboring residences from the east side of the supermarket
building with only limited landscaping and an approximately four- to six-inch curb
present. The project is conditioned to require installation of a physical traffic prevention
barrier (i.e. bollards, block wall) between the supermarket building and the residences.
Although the exterior noise environment is dominated by traffic, the proposed
supermarket with ancillary outdoor seating could impact the neighboring residences if
such uses are conducted in the late evening when traffic levels are reduced and
background noise levels are reduced. The project is conditioned to limit hours of
operation of the interior supermarket from 6:00 a.m. to 10:00 p.m. daily while outdoor
seating is limited to hours of operation 9:00 a.m. to 10:00 p.m. This condition is
consistent with the intent of the noise control standards in Hermosa Beach Municipal
Code Section 8.24.040, which restrict commercial noise producing activities that are
plainly audible from a residential dwelling unit's property line from 10:00 p.m. to 8:00
a.m. Construction activities are limited to 8:00 a.m. to 6:00 p.m. Monday through Friday
and 9:00 a.m. 5:00 p.m. on Saturdays and national holidays.
The project site is urban in character, with generally high levels of existing lighting along
PCH, Artesia Boulevard, and Prospect Avenue. The nearest sensitive receptors are
residential buildings at the rear of the project site, however, the existing building blocks
nighttime views. The project is conditioned to require lighting to be downward facing
thereby minimizing the impact to surrounding sensitive receptors while maintaining
appropriate lighting for safety concerns. No significant impact is anticipated with
proposed mitigation.
2. The amount of existing or proposed off-street parking in relation to actual need:
Parking is analyzed under the Parking Plan resolution, Resolution 16-X. With approval
of the Parking Plan, the City finds that the site is adequately parked.
3. The location of and distance to churches, schools, hospitals and public playgrounds: The
subject site is located adjacent to Hope Chapel and is proposing to share parking with the
church during peak hours for the church. The proposed application was submitted with
input from Hope Chapel regarding their anticipated operations and how they will
coordinate with Lazy Acres to ensure compatibility of the neighboring uses. No impacts
are anticipated.
4. The combination of uses proposed, as they relate to compatibility: Lazy Acres
supermarket will be the only tenant of the building. The proposed supermarket includes a
primary element of retail with an ancillary outdoor dining for on-site consumption. It is
typical of supermarkets to offer an ancillary dining component for on-site consumption or
take-out, and the proposed combination of uses is similar to other establish supermarkets
such as Vons and Ralph's. No impacts are anticipated.
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5. Precautions taken by the owner or operator of the proposed establishment to assure the
compatibility of the use with surrounding uses: The applicant has not proposed any
specific conditions to address compatibility, however design of the building orients the
primary entrance/exit along the north face of the building facing the parking lot and
Artesia Boulevard thereby reducing potential impacts on nearby residences southeast of
the building. Additionally, the project is conditioned to limit loading/unloading of
delivery vehicles to 9:00 a.m. to 6:00 p.m. as well as daily operations to 10:00 p.m.
6. The relationship of the estimated generated traffic volume and the capacity and safety of
streets serving the area: A Traffic Impact Analysis for the project was prepared by TJW
Engineering. The traffic impact study scope included analysis of the proposed Lazy
Acres Market as well as a potential renovation/expansion at Hope Chapel Church (2420
Pacific Coast Highway), located southerly adjacent to the subject site. The potential
Hope Chapel expansion project included in the traffic impact analysis includes a 24,400
square foot expansion of the building at 2420 Pacific Coast Highway and conversion of
an existing 15,000 square foot building at 950 Artesia Boulevard, currently occupied by
general office uses, to a church annex/church office.
The methodology of the traffic study included Level of Service (LOS) analysis of
existing conditions, existing plus project conditions, project opening year without project
conditions, and project opening year with project conditions of eight intersections in the
vicinity of the project:
2nd Street (EW) at Sepulveda Boulevard (NS);
Longfellow Avenue (EW) at Sepulveda Boulevard (NS);
Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1);
21st Street (EW) at Pacific Coast Highway (SR-1);
16th Street (EW) at Pacific Coast Highway (SR-1);
Artesia Boulevard (EW) at Prospect Boulevard (NS);
Artesia Boulevard (EW) at Meadows Avenue (NS);
Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS).
According to the traffic impact analysis, seven of the eight intersections studied operate
at an acceptable LOS (LOS D or better) during weekday AM and PM hours, with the
intersection at Pacific Coast Highway/Artesia Boulevard-Gould Avenue currently
operating at LOS F during weekday AM peak hour. All eight study intersections are
currently operating at acceptable LOS during Sunday mid-day peak hour.
The three intersections projected to operate at unacceptable levels (LOS E) are:
2nd Street (EW) at Sepulveda Boulevard (NS);
Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1); and
Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS).
However, without the project conditions and the application of an ambient growth rate to
existing traffic volumes and anticipated trip generation from 28 proposed projects in
various stages of planning and entitlement, the three intersections projected to operate at
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unacceptable LOS (LOS E) during weekday A.M. peak hour with the project conditions
are also anticipated to operate at the same unacceptable LOS. Therefore, the project is
not anticipated to significantly increase impacts to traffic.
Additionally, the site currently is accessed from three curb cuts along Pacific Coast
Highway and four curb cuts along Artesia Boulevard. These curb cuts allow for multiple
entrance and exit points to the site thereby limiting impacts to street traffic on Pacific
Coast Highway and Artesia Boulevard.
Deliveries to the site will be directed toward the rear of the building (east side) and the
front of the building (north side). Delivery vehicles would enter the site from the
easternmost or second easternmost entrance point along Artesia Boulevard and,
depending on where the delivery vehicle would be unloading, proceed to the front of the
building with a 90-degree right turn inside the parking lot or circle around the main drive
aisle of the parking lot, then reverse into the unloading area at the rear of the
building. The delivery vehicle route is designed to limit significant stopping or reversing
of vehicles on Artesia Boulevard or Pacific Coast Highway and is not identified as
contributing to a significant impact.
Additionally, the Traffic Impact Analysis suggested the following measures to reduce the
likelihood of traffic related impacts and the project is conditioned to require the
following:
A. Provide a display case/kiosk displaying transportation information including:
Transit maps, routes and schedules, for routes serving the site;
Contact information for ridesharing agencies, transit agencies, and other
transit related information;
Bicycle route and facility information, including regional/local bicycle
maps and bicycle safety information.
B. Bicycle racks shall be installed to accommodate employees and customers who
bicycle to the site.
C. Employee walking/bicycling incentive. Lazy Acres shall offer a program that
provides incentives (i.e. local business gift card) each time an employee walks or
bicycles to work.
7. The proposed exterior signs and décor, and the compatibility thereof with existing
establishments in the area: The applicant proposes to alter the existing façade along the
north and west sides of the building and minimal renovation of the east and south sides of
the building. The proposed façade alterations along the north and west sides of the
building include installation of wood siding, windows, a metal roof, small decorative
canopies, and stucco. The proposed color schemes and decorative style are consistent
with other Lazy Acres operated throughout the state which provide a rural barnyard look
with a modern urban architectural touch. Decorative murals are proposed along the west
facing wall and the project is conditioned to require review of the mural images by the
Planning Commission prior to approval.
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The site is on top of a hill at a higher elevation than all surrounding properties. The
proposed improvements will be constructed within the existing envelope of the building,
but includes height increases involving architectural ‘tower elements’ to be constructed
approximately 32’4” and 38 feet from the finished grade. The permissible height limit of
the property is 35 feet. Section 17.46.010 allows towers to be constructed above the
height limit by more than eight feet and cover no more than five percent of the roof area.
The proposed 38 foot high tower occupies approximately 5.4% of the total roof area
(approximately 1,600 square feet) while the remaining 27,963 square feet of roof area
will remain at the existing height of approximately 25 feet, excluding the 32’4” tower
(approximately 900 square feet of the roof area). The project is conditioned to require
reduction of the tower elements to a maximum of 5% of the roof area.
Residential buildings to the rear of the site are constructed at approximately 25-30 feet in
height (two to three stories), while neighboring commercial buildings along Pacific Coast
Highway like Hotel Hermosa (2515 Pacific Coast Highway) across the street, is
constructed at approximately 30-35 feet, and Hope Chapel located adjacent to the subject
building is constructed at 35-40 feet in height. The proposed tower elements are
consistent with scale and size of commercial development along Pacific Coast Highway.
Additionally, the 29,653 square foot single-story building sits on a lot approximately
125,452 square feet in size, and the proposed towers will occupy less than 1,500 square
feet as the project is conditioned.
Lighting will be installed around the building and will be required to be downcast so to
not disturb neighboring uses. Additionally, signage is shown to be installed
predominantly along the north side of the building as well as the west side. The project
includes a mitigation measure to require lighting for signage to be downcast and non-
disruptive to nearby uses and compliant with Section 17.50 (Signs) of the Municipal
Code. No impacts are anticipated.
8. The number of similar establishments or uses within close proximity to the proposed
establishment: The proposed supermarket would be similar to two other established
supermarkets in the City: Vons (located in the Hermosa Pavilion shopping Center at the
corner of Pier Avenue and Pacific Coast Highway) and Trader Joes (located at 110
Pacific Coast Highway). No impacts are anticipated.
9. Building and driveway orientation in relation to sensitive uses, e.g. residences and
schools: As discussed above regarding traffic impacts, the existing site has three curb cuts
along Pacific Coast Highway and four curb cuts along Artesia Boulevard. Traffic
patterns will be oriented toward the north and west side of the lot where it is least
impactful to nearby residences. Additionally, the entrance/exit for the proposed building
is located on the north side of the building with an emergency exit located along the south
side of the building pursuant to Fire and Building Code standards.
Mira Costa High School is located along Artesia Boulevard between Harper Avenue/S.
Meadows Avenue and Ford Avenue/S. Peck Avenue inside the boundaries of the City of
Redondo Beach. The application does not include alterations to existing traffic patterns
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on and around the site and a Traffic Impact Analysis prepared for the project indicated
that the intersection of Ford Avenue/S. Peck Avenue and Artesia Boulevard is projected
to operate at LOS E with or without the proposed project. No impacts are anticipated.
10. Noise, odor, dust and/or vibration that may be generated by the proposed use: The
proposed project is not anticipated to create dust or odor-related impacts. However,
operation of a supermarket has the potential to generate noise and vibration due to vehicle
and pedestrian traffic at the site. The entrance of the supermarket and outdoor seating
area are oriented toward the north side of the building facing Artesia Boulevard so
potential noise impacts are not expected. Additionally, the project is conditioned to limit
the hours of operation of the outdoor seating area from 9:00 a.m. to 10:00 p.m., the
interior supermarket is conditioned to allow operations from 6:00 a.m. to 10:00 p.m., and
a mitigation measure that delivery vehicles entering the loading area at the rear of the
building (eastern side) are permitted from 9:00 a.m. to 6:00 p.m. daily.
The site is subject to noise from traffic on Pacific Coast Highway. The proposed traffic
increase at the site is not anticipated to create significant impacts relative to noise. The
number of increased vehicular trips generated by the project (816 per week) is not great
enough to result in a measurable increase in roadway noise. An increase in traffic
volumes of at least 26 percent is necessary to cause a 1 dB increase in traffic noise. (An
increase of 1dB is well below the level of increase in noise detectable by the human ear; a
3 dB increase is usually applied as a threshold level at which noise might be considered
to have an impact.) The project’s increase of 816 trips to the site weekly, (approximately
4.5 percent increase) does not approach a 26 percent increase over current traffic
volumes. No impacts are anticipated.
11. Impact of the proposed use to the City's infrastructure, and/or services: The site
previously operated as a supermarket prior to the existing youth center and auditorium
use as compared to the existing use. Despite the proposed supermarket demanding
additional utilities and services to the site, the anticipated increase in demand is
anticipated to be able to be met through the existing infrastructure.
12. Will the establishment contribute to a concentration of similar outlets in the area: The
proposed supermarket will be one of three supermarkets in the city. No impacts are
anticipated.
13. Adequacy of mitigation measures to minimize environmental impacts in quantitative
terms: The proposed mitigation measures as they relate to limiting delivery vehicles
hours, downcasting exterior lighting, reduction of tower roof elements to no more than
5% of the roof area, and traffic remedies (including installation of bicycle racks and a
kiosk displaying public transportation information) will quantitatively reduce the
likelihood of potential impacts occurring. The limited delivery hours will provide an
appropriate window of time to allow deliveries at the site to ensure the success of the
business while also reducing the likelihood of noise and vibration impacts during hours
when neighboring residential uses are typically occupied and seeking a relatively quiet
environment. Downcast lighting will quantitatively help to reduce glare and disruption to
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nearby residences while also providing a simple safety measure for the site and its
surrounding properties. Lastly, bicycle racks will provide parking for customers and
employees choosing to access the site via alternative modes of transportation, and an
informational kiosk will assist individuals with additional alternative transportation
methods serving the site.
14. Other considerations that, in the judgement of the Planning Commission, are necessary
to assure compatibility with the surrounding uses, and the City as a whole: No other
impacts are identified.
Section 6. Based on the foregoing, the Planning Commission hereby approves the
proposed Precise Development Plan 16-6 and Conditional Use Permit 16-2 subject to the
following Conditions of Approval:
1. The proposed modifications to the building shall be substantially consistent with
plans submitted and approved by the Planning Commission on November 15,
2016. The Community Development Director may approve minor modifications
that do not otherwise conflict with the Municipal Code or requirements of this
approval. Any substantial deviation must be reviewed and approved by the
Planning Commission.
a. Architectural treatments and accessory facilities shall be as shown on
building elevations, site and floor plans. Precise building height compliance
shall be reviewed at the time of plan check, to the satisfaction of the
Community Development Director.
b. The exterior of the premises shall be maintained in a neat and clean manner,
and maintained free of graffiti at all times.
c. The establishment shall not adversely affect the welfare of the residents,
and/or commercial and residential establishments nearby.
d. The architectural tower at the front entrance of the building (north side)
shall be subject to the development standards of Hermosa Beach Municipal
Code Section 17.46.010. The proposed tower shall not exceed 38 feet in height
and shall occupy no more than 5% of the total roof area.
2. Two copies of a final landscape plan, consistent with landscape plans approved
by the Planning Commission, indicating size, type, quantity and characteristics
of landscape materials shall be submitted to the Community Development
Department and Planning Division for review and approval prior to the
issuance of Building Permits. The final plan shall also include the following:
a. The applicant shall provide a landscape plan to comply with Hermosa
Beach Municipal Code Sections 17.22.060(H) and 8.60.070 to the
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satisfaction of the Community Development Director and Director of
Public Works.
b. An automatic landscape sprinkler system consistent with Hermosa Beach
Municipal Code Section 17.22.060(H) shall be provided, and shall be shown
on plans (Building Permits are required).
3. The plans shall comply with Hermosa Beach Municipal Code Section 8.44.095
and install permeable surfaces in the parking lot and other non-landscaped
areas to the maximum extent feasible. If providing water-permeable surfaces on
at least 50% of exterior surface area is not feasible and incorporating measures
in 8.44.095 to the extent practicable to infiltrate the volume of runoff produced
by a 0.80 inch twenty-four (24) hour rain event, then the applicant shall infiltrate
runoff on-site. In the event that subsurface infiltration is required, plans shall
designate the exact location of the subsurface infiltration system, the applicant
shall enter into a maintenance agreement with the City (prior to final map
approval) for the ongoing infiltration, and provide a surety bond to the City to
guarantee that on-site, subsurface infiltration is achieved. The amount of the
bond shall be determined by the Building Division. All other drainage shall be
routed to an off-site facility or on-site permeable area approved by the City. To
the extent possible, a portion of roof drainage shall be routed to on-site
permeable areas. No drainage shall flow over any driveway or sidewalk.
If the drainage of surface waters onto the property requires a sump pump to
discharge said waters onto the street, the property owner(s) shall record an
agreement to assume the risk associated with use and operation of said sump
pump, release the City from any liability, and indemnify the City regarding
receipt of surface waters from the property. The recorded agreement must be
filed with the City prior to issuance of the Certificate of Occupancy.
4. Permitted hours of operation shall be 6:00 a.m. to 10:00 p.m. daily.
5. Outdoor seating along the front of the building shall be allowed only during the
hours of 9:00 a.m. to 10:00 p.m.
6. Unloading and loading of delivery vehicles shall be conducted only during the
hours of 9:00 a.m. and 6:00 p.m.
7. Traffic protection devices (i.e. bollards, block wall, etc.) shall be installed to the
satisfaction of the Community Development Director between the east side of the
building and the adjacent residences.
8. The project shall comply with all requirements of the Building Division, Public
Works Department and Fire Department, and the City of Hermosa Beach
Municipal Code.
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9. Encroachments into the public right-of-way are subject to an encroachment
permit approved by the Public Works Department.
10. The subject property shall be developed, maintained and operated in full
compliance with the conditions of this grant and any law, statute, ordinance or
other regulation hereafter adopted that is applicable to any development or
activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these
conditions.
11. Prior to the submittal of structural plans to the Building Division for plan check
an ‘Acceptance of Conditions’ affidavit and recording fees shall be filed with the
Planning Division of the Community Development Department stating that the
applicant/property owner is aware of, and agrees to accept, all of the conditions
of this grant of approval.
12. The applicant shall submit all required plans and reports to comply with the
City’s construction debris recycling program including manifests from both the
recycler and County landfill; at least 65% of demolition debris associated with
demolition of the existing improvements and new construction shall be recycled.
13. Prior to issuance of a Building Permit, approved civil engineering plans
prepared by a licensed civil engineer, and approved by Public Works,
addressing grading, undergrounding of all utilities, pavement, sidewalk, curb
and gutter improvements, on-site and off-site drainage (no sheet flow permitted),
installation of utility laterals, and all other improvements necessary to comply
with the Municipal Code and Public Works specifications, shall be filed with the
Community Development Department.
14. Civil engineering plans shall include adjacent properties/structures, sewer
laterals, and storm drain main lines on street.
15. Project construction shall protect private and public property in compliance
with Sections 15.04.070 and 15.04.140. No work in the public right of way shall
commence unless and until all necessary permits are attained from the Public
Works Department including if required, an approved Residential or
Commercial Encroachment Permit.
16. Sewer flow rate for upstream and downstream manhole along with manhole
rim/lid elevations must be submitted prior to grading and plan check. Sewer
lateral video must be submitted with plan check submittal, if the developer plans
to use the existing sewer lateral. Sewer lateral work may be required after
review of the sewer lateral video.
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17. Sewer lateral video must be submitted with plan check submittal, if the
developer plans to use the existing sewer lateral. Sewer lateral work may be
required after review of the sewer lateral video.
18. Sewer main work may be required after review of sewer lateral video.
19. The project must comply with Storm Water and Urban Runoff Pollution
Control Regulations (HBMC Ch. 8.44). Implement required Low Impact
Development Standards, provide calculations and documents i.e. Appendix D
and E of the Storm Water LID Guidelines, submit at time of grading and plan
check along with an erosion control plan.
20. The Planning Commission may review this Precise Development Plan and
Conditional Use Permit and may amend the subject conditions or impose any
new conditions if deemed necessary to mitigate detrimental effects on the
neighborhood resulting from the subject use pursuant to the procedures for
modification/revocation in the HBMC.
21. Approval of this permit shall expire twenty-four (24) months from the date of
approval by the Planning Commission, unless significant construction or
improvements or the use authorized hereby has commenced. One or more
extensions of time may be requested. No extension shall be considered unless
requested, in writing to the Community Development Director including the
reason therefore, at least 60 days prior to the expiration date. No additional
notice of expiration will be provided.
22. Prior to issuance of a Building Permit, abutting property owners and residents
within 100 feet of the project site shall be notified of the anticipated date for
commencement of construction.
23. The form of the notification shall be provided by the Planning Division of the
Community Development Department.
24. Building permits will not be issued until the applicant provides an affidavit
certifying mailing of the notice.
25. Project construction shall conform to the Noise Control Ordinance requirements
in Section 8.24.050. Allowed hours of construction shall be printed on the
building plans and posted at construction site.
26. During construction traffic control measures, including flagmen, shall be utilized
to preserve public health, safety, and welfare.
27. The following additional conditions apply to the project, and are subject to the
following Mitigation Monitoring and Reporting Program:
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a. The following traffic measures must be provided on the Lazy Acres site, to
the satisfaction of the City’s Community Development Director:
i. Provide a display case/kiosk displaying transportation information
including:
ii. Transit maps, routes and schedules, for routes serving the site;
iii. Contact information for ridesharing agencies, transit agencies, and
other transit related information;
iv. Bicycle route and facility information, including regional/local bicycle
maps and bicycle safety information.
v. Bicycle racks shall be installed to accommodate employees and
customers who bicycle to the site.
vi. Employee walking/bicycling incentive. Lazy Acres shall offer a
program that provides incentives (i.e. local business gift card) each
time an employee walks or bicycles to work.
Monitoring Phase: Construction
Enforcement Agency: Community Development Department
Monitoring Agency: Community Development Department
b. All exterior lighting shall be downcast and fully shielded, and illumination
shall be contained within the property boundaries. Lighting shall be
energy-conserving and motion detector lighting shall be used for all
lighting except low-level (three feet or less in height) security lighting and
porch lights. Lamp bulbs and images shall not be visible from within any
onsite or offsite residential unit. Exterior lighting shall not be deemed
finally approved until 30 days after installation, during which period the
Building Official may order the dimming or modification of any
illumination found to be excessively brilliant or impacting to nearby
properties.
Monitoring Phase: Pre-Construction
Enforcement Agency:Community Development/Building Official
Monitoring Agency: Community Development/Building Official
Section 7. This grant shall not be effective for any purposes until the permittee and the
owners of the property involved have filed at the office of the Planning Division of the
Community Development Department their affidavits stating that they are aware of, and agree to
accept, all of the conditions of this grant.
The Precise Development Plan and Conditional Use Permit shall be recorded, and proof of
recordation shall be submitted to the Community Development Department prior to the issuance
of a building permit.
Each of the above conditions is separately enforced, and if one of the conditions of approval is
found to be invalid by a court of law, all the other conditions shall remain valid and enforceable.
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To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of
Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”)
from and against any claim, action, or proceeding brought by a third party against the
indemnified parties and the applicant to attack, set aside, or void any permit or approval for this
project authorized by the City, including (without limitation) reimbursing the City its actual
attorney’s fees and costs in defense of the litigation. The City may, in its sole discretion, elect to
defend any such action with attorneys of its choice.
The permittee shall reimburse the City for any court and attorney's fees which the City may be
required to pay as a result of any claim or action brought against the City because of this grant.
Although the permittee is the real party in interest in an action, the City may, at its sole
discretion, participate at its own expense in the defense of the action, but such participation shall
not relieve the permittee of any obligation under this condition.
Section 8. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to
the decision of the Planning Commission, after a formal appeal to the City Council, must be
made within 90 days after the final decision by the City Council.
VOTE: AYES:
NOES:
ABSTAIN:
ABSENT:
CERTIFICATION
I hereby certify the foregoing Resolution P.C. No. 16-X is a true and complete record of the
action taken by the Planning Commission of the City of Hermosa Beach, California at its regular
meeting of November 15, 2016.
______________________________ ______________________________
Peter Hoffman, Chairman Ken Robertson, Secretary
November 15, 2016
Date
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ATTACHMENT 1A
P.C. RESOLUTION 16-XX
A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HERMOSA
BEACH, CALIFORNIA, APPROVING A PARKING PLAN TO ALLOW PARKING
REQUIREMENTS TO BE MET WITH A SHARED PARKING ARRANGEMENT WITH
THE TWO ADJACENT BUILDINGS AT 950 ARTESIA BOULEVARD (CURRENTLY A
MULTI-TENANT OFFICE BUILDING) AND 2420 PACIFIC COAST HIGHWAY
(CURRENTLY HOPE CHAPEL CHURCH) AND THE PARKING LOT CURRENTLY
USED BY HOPE CHAPEL AT 2306 PACIFIC COAST HIGHWAY.
The Planning Commission of the City of Hermosa Beach does hereby resolve and order
as follows:
Section 1. An application was filed by Bristol Farms, requesting approval of Parking
Plan 16-7 to allow parking requirements to be met for a proposed food and beverage market at
2510 Pacific Coast Highway (Lazy Acres Market) with a shared parking arrangement with the
buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific
Coast Highway (currently Hope Chapel Church) and the parking lot currently used by Hope
Chapel at 2306 Pacific Coast Highway. A total of 358 on-site parking spaces are available. Lazy
Acres proposes to have 100 parking spaces designated solely for their use while 239 spaces will
be allocated for Hope Chapel. The remaining 19 spaces are proposed to be shared between Hope
Chapel and Lazy Acres.
Section 2. The Planning Commission conducted a duly noticed public hearing to
consider the application on November 15, 2016 at which time testimony and evidence, both oral
and written, was presented to and considered by the Planning Commission.
Section 3. Pursuant to the California Environmental Quality Act, the City prepared a
mitigated negative declaration for the proposed project. The MND identified that impacts to
Aesthetics and Transportation/Traffic were potential, but with inclusion of certain condition of
approval would be reduced to a less than significant level. Conditions regarding aesthetics were
recommended by City staff, and a professional traffic consulting firm prepared a traffic impact
analysis which included conditions to reduce these potential project-related impacts, and these
have been included as conditions of approval for this project. In the Initial Study other potential
environmental impacts were identified, however all were considered less than significant. The
comment period for the Mitigated Negative Declaration was from October 26, 2016, to
November 15, 2016. A notice of intent to adopt a Mitigated Negative Declaration was noticed
by publication in the Easy Reader on October 27, 2016 and on the City’s website on October 26,
2016, and a public hearing was held at the time of the Planning Commission’s consideration of
the request on November 15, 2016. No comments were received during the public review
period. The Mitigated Negative Declaration prepared for this project reflects the City’s
independent judgment and analysis. Through the resolution approving Precise Development Plan
16-6 and Conditional Use Permit 16-2, the Planning Commission adopted the Mitigated
Negative Delcaration.
2
Section 4. Based on the testimony and evidence received, the Planning Commission
makes the following factual findings:
1. The subject sites are zone C-3 General Commercial (2510 Pacific Coast Highway, 2420
Pacific Coast Highway, and 950 Artesia Boulevard) and Specific Plan Area No. 8 (2306
Pacific Coast Highway).
2. The use of the buildings are as follows:
a. 2510 Pacific Coast Highway = 29,563 square foot food and beverage market
(Lazy Acres Market) with approximately 1,800 square feet of ancillary outdoor
dining.
b. 2420 Pacific Coast Highway = 59,150 square foot main sanctuary building (Hope
Chapel Church).
c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for Hope
Chapel.
d. 950 Artesia Boulevard = 15,000 square feet of church annex/offices.
Section 4. Based on the testimony and evidence received, the Planning Commission
makes the following findings pertaining to the application for a Parking Plan pursuant to Section
17.44.210:
A parking analysis was prepared by Linscott Law and Greenspan Engineers for the proposed
shared parking of Lazy Acres and Hope Chapel. Hope Chapel campus consists of a 59,150
square foot main/church building (2420 Pacific Coast Highway), a 10,000 square foot office
building that houses administrative offices (2306 Pacific Coast Highway) and a 15,000 square
foot office building now occupied by general office (Shorewood Realtors) but will be used as
church annex/offices in the future. The parking analysis includes a potential approximately
24,400 square foot expansion of the main church/building (2420 Pacific Coast Highway).
The parking analysis estimates the future parking requirements for Hope Chapel and Lazy Acres
based upon the application of the City Code parking ratios, by considering Hope Chapel’s
anticipated operations and church attendance after renovations have been completed, the use of
the shared parking methodology that takes into account a mixed-use development site’s physical
setting, and a program/operations-based assessment and shared parking demand analysis. The
conclusions from the report are as follows:
City Parking Code Requirements
Lazy Acres (2510 Pacific Coast Highway)
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 119 spaces
required (29,563 square foot building)
Hope Chapel Building (2420 Pacific Coast Highway)
Pursuant to Section 17.44, and applying an aggregate of parking ratio standards based on
Hope Chapel’s submitted plans the parking requirement is equal to 814 spaces.
Hope Chapel Offices (2306 Pacific Coast Highway)
3
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 40 spaces
(10,000 square foot building)
Shorewood Plaza (950 Artesia Boulevard
Pursuant to Section 17.44, 1 space per 250 square feet parking standard = 60 spaces
Total Code Parking Requirement = 1,033 parking spaces
Compared with the Hope Chapel parking supply of 239 spaces, the 914-space requirement for
the church corresponds to a code-based deficiency of 675 spaces. For Lazy Acres, the code
required 119 spaces is equal to its supply of 119 spaces.
Shared Parking Analysis
The concept of shared parking is widely recognized in the transportation planning industry and
accounts for fluctuations in parking demand over time for different types of uses within a
development. The hourly parking demand profiles utilized in the study and applied to the
proposed Hope Chapel Mixed-Use project are based on profiles developed by the Urban Land
Institute (ULI). The ULI publication presents hourly parking demand profiles for retail and
office uses. For retail uses, peak demand occurs between 12:00 p.m. and 3:00 p.m. n weekdays
and between 2:00 p.m. and 5:00 p.m. on weekends. For office uses, peak demand occurs
between 10:00 a.m. and 12:00 p.m. on weekdays and weekends. These factors were used in the
analysis of the project.
Table 2 of the parking analysis provides a breakdown of the proposed ancillary and non-ancillary
uses inside the Hope Chapel Building (2420 Pacific Coast Highway) and each of their applicable
Municipal Code parking requirement. Additionally, table 2 of the parking analysis provides
applicable Municipal Code parking requirements for the buildings at 2306 Pacific Coast
Highway, 950 Artesia Blvd, and the proposed Lazy Acres building at 2510 Pacific Coast
Highway. Below is a summary of Table 2 of the Parking Analysis:
Hope Chapel Building (2420 Pacific Coast Highway)
Main Sanctuary = 1 space per 50 square feet
Fellowship Hall = 1 space per 50 square feet
Children’s Church/Classrooms/Nursery = 1 space per 50 square feet
Youth programs = 1 space per 50 square feet
Church Classrooms = 1 space per 50 square feet
Small Chapel = 1 space per 50 square feet
Rehearsal Room = 1 space per 50 square feet
Storage/Maintenance = 1 space per 1,000 square feet
Café = 1 space per 250 square feet
Steward Areas = 1 space per 100 square feet
Entry Lobby = ancillary use
Terrace = ancillary Use
Technical Rooms (A/v, sound booth) = ancillary use
Kitchen = ancillary use
Common Areas (restrooms, hallways) = ancillary use
4
Hope Chapel Offices (236 Pacific Coast Highway)
Administration Offices = 1 space per 250 square feet
Shorewood Plaza (950 Artesia Boulevard)
Church Annex/Offices = 1 space per 250 square feet
Lazy Acres Market (2510 Pacific Coast Highway)
Food and beverage market = 1 space per 250 square feet
Tables 6 and 7 present the combined weekday and weekend parking demand for the overall
Hope Chapel Mixed-Use Project based on the shared parking methodology. Table 6 shows that
the weekday peak parking demand aggregate of 318 spaces (215 spaces for Hope Chapel and
103 spaces for Lazy Acres) is forecast to occur at 7:00 p.m. Based on the on-site parking supply
of 358 spaces, a surplus of 40 spaces is forecast.
Table 7 indicates that the weekend (Sunday) peak parking demand for Lazy Acres and Hope
Chapel is forecast to occur at 1:00 p.m. and is equal to 338 spaces (228 spaces for the church and
110 spaces for the supermarket). Based on the on-site parking supply of 358 spaces, a surplus of
20 spaces is forecast.
Operations Based Parking Analysis
Hourly parking demand profiles for the church uses are not provided in the ULI publication, as
such, the parking demand for the church use was determined based on operational information
provided by Hope Chapel. A detailed breakdown of the anticipated operations at Hope Chapel
after their proposed expansion/remodel is provided in the parking analysis and the parking plan
is conditioned to require Hope Chapel operations to be consistent with the proposed operating
times and uses.
Table 5 of the parking analysis converts the number of persons (based on expected attendance by
Hope Chapel) into the number of spaces for each 30-minute interval (by also using the
anticipated schedule of activities per day of the week, as reported by Hope Chapel) based on the
following conservative assumptions:
One adult per vehicle for Ministry Classes, Women’s Bible Study, and all church
employees.
Two adults per vehicle for all church worship services in the main sanctuary.
Table 5 of the Parking Analysis shows peak weekday demand of 215 spaces and a peak weekend
demand of 228 spaces.
Based on the combined shared parking analysis provided for Lazy Acres and operations-based
hourly demand analysis provided for Hope Chapel Church the proposed shared parking
arrangement provides the necessary amount of parking for the proposed uses. The project is
conditioned to require use and operations of the building to be consistent with the stated use and
operation in the Parking Analysis prepared by Linscott Law and Greenspan Engineers and to not
exceed the square footage.
5
Section 5. Based on the foregoing, the Planning Commission hereby approves the
proposed Parking Plan 16-7 subject to the following Conditions of Approval:
1. The use and square footage of the subject buildings shall be consistent with the
uses and not exceed the square feet identified in the Parking Analysis for the
subject project. Minor modifications to the use or square footage of the
buildings is required to comply with project conditions and may be approved by
the Community Development Director.
a. 2510 Pacific Coast Highway = 29,563 square foot food and beverage market
(Lazy Acres Market) with approximately 1,800 square feet of ancillary
outdoor dining.
b. 2420 Pacific Coast Highway = 51,941 square foot main sanctuary building
(Hope Chapel Church).
c. 2306 Pacific Coast Highway = 10,000 square foot administration offices for
Hope Chapel.
d. 950 Artesia Boulevard = 15,000 square feet of church annex/offices.
2. Planning Commission Resolution 10-6 shall hereby be rescinded and the shared
parking arrangement for the properties at 2510 Pacific Coast Highway, 2420
Pacific Coast Highway, 2306 Pacific Coast Highway, and 950 Artesia Boulevard
shall be governed exclusively by the provisions herein.
3. Should complaints or problems occur with the management of parking at the
subject sites, a parking management plan shall be filed and approved by the
Community Development Director. Should complaints and problems continue
to occur, the parking management plan will be modified to address those
concerns to the satisfaction of the Community Development Director. Should
the complaints be substantial or irresolvable, or should problems continue, the
Community Development director shall refer the matter to the Planning
Commission for review of the Parking Plan and/or any applicable Conditional
Use Permits associated with the subject sites.
4. The subject property shall be developed, maintained and operated in full
compliance with the conditions of this grant and any law, statute, ordinance or
other regulation hereafter adopted that is applicable to any development or
activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these
conditions.
5. Approval of this permit shall expire twenty-four (24) months from the date of
approval by the Planning Commission, unless significant construction or
improvements or the use authorized hereby has commenced. One or more
6
extensions of time may be requested. No extension shall be considered unless
requested, in writing to the Community Development Director including the
reason therefore, at least 60 days prior to the expiration date. No additional
notice of expiration will be provided.
Section 6. This grant shall not be effective for any purposes until the permittee and the
owners of the property involved have filed at the office of the Planning Division of the
Community Development Department their affidavits stating that they are aware of, and agree to
accept, all of the conditions of this grant.
This Permit shall be recorded, and proof of recordation shall be submitted to the Community
Development Department prior to the issuance of a building permit.
Each of the above conditions is separately enforced, and if one of the conditions of approval is
found to be invalid by a court of law, all the other conditions shall remain valid and enforceable.
To the extent permitted by law, Permittee shall defend, indemnify and hold harmless the City of
Hermosa Beach, its City Council, its officers, employees and agents (the “indemnified parties”)
from and against any claim, action, or proceeding brought by a third party against the
indemnified parties and the applicant to attack, set aside, or void any permit or approval for this
project authorized by the City, including (without limitation) reimbursing the City its actual
attorneys’ fees and costs in defense of the litigation. The City may, in its sole discretion, elect to
defend any such action with attorneys of its choice.
The permittee shall reimburse the City for any court and attorney's fees which the City may be
required to pay as a result of any claim or action brought against the City because of this grant.
Although the permittee is the real party in interest in an action, the City may, at its sole
discretion, participate at its own expense in the defense of the action, but such participation shall
not relieve the permittee of any obligation under this condition.
The subject property shall be developed, maintained and operated in full compliance with the
conditions of this grant and any law, statute, ordinance or other regulation applicable to any
development or activity on the subject property. Failure of the permittee to cease any
development or activity not in full compliance shall be a violation of these Conditions.
Section 7. Pursuant to the Code of Civil Procedure Section 1094.6, any legal challenge to
the decision of the Planning Commission, after a formal appeal to the City Council, must be
made within 90 days after the final decision by the City Council.
VOTE: AYES:
NOES:
ABSTAIN:
ABSENT:
7
CERTIFICATION
I hereby certify the foregoing Planning Commission Resolution 16-X is a true and complete
record of the action taken by the Planning Commission of the City of Hermosa Beach, California
at its regular meeting of November 15, 2016.
Peter Hoffman, Chairman Ken Robertson, Secretary
November 15, 2016
Date
August 29, 2016
Mr. Darin Eng
Little Diversified Architectural Consulting
1300 Dove Street, Suite 100
Newport Beach, California 92660
LLG Reference: 2.16.3652.1
Subject: Updated Parking Analysis for the Hope Chapel Mixed-Use
Project/Lazy Acres Grocery Market Hermosa Beach, California
Dear Mr. Eng:
Linscott, Law & Greenspan, Engineers (LLG) is pleased to submit this Parking
Analysis for the Hope Chapel Mixed-Use Project, which includes future church renovations called for in the Master Plan, and re-occupancy of an existing building
within property owned by Hope Chapel by Lazy Acres Grocery Market to be located
at 2512 Pacific Coast Highway in the City of Hermosa Beach, California.
The existing Hope Chapel campus consists of a 34,750-SF main/church building (located at 2420 Pacific Coast Highway), a 10,000-SF office building that houses
Hope Chapel’s administrative offices (located at 2306 Pacific Coast Highway), and a
15,000-SF office building (located at 950 Artesia Boulevard) that is now occupied by
Shorewood Realty but will be used as church annex/offices in the future. Proposed
renovations for Hope Chapel will add 17,191 SF to the main/church building, of which 760 SF corresponds to the net expansion of the main sanctuary.
The proposed Lazy Acres Grocery Market includes the renovation of 29,653 square
feet (SF) of vacant space within Hope Chapel property (formerly occupied by
Albertsons supermarket), plus an expansion of up to 425 SF for additional receiving area, resulting in a total floor area for Lazy Acres of 30,078 SF.
The parking analysis estimates the future parking requirements for Hope Chapel and
Lazy Acres based upon the application of City Code parking ratios, by considering
Hope Chapel’s anticipated operations and church attendance after renovations have been completed, and the use of the Shared Parking methodology that takes into
account a mixed-use development site’s physical setting. Compared to City Code
parking calculations, a program/operations-based assessment and a shared parking
demand analysis result in a more realistic representation of a mixed-use
development’s parking needs. Our method of analysis, findings, and conclusions are described in detail in the following sections of this report.
Mr. Darin Eng
August 29, 2016
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PROJECT DESCRIPTION
Table 1 presents the development summary for the project. As shown, the proposed
project is comprised of Hope Chapel’s main/church building (including a net expansion of 17,191 SF, of which only 760 SF will be added to the main sanctuary),
Hope Chapel office building (to remain as church administration offices in the
future), Shorewood Plaza (existing realty offices expected to be repurposed as church
annex/offices for Hope Chapel in the future), and re-occupancy of the currently
vacant building (prior Albertsons) by Lazy Acres Grocery Market. The church component totals 76,941 SF and the retail component corresponds to 30,078 SF.
A total of 358 on-site parking spaces will be provided for the project, of which 237
spaces will be allocated for Hope Chapel, and 121 spaces will be designated for Lazy
Acres, of which 100 spaces of these spaces will be for the sole use of Lazy Acres. A review of the Proposed Site Plan (Master Parking Plan) prepared by Little Diversified
Architectural Consulting (plan attached to rear of the letter, following the tables)
indicates that a “ Green Dot”, 12” in diameter painted in the parking stall denotes
Lazy Acres Parking.
Church Operations
According to Hope Chapel representatives, anticipated attendance and operations are
fairly representative of congregation numbers and activity levels in the past. This is validated by the fact that, despite the 17,191 SF of expansion proposed for the Hope
Chapel main building, the main sanctuary (the primary space used to estimate busiest
time periods and parking needs for churches) will only increase in size by 760 SF.
The following bulleted items detail the church’s expected weekly daily operations (Monday through Sunday), as provided by Hope Chapel staff (special events that may
occur annually or on rare occasions are not a part of the schedule presented below):
Monday
Church open from 5:30 PM to 9:30 PM
Ministry Classes, 6:00 PM to 9:00 PM, held in church classrooms (approximately
25 adults)
Tuesday
Church open from 8:00 AM to 10:00 PM
Women’s Bible Study, 9:00 AM to 11:00 AM, held in main sanctuary
(approximately 70 adults and 15 employees)
Children’s Program/Nursery, 9:00 AM to 11:00 AM, held in children’s
classrooms (approximately 20 children/non-drivers)
Tuesday Night Church Service, 6:30 PM to 9:30 PM, held in main sanctuary (approximately 150 adults and 15 employees)
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August 29, 2016
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Youth/High School Program, 6:30 PM to 9:30 PM, held in youth program area
(approximately 80 youths/non-drivers).
Wednesday
Church open from 8:00 AM to 10:00 PM
Women’s Bible Study, 9:00 AM to 11:00 AM, held in main sanctuary
(approximately 70 adults and 15 employees)
Children’s Program/Nursery, 9:00 AM to 11:00 AM, held in children’s classrooms (approximately 20 children/non-drivers)
Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately
70 adults and 10 employees)
Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms
(approximately 20 children/non-drivers)
Thursday
Church open from 8:00 AM to 10:00 PM
Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately 60 adults and 10 employees)
Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms
(approximately 20 children/non-drivers)
Friday
Church open from 8:00 AM to 10:00 PM
Friday Night Church Service, 6:30 PM to 9:30 PM, held in main sanctuary
(approximately 400 adults and 15 employees)
Youth/Jr. High School Program, 6:30 PM to 9:30 PM, held in youth program area
(approximately 125 youths/non-drivers).
Children’s Program/Nursery, 6:30 PM to 9:30 PM, held in children’s classrooms
(approximately 75 children/non-drivers)
Saturday
Church open from 8:00 AM to 10:00 PM
Saturday Night Church Service, 5:30 PM to 8:30 PM, held in main sanctuary (approximately 350 adults and 15 employees)
Children’s Program/Nursery, 5:30 PM to 8:30 PM, held in children’s classrooms
(approximately 100 children/non-drivers)
Sunday
Church open from 7:00 AM to 10:00 PM
Sunday Morning First Church Service, 8:00 AM to 10:00 AM, held in main
sanctuary (approximately 400 adults and 15 employees)
Children’s Program/Nursery, 7:30 AM to 10:15 AM, held in children’s classrooms (approximately 100 children/non-drivers)
Sunday Morning Second Church Service, 11:00 AM to 1:15 PM, held in main
sanctuary (approximately 450 adults and 15 employees)
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August 29, 2016
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Children’s Program/Nursery, 10:15 AM to 1:30 PM, held in children’s classrooms
(approximately 150 children/non-drivers)
Ministry Classes, 6:30 PM to 9:30 PM, held in church classrooms (approximately
60 adults and 10 employees) PARKING DEMAND ANALYSIS
The parking analysis for the Hope Chapel Mixed-Use Development Project involves determining the expected parking needs, based on the size and type of proposed
development components, versus the proposed parking supply.
In general, there are two methods that can be used to estimate the site’s peak parking
demands. These methods include:
1. Application of City code requirements (which typically treat each use in the
mixed-use development as a “stand alone” use at maximum demand); and
2. Application of the shared parking methodology, which is based on parking usage patterns by time-of-day (recognizes that the parking demand for each
land use component varies by time of day, day of week, and/or month of
year).
The shared parking methodology is certainly applicable to the proposed Hope Chapel Mixed-Use Project as the individual land uses (i.e., church and retail uses) experience
peak demands at different times of the day.
CITY PARKING CODE REQUIREMENTS To determine the number of parking spaces required to support the Hope Chapel
Mixed-Use Project, the parking demand was calculated using parking codes per the
City of Hermosa Beach Municipal Code, Section 17.44.030 (Off-Street Parking Requirements).
Table 2 summarizes the City Code ratios applied to the various components of the
project, and shows that City Code parking requirement for Hope Chapel totals 790
spaces, and Code-required parking for Lazy Acres is 120 spaces.
Compared with the Hope Chapel parking supply of 237 spaces, the 790-space
requirement for the church corresponds to a Code-based deficiency of 553 spaces.
For Lazy Acres, comparing its City Code requirement of 120 spaces against its 121-
space supply yields a Code-based surplus of 1 space. In the aggregate, the City Code
calculations result in a site-wide, Code-based deficiency of 552 spaces.
Mr. Darin Eng
August 29, 2016
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For clarity, the City Code-based calculations can be considered to result in very
conservative estimates of Hope Chapel’s parking demand since it ignores the fact that
the different components of a church operate at different times of day or on different
days of the week, and that the Fellowship Hall, Children’s Church/Classrooms/Nursery, Youth Program Areas, Small Chapel, Rehearsal Room,
Café, and Steward Areas do not generate additive parking demand (i.e., the users of
these facilities do not drive and/or have already been represented in parking demand
calculated for the main sanctuary and church classrooms).
Given the above, the following section summarizes the project’s weekday and
weekend parking requirements based on a City code evaluation with “shared
parking”.
SHARED PARKING ANALYSIS The concept of Shared Parking, which is widely recognized in the transportation
planning industry, accounts for the fluctuations in parking demand over time for
different types of land uses within a development. Due to the unique parking characteristics of the project’s mixed-use development (i.e., retail and church
development), opportunities for shared parking can be expected. The analytical
procedures for Shared Parking Analyses are well documented in the Shared Parking,
2nd Edition publication by the Urban Land Institute (ULI).
The hourly parking demand profiles (expressed in percent of peak demand) utilized in
this study and applied to the proposed Hope Chapel Mixed-Use Project are based on
profiles developed by ULI. The ULI publication presents hourly parking demand
profiles for retail uses and office uses. These factors present a profile of parking
demand over time and have been used directly, by land use type, in the analysis of this project.
For retail uses, peak demand occurs between 12:00 PM and 3:00 PM on weekdays
and between 2:00 PM and 5:00 PM on weekends. The retail parking demand profile
was applied to Lazy Acres and the church cafe.
For office uses, peak demand occurs between 10:00 AM and 12:00 PM on weekdays
and weekends. The office parking demand profile was applied to the church
administration offices, church annex/offices, and church maintenance/storage.
Hourly parking demand profiles for the remaining church uses (i.e. Main Sanctuary,
Fellowship Hall, Children’s Church, Classrooms, etc.) are not provided in the ULI
Shared Parking, 2nd Edition publication. As such, the parking demand for these uses
was determined based on operational information provided by Hope Chapel.
Mr. Darin Eng
August 29, 2016
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Shared Parking Analysis – Church Component Only
Tables 3 and 4 present the weekday (Friday) and weekend (Sunday) parking demand
for the church component of the proposed project based on the Shared Parking methodology, and the application of City Code parking ratios to the various land use
components of Hope Chapel. Columns (2) through (12) of these tables present the
parking accumulation characteristics and parking demand of each component of Hope
Chapel for the hours of 6:00 AM to midnight. Column (13) presents the shared
parking demand for the church on an hourly basis, while Column (14) summarizes the hourly parking surplus/deficiency for the church compared to an on-site parking
supply of 237 spaces.
Column 13 of Table 3 shows that the weekday (Friday) peak parking demand for the
church is forecast to occur at 7:00 PM with a peak demand of 163 spaces. Based on Hope Chapel’s on-site parking supply of 237 spaces, a surplus of 74 spaces is forecast
(column 14).
Column 13 of Table 4 indicates that the weekend (Sunday) peak parking demand for
Hope Chapel is forecast to occur at 12:00 PM with a peak demand of 223 spaces. Based on the church’s on-site supply of 237 spaces, a surplus of 14 spaces is forecast
(column 14).
Given the results of this assessment, it is concluded that the Church’s on-site supply
will be adequate to support the weekday and weekend peak parking demand.
Operations-Based Parking Analysis – Church Component Only
Table 5 presents a detailed summary of future operations for Hope Chapel,
anticipated attendance for church worship services, Ministry Classes, Children’s Church, Youth Program, number of employees, and schedule of activities.
Based on the operational information provided by Hope Chapel, it was determined
that the primary facilities that would generate parking demand are the main sanctuary
(where church congregation services and Women’s Bible Study are held), church classrooms (where Ministry classes are held), and church employee areas (to include
the main building, church administration building, and future church annex/offices at
the Shorewood Plaza building). It should also be noted that the main sanctuary will
not be used concurrently with the church classrooms.
The Fellowship Hall, Children’s Classrooms, Youth Program areas, Small Chapel,
Rehearsal Room, Café, and Steward Areas, plus all ancillary uses/common areas, do
not generate additive parking demand, because the users of these facilities do not
drive and/or have already been represented in parking demand calculated for the main
sanctuary and church classrooms.
Mr. Darin Eng
August 29, 2016
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Table 5 converts the number of persons (based on expected attendance by Hope
Chapel) into the number of spaces for each 30-minute interval (by also using the
anticipated schedule of activities per day of the week, as reported by Hope Chapel
staff) based on the following conservative assumptions:
One adult per vehicle for Ministry Classes, Women’s Bible Study, and all
church employees
Two adults per vehicle for all church worship services in the main sanctuary
As indicated on the bottom portion of Table 5, the church operations-based
assessment results in a peak weekday (Friday, specifically) demand of 215 spaces,
and a peak weekend (Sunday, specifically) demand of 228 spaces. It should be noted
that these demand estimates are greater than the peak values reported previously on Tables 3 and 4 (163 spaces and 223 spaces, respectively).
Nevertheless, it is concluded that the Church’s on-site supply will be adequate to
support the weekday and weekend peak parking demand under this analysis scenario.
Combined Shared Parking Analysis – Church and Supermarket
Tables 6 and 7 present the combined weekday (Friday) and weekend (Sunday)
parking demand for the overall Hope Chapel Mixed-Use Project based on the shared
parking methodology. Columns (2) and (3) of these tables present the total parking
demand of Hope Chapel (i.e., operations-based hourly demand, as derived from Table 5) and Lazy Acres (i.e., demand estimated through ULI’s Shared Parking
methodology and City Code ratio for retail), respectively, for the hours of 6:00 AM to
midnight. Column (4) presents the combined shared parking demand on an hourly
basis, while Columns (5) and (6) summarize the hourly parking supply and resulting
parking surplus or deficiency.
Column 4 of Table 6 shows that the weekday (Friday) peak parking demand in the
aggregate of 318 spaces is forecast to occur at 7:00 PM (215 spaces for Hope Chapel
and 103 spaces for Lazy Acres). Based on the on-site parking supply of 358 spaces, a
surplus of 40 spaces is forecast (column 6) during the Friday evening church service that starts at 6:30 PM. This 40-space surplus corresponds to a parking contingency of
11% under weekday (Friday) conditions.
Column 4 of Table 7 indicates that the weekend (Sunday) peak parking demand for
the combination of Hope Chapel and Lazy Acres of 338 spaces is forecast to occur at 1:00 PM (228 spaces for the church and 110 spaces for the supermarket). Based on
the on-site parking supply of 358 spaces, a surplus of 20 spaces is forecast (column 6)
during Sunday morning church services. This 20-space surplus corresponds to a
parking contingency of 6% under weekend (Sunday) conditions.
Mr. Darin Eng
August 29, 2016
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Given the above shared parking analysis results, it is concluded that the Church’s on-
site supply 237 spaces will be adequate to support the weekday and weekend peak
parking demand of 215 spaces and 228 spaces, respectively, under this analysis
scenario. Further, the on-site supply of 121 spaces at the Lazy Acres site will be sufficient as well. Although exclusive use of only 100 spaces is identified for use by
Lazy Acres, the remaining 21 spaces is available for customers and employees of this
proposed supermarket.
Based on the above findings, we conclude that the future on-site supply of 358 spaces will be adequate in meeting the parking needs of Hope Chapel (presuming the
proposed renovations and expansion to their main building), in combination with the
re-occupancy of the prior Albertsons building by Lazy Acres.
● ● ● ●
We appreciate the opportunity to prepare this parking analysis. Please call me at 949.825.6175 if you have any questions or comments.
Sincerely,
Linscott, Law & Greenspan, Engineers
Richard E. Barretto, P.E. Trissa (de Jesus) Allen, P.E.
Principal Senior Transportation Engineer
Attachments
Description Function/Use
Hope Chapel Building (2420 Pacific Coast Hwy.)
Main Sanctuary 7,670 SF Church Service, Women's Bible Study
Fellowship Hall 3,000 SF 1/2-hour Fellowship Before and After Evening Services
Children's Classrooms, Nursery 11,141 SF Children's Church, Nursery (11 classrooms)
Youth Program 2,840 SF Jr. High School/High School Group
Church Classrooms 7,000 SF Ministry Classes for Adults (6 to 8 classrooms)
Small Chapel 1,020 SF Prayer
Rehearsal Room 990 SF Rehearsal
Storage/Maintenance 1,900 SF Storage/Maintenance
Café 330 SF Café
Steward Areas 1,350 SF Steward Programs
Entry Lobby 6,400 SF Ancillary
Terrace 2,000 SF Ancillary
Technical Rooms (A/V, soundbooth) 1,300 SF Ancillary
Kitchen 550 SF Ancillary
Common Areas (restrooms, hallways) 4,450 SF Ancillary
Sub-Total 51,941 SF
Hope Chapel Offices (2306 Pacific Coast Hwy.)
Administration Offices 10,000 SF Office
Sub-Total 10,000 SF
Shorewood Plaza (950 Artesia Blvd.)
Church Annex/Offices 15,000 SF Office
Sub-Total 15,000 SF
HOPE CHAPEL FUTURE TOTAL 76,941 SF
Existing Hope Chapel 59,750 SF
Net Expansion 17,191 SF
Future Main Sanctuary 7,670 SF
Existing Main Sanctuary 6,910 SF
Net Expansion (Main Sanctuary) 760 SF
LAZY ACRES GROCERY MARKET 30,078 SF Retail
Size
PROJECT DEVELOPMENT SUMMARY
Hope Chapel Mixed-Use Project, Hermosa Beach
TABLE 1
City Code Spaces
Description Ratio Required
Hope Chapel Building (2420 Pacific Coast Hwy.)
Main Sanctuary 7,670 SF 1 space per 50 SF 153
Fellowship Hall 3,000 SF 1 space per 50 SF 60
Children's Church/Classrooms/Nursery 11,141 SF 1 space per 50 SF 223
Youth Program 2,840 SF 1 space per 50 SF 57
Church Classrooms 7,000 SF 1 space per 50 SF 140
Small Chapel 1,020 SF 1 space per 50 SF 20
Rehearsal Room 990 SF 1 space per 50 SF 20
Storage/Maintenance 1,900 SF 1 space per 1,000 SF 2
Café 330 SF 1 space per 250 SF 1
Steward Areas 1,350 SF 1 space per 100 SF 14
Entry Lobby 6,400 SF Ancillary use --
Terrace 2,000 SF Ancillary use --
Technical Rooms (A/V, soundbooth) 1,300 SF Ancillary use --
Kitchen 550 SF Ancillary use --
Common Areas (restrooms, hallways) 4,450 SF Ancillary use --
Sub-Total 51,941 SF 690
Hope Chapel Offices (2306 Pacific Coast Hwy.)
Administration Offices 10,000 SF 1 space per 250 SF 40
Sub-Total 10,000 SF 40
Shorewood Plaza (950 Artesia Blvd.)
Church Annex/Offices 15,000 SF 1 space per 250 SF 60
Sub-Total 15,000 SF 60
HOPE CHAPEL FUTURE TOTAL 76,941 SF -- 790
LAZY ACRES GROCERY MARKET 30,078 SF 1 space per 250 SF 120
Hope Chapel Code Parking Requirement 790
Hope Chapel Future On-Site Parking Supply 237
Hope Chapel Code Parking Surplus or (Deficiency) (553)
Lazy Acres Code Parking Requirement 120
Lazy Acres Future On-Site Parking Supply 121
Lazy Acres Code Parking Surplus or (Deficiency) 1
Total Code Parking Requirement 910
Future On-Site Parking Supply 358
Future Code Parking Surplus or (Deficiency) (552)
CITY CODE PARKING REQUIREMENTS
Hope Chapel Mixed-Use Project, Hermosa Beach
Size
TABLE 2
(1)(13)(14)Land UseCityCode On-SiteSize (SF)ParkingParkingPkg RateRq'd SupplyRq'd Spaces Spaces 153 Spaces 60 Spaces 223 Spaces 57 Spaces 1 Spaces 140 Spaces 40 Spaces 14 Spaces 100 Spaces 2 Spaces 0 790 237 Percent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofTotal SurplusTime of Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak ParkingShared Deficiencyof DayDemand [a] Spaces Demand [b] Spaces Dem [a], [b] Spaces Dem [a], [b] Spaces Demand [d] Spaces Demand [b] Spaces Demand [b] Spaces Demand Spaces Demand(+/-)6:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 3 2347:00 AM 0% 0 0% 0 0% 0 50% 29 0% 0 0% 0 0% 0 0% 0 58 1798:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 130 1079:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 151 8610:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 160 7711:00 AM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 156 8112:00 PM 0% 0 0% 0 0% 0 100% 57 0% 0 0% 0 0% 0 0% 0 144 931:00 PM 0% 0 0% 0 0% 0 50% 29 0% 0 0% 0 0% 0 0% 0 119 1182:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 103 1343:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 99 1384:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 87 1505:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 49 1886:00 PM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 102 1357:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 163 748:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 160 779:00 PM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 156 8110:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 1 23611:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 23712:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 237Notes:[a] Reflects one Friday church service, Children's Church/Nursery, and Youth/Jr. High School Program between 6:30 PM and 9:30 PM.[b] No additive parking demand since it has been accounted for under the "Main Sanctuary" category.[c] Assumes the ULI time-of-day profile for a retail building.[d] There are no Ministry Classes on Friday.[e] Assumes the ULI time-of-day profile for a general office building.Number ofParkingSpaces [c]01111110011101100001,350 SF@ 1 SP/100 SF(8)Small Chapel,(9)StewardAreasRehearsal Room330 SF@ 1 SP/250 SF7,000 SF@ 1 SP/50 SF2,010 SF@ 1 SP/50 SF(7)Church ClassroomsHOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACHTABLE 3WEEKDAY (FRIDAY) SHARED PARKING DEMAND FORECAST (CHURCH ONLY)Offices(10)ChurchYouth Program(4)Children'sMain(3)(2)2,840 SF@ 1 SP/50 SF25,000 SF(6)Café(5)@ 1 SP/50 SF @ 1 SP/50 SFClassrooms, NurserySanctuary7,670 SF 11,141 SFFellowship HallKitchen, Common AreasAncillary Uses14,700 SF(12)Lobby, Terrace, Tech,3,000 SF@ 1 SP/50 SF(11)Storage andMaintenance1,900 SF@ 1 SP/1000 SF@ 1 SP/250 SF3287192100968487100968447100Number ofParkingSpaces [e]23963Number ofParkingSpaces [e]0122222222211000000
(1)(13)(14)Land UseCityCode On-SiteSize (SF)ParkingParkingPkg RateRq'd SupplyRq'd Spaces Spaces 153 Spaces 60 Spaces 223 Spaces 57 Spaces 1 Spaces 140 Spaces 40 Spaces 14 Spaces 100 Spaces 2 Spaces 0 790 237 Percent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofPercent No. ofTotal SurplusTime of Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak Parkingof Peak ParkingShared Deficiencyof DayDemand [a] Spaces Demand [b] Spaces Dem [a], [b] Spaces Dem [a], [b] Spaces Demand [d] Spaces Demand [b] Spaces Demand [b] Spaces Demand Spaces Demand(+/-)6:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 2377:00 AM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 79 1588:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 159 789:00 AM 100% 153 100% 60 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 222 1510:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 163 7411:00 AM 100% 153 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 164 7312:00 PM 100% 153 100% 60 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 223 141:00 PM 50% 77 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 86 1512:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 7 2303:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 5 2324:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 3 2345:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 2 2356:00 PM 0% 0 0% 0 0% 0 0% 0 50% 70 0% 0 0% 0 0% 0 72 1657:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 968:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 969:00 PM 0% 0 0% 0 0% 0 0% 0 100% 140 0% 0 0% 0 0% 0 141 9610:00 PM 0% 0 0% 0 0% 0 0% 0 50% 70 0% 0 0% 0 0% 0 71 16611:00 PM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 23712:00 AM 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0 237Notes:[a] Reflects two Sunday morning church services, between 8:00 AM and 10:00 AM, and between 11:00 AM and 1:15 PM.[b] No additive parking demand since it has been accounted for under the "Main Sanctuary" category.[c] Assumes the ULI time-of-day profile for a retail building.[d] Ministry Classes[e] Assumes the ULI time-of-day profile for a general office building.Number ofParkingSpaces [c]1111111001111110001000000000000000000Number ofParkingSpaces [e]0000Number ofParkingSpaces [e]100064219109802683,000 SF@ 1 SP/50 SF@ 1 SP/250 SF@ 1 SP/50 SF25,000 SF2,010 SF(11)Storage andMaintenance1,900 SF@ 1 SP/1000 SFKitchen, Common AreasAncillary Uses14,700 SF(12)Lobby, Terrace, Tech,(10)Church2,840 SFFellowship HallMain(5)(3)(2)CaféHOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH@ 1 SP/50 SF @ 1 SP/50 SFClassrooms, NurserySanctuary7,670 SF 11,141 SFTABLE 4WEEKEND (SUNDAY) SHARED PARKING DEMAND FORECAST (CHURCH ONLY)Youth Program(4)Children'sOffices@ 1 SP/50 SF(7)Church Classrooms330 SF@ 1 SP/250 SF7,000 SF@ 1 SP/50 SF(6)1,350 SF@ 1 SP/100 SF(8)Small Chapel,(9)StewardAreasRehearsal Room
TimeMain Sanct. & Fellow. HallChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Child-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Main Sanct. & Fellow. HallChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Church Class-roomsChild-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Child-ren's Class-rooms & YouthEmploy-eesChurch Office (2306 PCH)Church Office (Shorewood)Adults ==> 0 0 3 0 15 0 0 3, 15 25 15 0 3, 15, 10 25 15 0 0 3, 15, 10 25 15 0 0 3, 15 25 15 0 0 3, 15 0 0 0 3, 15, 10 0 0Children, Youth ==>0 0000 020, 80000 20000 0 20000 075, 125000 0100000 100, 150000Spaces ==> 0 0 3 0 15 0 0 3, 15 25 15 0 3, 15, 10 25 15 0 0 3, 15, 10 25 15 0 0 3, 15 25 15 0 0 3, 15 0 0 0 3, 15, 10 0 06:00 AM00 0000 06:30 AM00 0000 07:00 AM00 0000337:30 AM00 00001000151158:00 AM 033 33333333200[h]0152158:30 AM 035 31385935 313859 313824 313824 3 3200[h] 015 2159:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 2159:30 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 21510:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 200 [h] 0 15 21510:30 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 213 0 15 22811:00 AM 0 70 [c] 0 15 25 15 125 70 [c] 0 15 25 15 125 15 25 15 55 3 25 15 43 3 3 225 [i] 0 3 22811:30 AM 0 35 3 25 15 78 35 3 25 15 78 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 22812:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 22812:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 2281:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 225 [i] 0 3 2281:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 113 0 3 1162:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 32:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 33:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 33:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 34:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 34:30 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 3 3 3 35:00 PM 0 3 25 15 43 3 25 15 43 3 25 15 43 3 25 15 43 88 [d] 3 91 3 35:30 PM 13 3 15 31 3 13 8 24 3 13 8 24 3 13 8 24 3 13 8 24 175 [g] 0 15 190 3 36:00 PM 25 [a] 3 15 43 38 [d] 3 41 35 3 38 30 3 33 100 [d] 3 103 175 [g] 0 15 190 30 3 336:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 707:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 707:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 708:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 708:30 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 200 [f] 0 15 215 175 [g] 0 15 190 60 [a] 10 709:00 PM 25 [a] 3 15 43 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 100 [d] 15 115 88 [d] 15 103 60 [a] 10 709:30 PM 13 3 15 31 75 [e] 0 15 90 70 [a] 0 10 80 60 [a] 0 10 70 0 0 60 [a] 10 7010:00 PM 0 38 [d] 15 53 35 10 45 30 10 40 0 0 30 10 4010:30 PM00 0000 011:00 PM00 0000 011:30 PM00 0000 0MONDAY PEAK DEMAND: 43 TUESDAY PEAK DEMAND: 125 WEDNESDAY PEAK DEMAND: 125 THURSDAY PEAK DEMAND: 70 FRIDAY PEAK DEMAND: 215 SATURDAY PEAK DEMAND: 190 SUNDAY PEAK DEMAND: 228Notes:[a] Ministry Classes[b] Presumed 2.0 adults per vehicle for all Church Services[c] Women's Bible Study[d] Fellowship[e] Tuesday Night Church Service[f] Friday Night Church Service[g] Saturday Night Church Service[h] Sunday Morning First Church Service[i] Sunday Morning Second Church ServiceMain Sanct. & Fellow. Hall3500175 [b]Church Class-rooms60060Main Sanct. & Fellow. Hall4000200 [b]070Church Class-rooms70070025Main Sanct. & Fellow. Hall70, 150070, 75 [b]Church Total Parking DemandTuesday Wednesday Thursday Friday SaturdayChurch Class-roomsChurch Total Parking DemandChurch Total Parking DemandChurch Total Parking DemandChurch Total Parking DemandANTICIPATED OPERATIONS FOR THE CHURCHTABLE 5HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACHSundayMonday25Church Total Parking DemandChurch Total Parking DemandMain Sanct. & Fellow. Hall70Main Sanct. & Fellow. Hall400, 4500200 [b], 225 [b]Church Class-rooms60060
TABLE 6
WEEKDAY (FRIDAY) SHARED PARKING DEMAND ANALYSIS
HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH
(1) (4)
Land Use
Size 30.078 KSF Shared
Pkg Rate 4.0 /KSF Parking
Peak 215 Spc. 120 Spc. Demand
Spaces (Church plus
Supermarket)
Time of Day (2)+(3)
6:00 AM 3
7:00 AM 8
8:00 AM 25
9:00 AM 90
10:00 AM 118
11:00 AM 138
12:00 PM 147
1:00 PM 151
2:00 PM 147
3:00 PM 143
4:00 PM 143
5:00 PM 146
6:00 PM 206
7:00 PM 318
8:00 PM 304
9:00 PM 175
10:00 PM 34
11:00 PM 12
12:00 AM 0
Surplus/Deficiency
(2) (3) (5) (6)
(+/-)
358
358
358
358
358
47
358
358
358
358
358
358
358
358
358
358
Parking
75
95 358
Supply
22
Church
Number of
Spaces
(from Table 5,
Friday scenario)
Supermarket
Number of
Spaces
115
0
0
0
34
12
43
43
43
43
43
103
215
215
0
0
3
43
104
43
43
43
3
8
0
324358
346
358
100
100
103
103
104
108
103
89
60
355
350
333
268
40
54
183
152
240
220
211
207
211
215
215
212
358
358
TABLE 7
WEEKEND (SUNDAY) SHARED PARKING DEMAND ANALYSIS
HOPE CHAPEL MIXED-USE PROJECT, HERMOSA BEACH
(1) (4)
Land Use
Size 30.078 KSF Shared
Pkg Rate 4.0 /KSF Parking
Peak 228 Spc. 120 Spc. Demand
Spaces (Church plus
Supermarket)
Time of Day (2)+(3)
6:00 AM 3
7:00 AM 12
8:00 AM 235
9:00 AM 262
10:00 AM 283
11:00 AM 313
12:00 PM 329
1:00 PM 338
2:00 PM 123
3:00 PM 123
4:00 PM 118
5:00 PM 112
6:00 PM 130
7:00 PM 161
8:00 PM 150
9:00 PM 134
10:00 PM 85
11:00 PM 18
12:00 AM 0
(+/-)
Church
Number of Parking Surplus/Deficiency
358
Spaces Spaces Supply
358
358
358
29
20
358
358 45
358
273
340
358
358
208
224
358
358
(6)(5)(3)
Supermarket
Number of
(from Table 5,
Sunday scenario)
(2)
3
215
215
215
0 355
358
358
358
3
9
228
228
0
70
70
70
40
228
3
0
3
3
3
33
110
120
120
115
20
47
68
85
64
45
101
18
0
109
97
91
80
358
346
123
96
75
240
246
235
235
358
228
197
358
358
358
358
PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonDarin Eng622.4460.00Little 2016PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.16STORE NUMBER - ----
P.C.H. & ARTESIA,
HERMOSA BEACH, CA.C-1BB/SACONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-2SEE SHEET C-3
1PRECISE DEVELOPMENTPLAN REVIEW RE-SUBMITTAL08.16.162
PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonDarin Eng622.4460.00Little 2016STORE NUMBER - ----
P.C.H. & ARTESIA,
HERMOSA BEACH, CA.C-2BB/SACONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-1SEE SHEET C-3
02.22.161PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.16PRECISE DEVELOPMENTPLAN REVIEW RE-SUBMITTAL08.16.162
PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASONHenry KwonBB/SADarin Eng622.4460.00Little 2016STORE NUMBER - ----
P.C.H. & ARTESIA,
HERMOSA BEACH, CA.C-3CONCEPTUALGRADING &DRAINAGEPLANSCALE:1"=10'SEE SHEET C-1 & C-2 SEE SHEET C-102.22.161PRECISE DEVELOPMENTPLAN REVIEW SUBMITTAL02.22.16PRECISE DEVELOPMENTPLAN REVIEW RE-SUBMITTAL08.16.162
PRINCIPAL IN CHARGEDRAWN BYPROJECT MANAGERDATENO.REASON622.4460.00Little 2016STORE NUMBER - ----
P.C.H. & ARTESIA,
HERMOSA BEACH, CA.C-4BB/SACONCEPTUALLIDPLANSCALE:1"=20'02.22.161PRECISE DEVELOPMENTPLAN REVIEW SUBMITTALPRECISE DEVELOPMENTPLAN REVIEW RE-SUBMITTAL08.16.162
Lazy Acres Market/Hope Chapel Expansion
Traffic Impact Analysis
City of Hermosa Beach, California
Prepared for:
Good Food Holdings
915 E. 230th Street
Carson, CA 90745
Prepared by:
TJW ENGINEERING, INC.
6 Venture, Suite 265
Irvine, CA 92618
July 22, 2016
6 Venture, Suite 265 | Irvine CA 92618 | t: (949) 878-3509 f: (949) 878-3593 www.tjwengineering.com
July 22, 2016
Mr. Sam Masterson
Chief Development Office
Good Food Holdings
915 E. 230th Street
Carson, CA 90745
Subject: Traffic Impact Analysis: Lazy Acres Market/Hope Chapel Expansion, Hermosa Beach
Dear Ms. Frame:
TJW ENGINEERING, INC. (TJW) is pleased to present you with this traffic impact analysis for the
proposed Lazy Acres Market & Hope Chapel Expansion project in the City of Hermosa Beach. The
proposed project is located at the southeast corner of the Pacific Coast Highway (SR-1) and Artesia
Boulevard intersection and consists of conversion of the former Albertson’s Building, currently being
used by the church, to a Lazy Acres Market, and an expansion of the existing Hope Chapel immediately
adjacent to the south.
This traffic study has been prepared to meet the traffic study requirements for the City of Hermosa
Beach and assesses the forecast traffic operations associated with the proposed project and its impact
on the local street network. This report is being submitted to you for review and forwarding to the City
of Hermosa Beach.
Please contact us at (949) 878-3509 if you have any questions regarding this analysis.
Sincerely,
Thomas Wheat, PE, TE Jeff Weckstein
President Transportation Planner
Registered Civil Engineer #69467
Registered Traffic Engineer #2565
6 Venture, Suite 265 | Irvine CA 92618 | t: (949) 878-3509 f: (949) 878-3593 www.tjwengineering.com
LAZY ACRES MARKET & HOPE CHAPEL EXPANSION
TRAFFIC IMPACT ANALYSIS
City of Hermosa Beach
Prepared for:
Good Food Holdings
915 E. 230th Street
Carson, CA 90745
Prepared by:
6 Venture, Suite 265
Irvine, CA 92618
Thomas Wheat, PE, TE
Jeffrey Weckstein
July 22, 2016
JN: GFH-16-001
TJW Engineering, Inc.
GFH16001 Lazy Acres-Hope Chapel TIA i|page
Table of Contents
Section Page
1.0 Executive Summary ............................................................................................. iv
1.1 Summary of Analysis Results iv v
1.2 Summary of Impacts vi
1.3 State Highway Analysis vi
1.4 Transportation Demand Management vi
1.5 Los Angeles Congestion Management Program Analysis vi
2.0 Introduction ........................................................................................................ 1
2.1 Project Description 1
2.2 Study Area 2
2.3 Analysis Methodology 3
2.4 Performance Criteria 4
2.5 Thresholds of Significance 4
2.5.1 City of Hermosa Beach 4
2.5.2 City of Manhattan Beach 5
3.0 Existing Conditions .............................................................................................. 6
3.1 Existing Circulation Network 6
3.2 Bicycle and Pedestrian Infrastructure 6
3.3 Existing Public Transit Services 7
3.4 Existing Traffic Volumes 8
3.5 Existing Conditions Intersection Level of Service Analysis 9
4.0 Proposed Project ................................................................................................. 10
4.1 Project Description 10
4.2 Project Trip Generation 10
4.3 Project Trip Distribution 14
4.4 Modal Split 14
4.5 Project Trip Assignment 15
4.6 Cumulative Projects Traffic 15
5.0 Existing Plus Project Conditions ........................................................................... 17
5.1 Roadway Improvements 17
5.2 Existing Plus Project Traffic Volumes 17
5.3 Existing Plus Project Intersection Level of Service Analysis 17
5.4 Existing Plus Project Recommended Improvements 19
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA ii|page
6.0 Project Opening Year Without Project Conditions ............................................... 20
6.1 Roadway Improvements 20
6.2 Project Opening Year Without Project Traffic Volumes 20
6.3 Project Opening Year Without Project Intersection Level of Service Analysis 20 7.0 Project Opening Year with Project Conditions ..................................................... 22
7.1 Roadway Improvements 22
7.2 Project Opening Year with Project Traffic Volumes 22
7.3 Project Opening Year with Project Intersection Level of Service Analysis 22
7.4 Project Opening Year with Project Recommended Improvements 22
8.0 State Highway (Caltrans) Analysis ....................................................................... 24
8.1 Caltrans Intersection Analysis Methodology 25
8.2 Caltrans Intersection Level of Service Analysis 25
9.0 Transportation Demand Management ................................................................ 27
10.0 Los Angeles Congestion Management Program Analysis ..................................... 28
List of Tables................................................................................................................... Page Table 1 LOS & V/C Ranges .......................................................................................................... 4
Table 2 City of Hermosa Beach Signalized Intersection Impact Thresholds of Significance .......... 5
Table 3 Study Area Roadway Characteristics .............................................................................. 6
Table 4 Intersection Analysis – Existing Weekday Conditions ..................................................... 8
Table 5 Intersection Analysis – Existing Sunday Conditions ........................................................ 9
Table 6 Published Supermarket Pass-by Trip Percentages .......................................................... 11
Table 7 Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed 12
Table 8 Net New Weekday Trip Generation of Proposed Project ................................................ 13
Table 9 Net New Sunday Trip Generation of Proposed Project ................................................... 14
Table 10 Summary of Related Projects ....................................................................................... 16
Table 11 Intersection Analysis – Existing Plus Project Weekday AM/PM Peak Hour .................... 18
Table 12 Intersection Analysis – Existing Plus Project Sunday Mid-day Peak Hour ...................... 18
Table 13 Intersection Analysis – Project Opening Year Without Project Weekday Conditions ..... 20
Table 14 Intersection Analysis – Project Opening Year Without Project Sunday Conditions ........ 21
Table 15 Intersection Analysis – Project Opening Year With Project Weekday Conditions .......... 22
Table 16 Intersection Analysis – Project Opening Year With Project Sunday Conditions ............. 23
Table 17 HCM – LOS & Delay Ranges – Signalized Intersections .................................................. 25
Table 18 Caltrans Intersection Analysis ...................................................................................... 26
Table 19 Lazy Acres/Hope Chapel Project – Transit Trip Generation .......................................... 29
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA iii|page
List of Exhibits ........................................................................................................................... Follows Page
Exhibit 1: Proposed Project Site Plan .......................................................................................... 1
Exhibit 2: Project Location and Study Area ................................................................................. 3
Exhibit 3: Existing Lane Geometry and Intersection Controls ...................................................... 6
Exhibit 4: Existing AM/PM Peak Hour Intersection Volumes ....................................................... 8
Exhibit 5: Existing Sunday Mid-Day Peak Hour Intersection Volumes ......................................... 8
Exhibit 6: Weekday AM/PM Peak Hour Trip Distribution of Proposed Project Trips .................... 14
Exhibit 7: Sunday Mid-Day Peak Hour Trip Distribution of Proposed Project Trips ...................... 14
Exhibit 8: Weekday AM/PM Peak Hour Trip Assignment of Proposed Project Trips .................... 15
Exhibit 9: Sunday Mid-Day Peak Hour Trip Assignment of Proposed Project Trips ...................... 15
Exhibit 10: Cumulative Projects Location Map ............................................................................ 15
Exhibit 11: Existing Plus Project Weekday AM/PM Peak Hour Traffic Volumes ........................... 17
Exhibit 12: Existing Plus Project Sunday Mid-Day Peak Hour Traffic Volumes ............................. 17
Exhibit 13: Project opening Year Without Project Weekday AM/PM Peak Hour Traffic Volumes 20
Exhibit 14: Project Opening Year Without Project Sunday Mid-Day Peak Hour Traffic Volumes .. 20
Exhibit 15: Project opening Year with Project Weekday AM/PM Peak Hour Traffic Volumes ...... 22
Exhibit 16: Project Opening Year with Project Sunday Mid-Day Peak Hour Traffic Volumes ........ 22
Appendices
Appendix A: Scoping Agreement
Appendix B: Roadway Classifications and Transit Information
Appendix C: Existing Traffic Counts
Appendix D: ICU Analysis Sheets
Appendix E: HCM Analysis Sheets
................................................................................................................................................
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GFH16001 Lazy Acres-Hope Chapel TIA iv|page
1.0 EXECUTIVE SUMMARY
This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the
proposed Lazy Acres Market and Hope Chapel Expansion project, located at the southeast corner of
the Pacific Coast Highway (SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The
proposed project includes conversion of the existing Hope Chapel Youth Center into a Lazy Acres
Grocery Market and future church renovations called for in the Church’s Master Plan.
The purpose of this TIA is to evaluate the potential circulation system deficiencies that may result
from development of the proposed project, and to recommend improvements to achieve
acceptable operations, if applicable. This analysis has been prepared pursuant to applicable City of
Hermosa Beach, City of Manhattan Beach, City of Redondo Beach and Caltrans traffic impact
analysis guidelines.
The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square
foot Hope Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy
Acres Market at 2512 Pacific Coast Highway.
The proposed Hope Chapel expansion consists of a 17,191 square foot expansion of the Main
Church building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot
Shorewood Plaza general office building at 950 Artesia Boulevard (currently occupied by Shorewood
Realtors) to a church annex/church office. The Church’s 10,000 square foot administrative office
building at 2306 Pacific Coast Highway will remain in its current condition/use.
The proposed project is projected to generate approximately 945 net new weekday daily trips, -5
net new weekday AM peak hour trips and 84 net new weekday PM peak hour trips. The proposed
project is projected to generate 511 net new Sunday mid-day peak hour trips and 2,933 net new
Sunday daily trips.
The following eight (8) intersections in the vicinity of the project site have been included in the
intersection level of service (LOS) analysis based on the execution of a scoping agreement with City
staff:
• 2nd Street (EW) at Sepulveda Boulevard (NS);
• Longfellow Avenue (EW) at Sepulveda Boulevard (NS);
• Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1);
• 21st Street (EW) at Pacific Coast Highway (SR-1);
• 16th Street (EW) at Pacific Coast Highway (SR-1);
• Artesia Boulevard (EW) at Prospect Avenue (NS);
• Artesia Boulevard (EW) at Meadows Avenue (NS);
• Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS).
The study intersections are analyzed for the following study scenarios:
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA v|page
• Existing Conditions;
• Existing Plus Project Conditions;
• Project Opening Year Without Project Conditions; and
• Project Opening Year with Project Conditions.
1.1 SUMMARY OF ANALYSIS RESULTS
Existing Conditions
The study intersections are currently operating at an acceptable LOS (LOS D or better) during the
weekday AM and PM peak hours with the exception of the Pacific Coast Highway/Artesia
Boulevard-Gould Avenue intersection which is operating at LOS F during the weekday AM peak
hour. The study intersections are currently operating at an acceptable LOS (LOS D or better) during
the Sunday mid-day peak hour.
Existing Plus Project Conditions
The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better)
during the weekday AM and PM peak hours for existing plus project conditions with the exception
of the Pacific Coast Highway/Artesia Blvd-Gould Ave intersection which is projected to continue to
operate at LOS F. The study intersections are projected to continue to operate at an acceptable LOS
(LOS D or better) during the Sunday mid-day peak hour for existing plus project conditions.
Based on the thresholds of significance for existing plus project conditions discussed in section 2.5,
the addition of project generated trips is projected to not have a significant direct impact at any of
the study intersections.
Project Opening Year Without Project Conditions
Project opening year without project conditions included the application of an ambient growth rate
to existing traffic volumes, plus trip anticipated to be generated by 28 proposed projects in various
stages of planning and entitlement. The study intersections are projected to operate at an
acceptable LOS (LOS D or better) during the weekday AM and PM peak hours for project opening
year without project conditions with the exception of the following intersection which are projected
to operate at LOS E during the AM peak hour:
• Sepulveda Boulevard/2nd Street;
• Pacific Coast Highway/Artesia Boulevard-Gould Avenue; and
• Ford Avenue-Peck Avenue/Artesia Boulevard.
The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better)
during the Sunday mid-day peak hour for project opening year without project.
Project Opening Year with Project Conditions
The study intersections are projected to operate at an acceptable LOS (LOS D or better) during the
weekday AM and PM peak hours for project opening year with project conditions with the
exception of the following intersection which are projected to operate at LOS E during the AM peak
hour:
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA vi|page
• Sepulveda Boulevard/2nd Street;
• Pacific Coast Highway/Artesia Boulevard-Gould Avenue; and
• Ford Avenue-Peck Avenue/Artesia Boulevard.
The study intersections are projected to continue to operate at an acceptable LOS (LOS D or better)
during the Sunday mid-day peak hour for project opening year with project.
Based on the thresholds of significance for project opening year with project conditions discussed in
section 2.5, the addition of project generated trips is projected to not have a significant cumulative
impact at any of the study intersections.
1.2 SUMMARY OF IMPACTS, RECOMMENDED IMPROVEMENTS, AND MITIGATION
MEASURES
The proposed project is not project to have any significant direct impacts or cumulative impacts to
roadway facilities in the study area. Therefore, no mitigation measures are recommended.
1.3 STATE HIGHWAY ANALYSIS
The Caltrans study intersections are projected to operate at an acceptable LOS (LOS D or better)
during the weekday AM and PM peak hours and the Sunday Mid-day peak hour for all scenarios
with the exception of the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection which
is projected to operate at LOS E during the weekday AM peak hour for Project Opening Year
Without and with Project conditions.
Based on Caltrans thresholds of significance; to maintain LOS D or better for intersections operating
at LOS D or better, and to maintain the measure of effectiveness for intersection operating at LOS E
or F, the addition of project generated trips is projected to not have a significant impact at any of
the Caltrans study intersections since the proposed project maintains the projected LOS E operation
at the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection during the AM peak
hour. The proposed project is projected to remove 1 trip from the intersection during the weekday
AM peak hour.
1.4 TRANSPORTATION DEMAND MANAGEMENT
Chapter 17.48 of the City of Hermosa Beach Municipal Code (Trip Reduction and Travel
Management) requires development projects to enact transportation demand management (TDM)
and trip reduction measures which are aimed at reducing vehicular traffic to and parking at a
project site. The following measures should be considered for implementation to reduce vehicle
trips to the project site.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA vii|page
1) TDM Bulletin Board – Both the proposed Lazy Acres and Hope Chapel could provide a bulletin
board, display case or kiosk displaying transportation information located where the greatest
number of employees/congregants are likely to see it. Information in the area could include the
following:
• Transit maps, routes and schedules, for routes serving the site.
• Contact information for ridesharing agencies, transit agencies, and other transit
related information.
• Bicycle route and facility information, including regional/local bicycle maps and
bicycle safety information.
2) Bicycle racks or other secure bicycle parking such as bicycle lockers could be provided to
accommodate both employee and customer bicycling parking at the proposed Lazy Acres, as well as
at the hope Chapel to encourage congregants to bicycle to the site. Bicycle racks should be up to
current planning ‘best practice’ standards, with the ability for bicyclists to lock their bike to the rack
in two places. Long-term bicycle parking should be located indoors such that long-term parking
(employees) and short-term parkers (customers) can be accommodated. Bicycle parking may mean
bicycle racks, a locked cage, or other similar parking area.
3) Employee Walking/Bicycling Incentive. Lazy Acres could offer a program that each time an
employee walks or bicycle to work they are get one entry into a monthly raffle for a prize such as a
gift card to a local business. This program could be expanded to carpoolers as well.
1.5 LOS ANGELES CONGESTION MANAGEMENT PROGRAM ANALYSIS
No CMP monitored intersections are projected to receive 50 or more project-generated trips during
either the weekday AM peak hour or the PM peak hour. Since the project is projected to generate
approximately -5 net new weekday AM peak hour trips and approximately 84 net new weekday PM
peak hour trips, no CMP mainline freeway monitoring location is projected to receive 150 or more
project-generated trips during either the AM peak hour or the PM peak hour. Therefore, the
proposed project is projected to have no significant CMP traffic impacts.
The proposed project is projected to generate approximately 0 weekday AM peak hour transit trips,
approximately 46 weekday PM peak hour transit trips, and approximately 46 weekday daily transit
trips. Metro route 130 and 232 provide approximately 6 peak hour buses during the weekday AM
peak hour and weekday PM peak hour, passing directly adjacent to the project site. This
corresponds to less than one additional transit rider on each peak hour bus. The project’s transit
trips can be accommodated by existing transit service in the project vicinity, and no significant CMP
transit impacts are projected to occur.
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GFH16001 Lazy Acres-Hope Chapel TIA 1|page
2.0 INTRODUCTION
This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed Lazy
Acres Market and Hope Chapel Expansion project, located at the southeast corner of the Pacific Coast
Highway (SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The proposed project includes
conversion of the existing Hope Chapel Youth Center into a Lazy Acres Grocery Market and future church
renovations called for in the Church’s Master Plan.
The purpose of this TIA is to evaluate the potential circulation system deficiencies that may result from
development of the proposed project, and to recommend improvements to achieve acceptable operations,
if applicable. This analysis has been prepared pursuant to applicable City of Hermosa Beach, City of
Manhattan Beach, City of Redondo Beach and Caltrans traffic impact analysis guidelines.
2.1 PROJECT DESCRIPTION
The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope
Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at
2512 Pacific Coast Highway.
The proposed Hope Chapel expansion consists of a 17,191 square foot expansion of the Main Church
building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general
office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church
annex/church office. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast
Highway will remain in its current condition/use.
The proposed project is anticipated to be built and generating trips in 2018.
The proposed project is projected to generate approximately 945 net new weekday daily trips, -5 net new
weekday AM peak hour trips and 84 net new weekday PM peak hour trips. The proposed project is
projected to generate 511 net new Sunday mid-day peak hour trips and 2,933 net new Sunday daily trips.
Site access for the proposed project is planned to be maintained at the existing driveways serving the site.
Exhibit 1 shows the proposed Lazy Acres Market and Hope Chapel site plan.
Figure 1 shows the project site location.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact AnalysisExhibit 1: Site Plan
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 2|page
Figure 1– Project Location
2.2 STUDY AREA
The following eight (8) intersections in the vicinity of the project site have been included in the intersection
level of service (LOS) analysis based on the execution of a scoping agreement with City staff:
• 2nd Street (EW) at Sepulveda Boulevard (NS); (City of Manhattan Beach)
• Longfellow Avenue (EW) at Sepulveda Boulevard (NS); (City of Hermosa Beach/City of
Manhattan Beach)
• Artesia Boulevard-Gould Avenue (EW) at Pacific Coast Highway (SR-1); (City of Hermosa
Beach/City of Manhattan Beach)
• 21st Street (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach)
• 16th Street (EW) at Pacific Coast Highway (SR-1); (City of Hermosa Beach)
• Artesia Boulevard (EW) at Prospect Avenue (NS); (City of Hermosa Beach/City of Manhattan
Beach)
• Artesia Boulevard (EW) at Meadows Avenue (NS); (City of Hermosa Beach/City of
Manhattan Beach) and
• Artesia Boulevard (EW) at Peck Avenue-Ford Avenue (NS). (City of Manhattan Beach/City of
Redondo Beach)
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Intersections along Pacific Coast Highway/Sepulveda Boulevard in the study area are also under the
jurisdiction of Caltrans as it is designated State Route 1. The executed scoping agreement approved by the
City is provided in Appendix A.
This traffic analysis follows applicable City of Hermosa Beach, City of Manhattan Beach, and Caltrans
guidelines/standards for traffic impact analysis.
Exhibit 2 shows the location of the study intersections, which are analyzed for the following study
scenarios:
(1) Existing Traffic Conditions;
(2) Existing Plus Project Traffic Conditions;
(3) Project Opening Year (2018) Without Project Conditions; and
(4) Project Opening Year (2018) With Project Conditions.
Long-range analysis is not required since the proposed project does not require a General Plan
Amendment/Zone Change.
Traffic operations are evaluated for the following time periods:
• Weekday AM Peak Hour occurring within 7:00 AM to 9:00 AM;
• Weekday PM Peak Hour occurring within 4:00 PM to 6:00 PM; and
• Sunday Mid-Day Peak Hour occurring within 11:00 AM to 1:00 PM.
2.3 ANALYSIS METHODOLOGY
Level of Service (LOS) is commonly used to describe the quality of flow on roadways and at intersections
using a range of LOS from LOS A (free flow with little congestion) to LOS F (severely congested conditions).
Both the City of Hermosa Beach and the City of Manhattan Beach utilize the Intersection Capacity
Utilization (ICU) methodology for signalized intersection analysis. The ICU methodology expresses the LOS
of an intersection in terms of the remaining capacity at an intersection (or lack thereof). The ICU
methodology compares the volume-to-capacity (V/C) ratios of conflicting turn movements at an
intersection, sums the critical conflicting V/C ratios for each intersection approach, and determines the
intersection’s overall capacity utilization. The resulting V/C ratio is converted to an LOS as follows:
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
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Exhibit 2: Project Location and Study Intersection LocationsLegend:Project SiteStudy Intersection Location
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Table 1
LOS & V/C Ranges
Level of Service Volume to Capacity Ratio Description
A 0.000 – 0.600 Free Flow: No approach phase is fully utilized and no vehicle waits longer than one cycle
B 0.601 – 0.700 Stable Flow: An occasional approach phase is fully utilized. Some drivers feel restricted in
platoons.
C 0.701 – 0.800 Stable Flow: Major approach phases fully utilized. Most drivers feel restricted in platoons.
D 0.801 – 0.900 Tolerable Delays: Drivers may have to wait more than one cycle on occasion. Queues
develop but dissipate rapidly and without excessive delays.
E 0.901 – 1.000 Unstable Operations: Volumes at or near capacity. Vehicles may wait several signal cycles.
Long queues form upstream from intersection.
F >1.000 Excessive Delays: Traffic flow breaks down, representing jammed conditions. Intersection
operates below capacity. Queues may block upstream intersections.
Consistent with Los Angeles County Congestion Management Program requirements, the ICU calculations
use a lane capacity of 1,600 vehicles per hour (vph) for left-turn, through, and right-turn lanes, and a dual
left-turn capacity of 2,880 vph. Additionally, a clearance adjustment factor of 0.10 was added to each LOS
calculation.
2.4 PERFORMANCE CRITERIA
The ICU value is the sum of the critical volume to capacity ratios at an intersection; it is not intended to be
indicative of the LOS of each of the individual turning movements. According to City of Hermosa Beach
criteria, LOS D (V/C ratio = 0.801 to 0.900) is the minimum acceptable condition that should be maintained
during the morning and evening peak commute hours.
2.5 THRESHOLDS OF SIGNIFICANCE
According to California Environmental Quality Act (CEQA) guidelines, a project is considered to cause a
significant impact to a transportation system if it:
• Conflicts with an applicable plan, ordinance or policy establishing measures of effectiveness for
the performance of the circulation system, taking into account all modes of transportation
including mass transit and non-motorized travel.
• Conflicts with an applicable congestion management program (CMP), including, but not limited
to level of service standards, travel demand measures, or other standards established by the
County Congestion Management Agency for roadways or highways.
• Conflicts with adopted policies or programs regarding public transit, bicycle or pedestrian
facilities, or otherwise decreases the performance or safety of such facilities.
2.5.1 City of Hermosa Beach Thresholds of Significance
Traffic impact criteria employed in previous analyses for projects in the City of Hermosa Beach was utilized
to determine impacts in this analysis. All of the study intersections, including those located within the City
of Manhattan Beach, were evaluated based on City of Hermosa Beach threshold criteria. Those
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 5|page
intersections located within the City of Manhattan Beach or shared with the City of Hermosa Beach were
also evaluated based on City of Manhattan Beach threshold criteria. A significant transportation impact for
signalized intersections in the City of Hermosa Beach is determined based on the sliding scale criteria
shown in Table 2.
Table 2
City of Hermosa Beach Signalized Intersection Impact Thresholds of Significance
ICU Level of Service Project Related Increase in ICU
0.000-0.800 LOS A, B or C Degrade operation to LOS D, E or F
0.801-0.900 LOS D > 0.02 increase in ICU or degrade intersection operation to LOS E of F
0.901 or greater LOS E or F > 0.05 increase in ICU or degrade intersection operation from LOS E to LOS F
2.5.2 City of Manhattan Beach Thresholds of Significance
Traffic impact criteria employed in previous analyses for projects in the City of Manhattan Beach was
utilized to determine impacts in this analysis. Pursuant to City of Manhattan Beach policy, the
significance of the potential impacts of project generated traffic at study intersections was identified
using criteria consistent with the 2010 Congestion Management Program for Los Angeles County
(County of Los Angeles Metropolitan Transportation Authority, July 2010). A significant transportation
impact occurs if project-generated trips increase the v/c ratio at an intersection operating at LOS F by
two percent (0.02) or more.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 6|page
3.0 Existing Conditions and Mobility Review
3.1 EXISTING CIRCULATION NETWORK
The characteristics of the roadway system in the vicinity of the proposed project site are described below:
Table 3
Study Area Roadway Characteristics
Roadway Classification1 Jurisdiction2 Direction Travel
Lanes
Median
Type
Speed
Limit
(mph)
On-
Street
Parking
Sepulveda Boulevard Regional Arterial MB/Caltrans North-South 4 to 53 RLM 30/35 Yes
Pacific Coast Highway Major Arterial HB/Caltrans North-South 4 to 53 RLM 30/35 Yes
Prospect Avenue Minor Arterial HB North-South 2 to 44 None 25 Yes
Meadows Avenue Major Local MB North-South 2 None 25 Yes
Peck Avenue Major Local MB North-South 2 None 25 Yes
Ford Avenue Local Street RB North-South 2 None 25 Yes
Gould Avenue Minor Arterial HB East-West 2 RLM/
None 25 Yes
Longfellow Avenue Local Street HB East-West 2 None 25 Yes
2nd Street Major Local MB East-West 2 None 25 Yes
Artesia Boulevard Major Arterial MB/RB/HB East-West 4 None 35/40 Yes
21st Street Local Street HB East-West 2 None 25 Yes
16th Street Local Street HB East-West 2 None 25 Yes
1: Sources: City of Hermosa Beach Plan Hermosa-Mobility System, Public Review Draft 2015; City of Manhattan Beach General Plan Infrastructure Element, 2014; and City of Redondo Beach Circulation Element, 2009. 2: HB = Hermosa Beach, MB = Manhattan Beach, RB = Redondo Beach
3: Variations in number of travel lanes due to peak period time restrictions on on-street parallel parking as follows: Tow-Away-No-Stopping-Anytime
between 5:30 am-9:30 am for northbound direction, and between 3:00 pm-7:00 pm for southbound direction.
4: Four travel lanes between Artesia Boulevard and 21st Street, otherwise two travel lanes.
Exhibit 3 shows existing conditions study area intersection geometry.
The City of Hermosa Beach is currently in the process of updating its General Plan. Currently a review draft
of the new General Plan, Plan Hermosa, is available on the City of Hermosa Beach website. Appendix B
contains the proposed Plan Hermosa roadway classifications, and bicycle and pedestrian network maps.
Additionally, Appendix B contains the current General Plan Circulation Element roadway classifications and
bicycle and pedestrian networks for the City of Manhattan Beach and City of Redondo Beach.
3.2 BICYCLE AND PEDESTRIAN INFRASTRUCTURE
There are no existing striped Class II bicycle lanes or bike routes in the vicinity of the proposed project site.
Sidewalks along roadways and curb ramps at intersections are present in all locations. In 2011, the City of
Hermosa Beach adopted the South Bay Bicycle Master Plan which proposes to add 9.2 miles of bicycle
facilities within the City and connects to neighboring networks in the Cities of Manhattan Beach and
Redondo Beach. Within the study area, a Class II on-street bicycle lane is planned for Artesia Boulevard and
a portion of Gould Avenue, with the remainder of Gould Avenue planned as a Class III bicycle route.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 3: Existing Lane Geometry and Intersection ControlProject SiteLegend:Signal-Controlled IntersectionExisting LaneXRight-Turn Overlap PhaseOVL21346578FORD1SEPULVEDA2ND ST2LONGFELLOW3GOULD4PCH21ST STARTESIASEPULVEDAPCH516TH ST6ARTESIAPCHPROSPECT7PECKARTESIA8ARTESIAARTESIAMEADOWSSEPULVEDAOVLSPLITSPLITSplit Phase OperationSPLIT
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 7|page
Additionally, Prospect Avenue, Peck Street and 21st Street are planned to be bicycle friendly streets, and
Ford Avenue is planned to be a Class III bicycle route.
3.3 EXISTING PUBLIC TRANSIT SERVICES
The City of Hermosa Beach is served by the Los Angeles County Metropolitan Transportation Authority
(LAMTA), City of Torrance Transit, and Beach Cities Transit. Figure 2 shows the LAMTA routes in the
vicinity of the City of Hermosa Beach.
Figure 2– LAMTA Transit Routes
There are two LAMTA bus routes within ¼ mile of the project site. There are no Torrance Transit, Beach
Cities Transit or Los Angeles Metro Rail facilities within ¼ of the project site. The two bus routes within ¼
mile of the project site are described below.
LAMTA Route 130 travels between Norwalk and Redondo Beach with notable stops at Los Cerritos Center,
Cerritos College, the Artesia Blue Line Station, CSU Dominguez Hills, the Harbor Gateway Transit Center and
the South Bay Galleria. Route 130 provides weekday service between 5:00 AM and 9:00 PM with headways
of approximately 20-50 minutes throughout the day and weekend service between 8:00 AM and 8:00 PM
with headways of approximately 60 minutes. There are bus stops for Route 130 at the southeast corner
and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection.
LAMTA Route 232 travels between El Segundo and Wilmington with notable stops at the LAX City Bus
Center, Plaza El Segundo, Kings Harbor, Pacific Coast Highway Station, LA Harbor College and Downtown
Long Beach. Route 232 provides weekday service between 4:00 AM and 10:00 PM with headways of
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 8|page
approximately 10-30 minutes throughout the day and weekend service between 4:00 AM and 10:00 PM
with headways of approximately 20-30 minutes. There are bus stops for Route 130 at the northeast corner
and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection.
Appendix B contains LAMTA bus route information.
3.4 EXISTING TRAFFIC VOLUMES
At the request of City of Hermosa Beach staff, to maintain consistency with other recent traffic studies in
Hermosa Beach, weekday AM and PM peak period traffic counts utilized in Traffic Impact Study Skechers
Design Center and Office Project (LLG, Engineers, June 2016) were utilized in this analysis. These counts
were collected on Tuesdays and Wednesdays in March 2016 on sunny day when local schools were in
session. Sunday mid-day peak hour counts were collected on Sunday June 26th, 2016 for use in the Sunday
mid-day peak hour scenarios. The traffic volumes used in this analysis are from the highest hour within the
peak period counted. Detailed traffic count data is provided in Appendix C.
Exhibit 4 shows existing AM and PM peak hour volumes at the study intersections. Exhibit 5 shows existing
Sunday mid-day peak hour volumes at the study intersections.
3.5 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS
Existing conditions weekday AM and PM peak hour intersection analysis is shown in Table 4, and existing
conditions Sunday mid-day peak hour analysis is shown in Table 5. Calculations are based on the existing
geometrics at the study area intersections as shown in Exhibit 3. ICU analysis sheets are provided in
Appendix D.
Table 4
Intersection Analysis – Existing Weekday Conditions
Intersection
AM Peak Hour PM Peak Hour
V/C - LOS V/C - LOS
Sepulveda Blvd/ 2nd Street 0.868 – D 0.712 – C
Sepulveda Blvd/Longfellow Ave 0.814 – D 0.668 – B
Pacific Coast Highway/Artesia Blvd-Gould 1.006 – F 0.769 – C
Pacific Coast Highway/21st Street 0.813 – D 0.662 – B
Pacific Coast Highway/16th Street 0.675 – B 0.672 – B
Prospect Ave/Artesia Blvd 0.699 – B 0.743 – C
Meadows Ave/Artesia Blvd 0.690 – B 0.620 – B
Ford Ave-Peck Ave/Artesia Blvd 0.813 – D 0.600 – A
Note: V/C = volume-to-capacity ratio.
As shown in Table 4, the study intersections are currently operating at an acceptable LOS (LOS D or better)
during the weekday AM and PM peak hours with the exception of the Pacific Coast Highway/Artesia
Boulevard-Gould Avenue intersection which is operating at LOS F during the weekday AM peak hour.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 4: Existing Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW11/1325/1410/1547/2618/1715/3947/20963/239811/13
21/213038/13387/24
55/69108/7715/6864/3393/5239/3943/35979/229265/27
17/262903/136820/22
3GOULD92/67363/40469/53592/274506/346282/268176/481706/189345/66
154/2652299/99346/404PCH21ST STARTESIA54/2184/4713/1363/4192/5675/3320/74897/207414/76
22/252477/124542/31
PCH516TH ST79/1670/052/11225/40/029/277/4813/1884159/271
30/212311/102670/89
6ARTESIA42/33655/1072116/11983/381151/696125/16727/5049/9744/21
224/5376/40179/98
PCHPROSPECT7PECKARTESIA8ARTESIA145/81699/109424/8296/491175/84626/6281/5124/44111/86 10/8119/34150/5599/70835/1176157/921274/90974/15256/92 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
V
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Exhibit 5: Existing Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW3389112135410
016749
42251835341412134562
815809
3GOULD90273633493783251941013105
2151117544PCH21ST STARTESIA23181525352536132454
22136839
PCH516TH ST961821201061147159
6124765
6ARTESIA51649732188487424464
5918101
PCHPROSPECT7PECKARTESIA8ARTESIA46854352386036922635 31037157444592911862ARTESIAMEADOWS
SEPULVEDASEPULVEDASEPULVEDA
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 9|page
Table 5
Intersection Analysis – Existing Sunday Conditions
Intersection
Mid-day Peak Hour
V/C - LOS
Sepulveda Blvd/ 2nd Street 0.508 – A
Sepulveda Blvd/Longfellow Ave 0.458 – A
Pacific Coast Highway/Artesia Blvd-Gould 0.618 – B
Pacific Coast Highway/21st Street 0.479 – A
Pacific Coast Highway/16th Street 0.453 – A
Prospect Ave/Artesia Blvd 0.572 – A
Meadows Ave/Artesia Blvd 0.526 – A
Ford Ave-Peck Ave/Artesia Blvd 0.502 – A
Note: V/C = volume-to-capacity ratio.
As shown in Table 4, the intersections are currently operating at an acceptable LOS (LOS D or better) during
the Sunday mid-day peak hour.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 10|page
4.0 Proposed Project
4.1 Project Description
The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope
Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at
2512 Pacific Coast Highway.
The proposed Hope Chapel expansion consists of a 17,191 square foot expansion of the Main Church
building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general
office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church
annex/church office. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast
Highway will remain in its current condition/use.
The proposed project is anticipated to be built and generating trips in 2018.
Site access for the proposed project is planned to be maintained at the existing driveways serving the site.
Exhibit 1 previously showed the proposed Lazy Acres Market and Hope Chapel site plan.
4.2 Project Trip Generation
Trip generation represents the amount of traffic, both inbound and outbound, produced by a development.
Determining trip generation for a proposed project is based on projecting the amount of traffic that the
specific land uses being proposed will produce. In order to determine the project’s anticipated trip
generation, Institute of Transportation Engineers (ITE) 9th Edition (ITE, 2012) trip generation rates are
utilized as a baseline and adjusted by several factors such as existing land uses on the site, pass-by trips,
internal trip capture, and non-motorized trips (biking/walking), each of which will be discussed in greater
length below. The analysis calculates the AM peak hour trips, PM peak hour trips and average daily trips
(ADT) projected to be generated by the proposed project land use. While traffic analysis and hence trip
generation analysis typically focuses on the weekday peak hours in the AM and PM, due to the church use,
Sunday trip generation is also referenced in this analysis.
Trip Generation Credits for Existing Land Use Displaced by the Proposed Project
This analysis calculates net new trips projected to be generated by the proposed project. For example, the
proposed 29,653 square foot Lazy Acres Grocery Market will replace the existing Hope Chapel Youth Center
and the occupation of Shorewood Plaza by the church as an annex/offices will replace the existing office
uses in the building.
Pass‐by Trip Adjustment
A pass-by trip adjustment is applicable to land uses located along busy arterial roadways attracting vehicle
trips already on the roadway; particularly when the roadway is experiencing peak operating conditions. For
example, a motorist traveling along Pacific Coast Highway or Artesia Boulevard between work and home
may stop at the proposed Lazy Acres Grocery Market. A pass-by adjustment under this example would
reduce/eliminate both the inbound trip and the outbound trip from the surrounding roadway circulation
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 11|page
system since the vehicle was already traveling on the roadway. Three sources were consulted to assist in
determining appropriate pass-by rates for the proposed Lazy Acres Grocery Market.
The ITE Trip Generation Handbook, 3rd Edition (ITE, August 2014) provides pass-by rates for the PM peak
period, but does not provide any guidance on AM peak period or daily pass-by rates. The Los Angeles
Department of Transportation (LADOT) Traffic Study Policies and Procedures (LADOT, 2013) and the San
Diego Municipal Code Land Development Code Trip Generation Manual (City of San Diego, May 2003)
provide general pass-by rates for certain land uses that are applicable to the AM and PM peak periods and
daily trips. This analysis has used a combination of ITE and LADOT pass-by rates. ITE rates are based on
national data, while Los Angeles and San Diego data is more local in nature. Table 6 summarizes the
available information regarding pass-by trips for the Supermarket land use.
Table 6
Published Supermarket Pass-by Trip Percentages
Source Published Pass-By Percentage for Supermarket Land Use
AM Peak Hour PM Peak Hour Daily Trips
Institute of Transportation Engineers1 N/A 36% N/A
Los Angeles Department of
Transportation2 40% 40% 40%
City of San Diego3 40% 40% 40%
1: Source: ITE Trip Generation Handbook, 3rd Edition (2014), 2: Source: LADOT Traffic Study Policies and Procedures (2013)
3: Source: San Diego Municipal Code Land Development Code Trip Generation Manual (May, 2003)
Based on review of the published pass-by trip percentages for the supermarket land use, a 40% pass-by
discount is appropriate for the proposed Lazy Acres Grocery Market for all potential analysis scenarios (AM,
PM, Daily, Sunday peak hour).
Internal Trip Capture Adjustment
Internal trip capture is the portion of trips generated by a multi-use development, such as a large shopping
center that both begin and end within the development. Internal trip capture reduces a development’s
external trip generation, because internal trips between two land uses on a single site do not use the
external road system. For example, a patron may attend Sunday service at Hope Chapel and then pick up
groceries at the proposed Lazy Acres before exiting the Center. As a result, multi-use developments create
less demand on the external road system than single-use developments generating the same number of
trips.
While the interaction of the Hope Chapel and Lazy Acres Grocery Market land uses could lend itself to
internal trip capture on Sundays, there is likely little to no internal trip capture opportunities for the site on
weekdays. The published methodologies for calculating internal trip capture do not encompass the church
land use, making it difficult to project what effect internal trip capture could have on the proposed site on
Sundays. Therefore, while recognizing that internal trip capture opportunities may exist for the site, no
internal trip capture reduction has been applied in this analysis.
TJW Engineering, Inc.
GFH16001 Lazy Acres-Hope Chapel TIA 12|page
Transit/Walk Credits
The City of Hermosa Beach does not have a specific policy regarding trip generation reductions to account
for non-motorized trips (walking and bicycling) in an urban setting. The project site has a “walkscore”
(www.walkscore.com) of 73, or “very walkable,” and there are residential uses directly to the south/east of
the proposed Lazy Acres Grocery Market. It is likely that a small but not insignificant number of trips to the
site will be made on foot or on bicycle. However, without a City-approved methodology for applying a
transit/walk credit, this trip generation analysis conservatively assumes no reduction in vehicular trip
generation due to transit, walking and bicycle trips.
Table 7 shows the ITE 9th Edition trip generation rates used to calculate projected trip generation of the
proposed project.
Table 7
Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed
Land Use (ITE Code)
Weekday Sunday
AM Peak Hour PM Peak Hour Daily
Peak Hour of
Generator Daily
In Out Total In Out Total In Out Total
Recreational Community
Center (495), per TSF 1.35 0.70 2.05 1.34 1.40 2.74 33.82 0.83 0.65 1.48 13.6
Church (560), per TSF 0.35 0.21 0.56 0.26 0.29 0.55 9.11 5.90 6.14 12.04 36.63
General Office (710), per TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 0.09 0.07 0.16 1.06
Supermarket (850), per TSF 2.11 1.29 3.40 4.83 4.65 9.48 102.24 4.981 4.481 9.461 122.21
Supermarket Pass-By 40%
Note: TSF = thousand square feet. N/A – no data available. Peak Hour of Generator = peak hour for the specific land use
Regional Community Center applies to displaced Hope Chapel Youth Center land use
Church applies to proposed Hope Chapel Expansion and church annex land use
Source: 1 = Comparable Site Data Collection
All Else: ITE Trip Generation, 9th Edition (2012)
Weekday peak hour trip generation rates are provided for the peak hours of the street system as a whole,
whereas Sunday trip generation rates are provided by ITE for the peak hour of the generator only. For
example, ITE reports that the peak hour of trip generation for the church land use falls between 9:00 AM
and 1:00 PM on Sundays, while the peak hour of trip generation for the supermarket land use falls between
12:45 PM and 1:45 PM.
ITE Sunday trip generation rates for the supermarket land use is based on data from only two sites and
reports only the “peak hour of generator,” i.e., the peak hour of the supermarket land use, which the ITE
manial states is sometime between 1:00 PM and 5:00 PM. The Sunday peak hour of trip generation for the
combined Lazy Acres Market/Hope Chapel project is projected to be between 11:00 AM and 1:00 PM, and
is governed by trip generation related to the Church’s largest Sunday service. TJW collected trip generation
data at the Ralph’s Supermarket located at 1644 Cloverfield Boulevard in the City of Santa Monica on two
Sundays to provide local data to augment and refine the ITE trip generation data for the supermarket land
use on Sundays. This site was selected as it is in a beach community with a mix of residential and
TJW Engineering, Inc.
GFH16001 Lazy Acres-Hope Chapel TIA 13|page
commercial land uses surrounding it, and because it is a stand-alone Supermarket with its own dedicated
driveways. Appendix C contains the data collected at the comparable site.
Table 8 shows the net new weekday trip generation of the proposed project after accounting for displaced
land uses and pass-by discounts.
Table 8
Net New Weekday Trip Generation of Proposed Project
Note: TSF = Thousand Square Feet
As shown in Table 8, the proposed project is projected to generate approximately -5 net new weekday AM
peak hour trips, 84 net new weekday PM peak hour trips and 945 net new weekday daily trips. This
analysis assumes no trip generation reduction for the proposed project associated with nearby transit
opportunities and no trip generation reduction from other forms of non-motorized transportation such as
walking and biking from other nearby land uses.
Table 9 shows the net new Sunday mid-day peak hour and daily trip generation of the proposed project
after accounting for displaced land uses and pass-by discounts.
Lazy Acres Supermarket 29.653 TSF 63 38 101 143 138 281 3,032
-25 -15 -40 -57 -55 -112 -1,213
38 23 61 86 83 169 1,819
(B) Hope Chapel Youth Center 29.653 TSF 40 21 61 40 41 81 1,003
-2 2 0 46 42 88 816
Church Main Building Expansion 17.191 TSF 6 4 10 5 5 10 157
Church Annex/Offices 15.0 TSF 5 3 8 4 4 8 137
11 7 18 9 9 18 294
(E) Shorewood Plaza 15.0 TSF 20 3 23 4 18 22 165
-9 4 -5 5 -9 -4 129
33 84 945-11 6 -5 51
Daily
TripsAM Out AM Total PM In PM Out PM Total
(D) Subtotal Proposed Hope Chapel
(F) Net Change on Hope Chapel Sites (D) - (E)
Description Size AM
Proposed Lazy Acres Site
Less 40% Pass-By
Displaced at Hope Chapel Sites
Displaced at Lazy Acres Site:
(A) Subtotal Proposed Lazy Acres
(C) Net Change on Lazy Acres Site (A) - (B)
Proposed Hope Chapel Sites
Total Net New Project Trip Generation
(C)+(F)
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 14|page
Table 9
Net New Sunday Trip Generation of Proposed Project
Note: TSF = Thousand Square Feet
As shown in Table 8, the proposed project is projected to generate approximately 511 net new Sunday mid-
day trips and 2,933 net new Sunday daily trips. This analysis assumes no trip generation reduction for the
proposed project associated with nearby transit opportunities and no trip generation reduction from other
forms of non-motorized transportation such as walking and biking from other nearby land uses.
4.3 Project Trip Distribution
Both of the proposed land uses (Lazy Acres Supermarket, Hope Chapel) are local serving land uses, with the
majority of net new weekday trips projected to come to/from the residential areas within 1-2 miles of the
project site. Sunday trips are projected to come from a slightly larger area, as the church, which makes up
the majority of Sunday trip generation, has a larger marker area than the proposed Lazy Acres Grocery
Market. Exhibit 6 shows the projected trip distribution of weekday trips, and Exhibit 7 shows the projected
trip distribution of Sunday trips.
4.4 Modal Split
While there are transit opportunities via nearby public transit, as well as a potential for reduced automobile
traffic trip generation due to nearby residential land uses that present walking and bicycling opportunities,
the traffic reducing potential of public transit, walking and bicycling have not been considered in this
Proposed Lazy Acres Site
Lazy Acres Supermarket 29.653 148 133 281 3,624
-59 -53 -112 -1,450
89 80 169 2,174
Displaced at Lazy Acres Site:
(B) Hope Chapel Youth Center 29.653 TSF 25 19 44 403
64 61 125 1,771
Proposed Hope Chapel Sites
Church Main Building Expansion 17.191 TSF 101 106 207 629
Church Annex/Offices 15.0 TSF 89 92 181 549
190 198 388 1,178
Displaced at Hope Chapel Sites
(E) Shorewood Plaza 15.0 TSF 1 1 2 16
189 197 386 1,162
2933Total Net New Project Trip Generation
(C)+(F)253 258 511
(D) Subtotal Proposed Hope Chapel
(F) Net Change on Hope Chapel Sites (D) - (E)
Less 40% Pass-By
(A) Subtotal Proposed Lazy Acres
(C) Net Change on Lazy Acres Site (A) - (B)
Mid-Day
Total
Daily
TripsDescriptionSizeMid-Day
In
Mid-Day
Out
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 6: Forecast Weekday Trip Distribution andAM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip Distribution2134X610%15%5%20%5%20%25%15%5%5%20%Weekday AM/PM Peak Hour VolumesXX/XX5%5%5%5%10%15%5%5%5%5%578
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 7: Forecast Sunday Trip Distribution and AM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip Distribution2134X610%15%5%25%5%10%30%20%5%5%20%Weekday AM/PM Peak Hour VolumesXX/XX10%5%5%5%10%20%5%5%5%10%578
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 15|page
analysis since a specific reduction is difficult to quantify, and the City of Hermosa Beach does not have
specific guidelines regarding trip generation reductions for transit and non-motorized transportation.
4.5 Project Trip Assignment
Exhibit 8 shows the corresponding projected weekday AM/PM peak hour trip assignment of project trips;
Exhibit 9 shows the corresponding projected Sunday mid-day peak hour trip assignment of project trips.
4.6 Related Projects Traffic
CEQA guidelines require that other reasonably foreseeable development projects which are either
approved or are currently being processed in the study area also be included as part of a cumulative
analysis scenario. A list of related projects was compiled based on information contained in Traffic Impact
Study Skechers Design Center and Office Project (LLG, Engineers, June 2016). Exhibit 10 shows the location
of nearby related developments. A summary of the related projects land uses is shown in Table 10.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 8: Weekday AM/PM Peak Hour Trip Assignment of Project TripsLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW-1/3-1/3-2/8
0/21/50/2
-1/3-1/3-1/3
0/20/20/2
3GOULD-2/100/21/31/5-3/13
1/61/34PCH21ST STARTESIA-1/31/50/2
-2/8
PCH516TH ST-1/31/30/2
-1/5
6ARTESIA0/21/71/3-2/10-1/3
-1/5
PCHPROSPECT7PECKARTESIA8ARTESIA0/20/20/2-1/3-1/3 -1/30/21/5-2/8-1/3 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 9: Sunday Mid-day Peak Hour Trip Assignment of Project TripsLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW131351
135213
131325
132613
3GOULD2519133976
58264PCH21ST STARTESIA133913
38
PCH516TH ST132613
25
6ARTESIA1365266313
25
PCHPROSPECT7PECKARTESIA8ARTESIA1326132513 1313525113ARTESIAMEADOWS
SEPULVEDASEPULVEDASEPULVEDA
Not to Scale
Traffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com
GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis
Exhibit 10:
Related Project Map
Approximate Related Project Location
Legend:
XX
Project Location
1
2
3
5
6
7
8
9
10
11
12
13
14
17
1819
21
28
24
26
27
22
15
4
16
20 23
25
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 16|page
Table 10
Summary of Related Projects
Map# Project Name/Address Land Use Quantity
1 Clark Hotel, 1429 Hermosa Ave Hotel 30 Rooms
2 2101 Pacific Coast Highway Office 10,124 GSF
3 906 Hermosa Ave Office 8,780 GSF
4 824 1st St Office 3,000 GSF
5 Strand and Pier Hotel Hotel 100 Rooms
6 OTO Development Hotel Beach/11th Hotel 100 Rooms
7 Transpacific Fiber-Optic Cable Project Communications N/A
8 Manhattan Village Shopping Center Shopping Center 100,000 GLSF
9 1133 Artesia Blvd Grocery Store 12,000 SF
10 865 Manhattan Beach Blvd Office
Deli
15,000 GSF
700 GSF
11 1000 N. Sepulveda Blvd
Medical Office
Pharmacy
Coffee Shop
Restaurant
23,050 GSF
665 GSF
1,715 GSF
-5,400 GSF
12 Skechers Design Center
Corporate Office
General Office
Retail
Automotive
119,505 GSF
49,080 GSF
-4,000 GLSF
-5,340 GLSF
13 Gelsons 707 N. Sepulveda Blvd
Supermarket
Restaurant
Bank
Automotive care
27,500 GSF
52 Seats
7,000 GSF
-31,720 GSF
14 1800 Manhattan Beach Blvd Office 3,000 GSF
15 2205 N Sepulveda Blvd Office 4,700 GSF
16 1762 Manhattan Beach Blvd Medical Office 1,800 GSF
17 1101 Aviation Blvd Medical Office 5,000 GSF
18 1129 N Sepulveda Blvd Retail 2,000 GLSF
19 1100 Manhattan Beach Blvd Retail 13,000 GLSF
20 Raytheon South Campus Phase 1
Office
Light Industrial
Warehouse
Retail
1,751,921 GSF
73,577 GSF
168,000 GSF
148,960 GLSF
21 750 S Douglas St Industrial 4,986 GSF
22 500 S Douglas St Office 80,042 GSF
23 2171-2191 Rosecrans Restaurant 5,375 GSF
24 2012 Artesia Blvd Indoor Pool 16,900 GSF
25 2516-2520 Nelson Ave Condominiums 9 DU
26 2430 Marine Ave Hotel 121 Rooms
27 South Bay Galleria
Retail
Hotel
Residential
217,864 GLSF
150 Rooms
650 DU
28 Redondo Beach Waterfront Redevelopment
Retail
Movie Theater
Quality Restaurant
High-Turnover Restaurant
Hotel
Office
65,995 GLSF
700 Seats
82,906 GSF
-94 GSF
130 Rooms
-11,174 GSF
Source: Traffic Impact Study Skechers Design Center and Office Project (LLG, Engineers, June 2016)
Note: GSF = Gross Square Feet, GLSF = Gross Leasable Square Feet, Du = Dwelling Units
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 17|page
5.0 Existing Plus Project Conditions
Existing plus project conditions analysis is intended to identify the project-related impacts on the existing a
circulation system by comparing existing plus project conditions to existing conditions.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the existing plus project scenario are
consistent with those previously shown in Exhibit 3.
5.2 EXISTING PLUS PROJECT TRAFFIC VOLUMES
Existing plus project volumes include existing traffic volumes, plus the addition of project generated trips.
Existing Plus Project Volumes = Existing (2016) Counts + Project Traffic
Exhibit 11 shows existing plus project weekday AM/PM peak hour volumes at the study intersections;
Exhibit 12 shows the Sunday mid-day peak hour volumes at the study intersections.
5.3 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS
Existing plus project conditions weekday AM and PM peak hour intersection analysis is shown in Table 11
and existing plus project conditions Sunday mid-day peak hour analysis is shown in Table 12. Calculations
are based on the existing geometrics at the study area intersections as shown in Exhibit 3. ICU analysis
sheets are provided in Appendix D.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 11: Existing Plus Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW11/1325/149/1847/2618/1714/4247/20961/240611/13
21/233039/13437/26
55/69108/7714/7164/3393/5238/4243/35978/229565/27
17/282903/137020/24
3GOULD92/67361/41469/53592/276507/349283/273173/494706/189345/66
154/2652300/99947/454PCH21ST STARTESIA53/2484/4713/1363/4192/5675/3320/74898/207914/78
22/252475/125342/31
PCH516TH ST78/1700/052/11225/40/029/277/4814/1887159/273
30/212310/103170/89
6ARTESIA42/35656/1079117/12283/381149/706125/16727/5049/9743/24
224/5376/40178/103
PCHPROSPECT7PECKARTESIA8ARTESIA145/83699/109624/8496/491174/84926/6281/5124/44110/89 10/8119/34149/5899/72836/1181157/921272/91774/15255/95 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
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Exhibit 12: Existing Plus Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW332191142140510
13172622
42253135342712137062
21160622
3GOULD90298633683913642701013105
2151175804PCH21ST STARTESIA36181525352536136367
22140639
PCH516TH ST1091821201061173172
6127265
6ARTESIA64714992194787424477
5918126
PCHPROSPECT7PECKARTESIA8ARTESIA59880452388536922648 31050287964598011875ARTESIAMEADOWS
SEPULVEDASEPULVEDASEPULVEDA
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 18|page
Table 11
Intersection Analysis – Existing Plus Project Weekday AM/PM Peak Hour
Intersection
Weekday AM Peak Hour Weekday PM Peak Hour
Significant
Impact? Existing
Existing
Plus
Project Change
in V/C
Existing
Existing
Plus
Project Change
in V/C
V/C - LOS V/C – LOS V/C – LOS V/C – LOS
Sepulveda Blvd/ 2nd Street 0.868 – D 0.868 – D 0.000 0.712 – C 0.717 – C 0.005 No
Sepulveda Blvd/Longfellow Ave 0.814 – D 0.814 – D 0.000 0.668 – B 0.675 – B 0.007 No
Pacific Coast Highway/Artesia
Blvd-Gould 1.006 – F 1.007 – F 0.001 0.769 – C 0.777 – C 0.008 No
Pacific Coast Highway/21st Street 0.813 – D 0.812 – D -0.001 0.662 – B 0.665 – B 0.003 No
Pacific Coast Highway/16th Street 0.675 – B 0.674 – B -0.001 0.672 – B 0.674 – B 0.002 No
Prospect Ave/Artesia Blvd 0.699 – B 0.697 – B -0.002 0.743 – C 0.751 – C 0.008 No
Meadows Ave/Artesia Blvd 0.690 – B 0.689 – B -0.001 0.620 – B 0.623 – B 0.003 No
Ford Ave-Peck Ave/Artesia Blvd 0.813 – D 0.812 – D -0.001 0.600 – A 0.603 – B 0.003 No
Note: V/C = volume-to-capacity ratio.
As shown in Table 11, the intersections are projected to continue to operate at an acceptable LOS (LOS D or
better) during the weekday AM and PM peak hours for existing plus project conditions with the exception
of the Pacific Coast Highway/Artesia Blvd-Gould Ave intersection which is projected to continue to operate
at LOS F. Some study intersections show a slightly better V/C ratio for existing plus project conditions since
the net new weekday AM peak hour trip generation for the project is negative (-11 inbound trips, +6
outbound trips, and -5 total trips).
Table 12
Intersection Analysis – Existing Plus Project Sunday Mid-day Peak Hour
Intersection
Sunday Mid-day Peak Hour
Significant
Impact? Existing Existing Plus
Project Change in V/C
V/C - LOS V/C – LOS
Sepulveda Blvd/ 2nd Street 0.508 – A 0.516 – A 0.008 No
Sepulveda Blvd/Longfellow Ave 0.458 – A 0.489 – A 0.031 No
Pacific Coast Highway/Artesia Blvd-
Gould 0.618 – B 0.678 – B 0.060 No
Pacific Coast Highway/21st Street 0.479 – A 0.498 – A 0.019 No
Pacific Coast Highway/16th Street 0.453 – A 0.467 – A 0.014 No
Prospect Ave/Artesia Blvd 0.572 – A 0.623 – B 0.051 No
Meadows Ave/Artesia Blvd 0.526 – A 0.558 – A 0.032 No
Ford Ave-Peck Ave/Artesia Blvd 0.502 – A 0.518 – A 0.016 No
Note: V/C = volume-to-capacity ratio.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 19|page
As shown in Table 12, the intersections are projected to continue to operate at an acceptable LOS (LOS D or
better) during the Sunday mid-day peak hour for existing plus project conditions.
Based on the thresholds of significance for existing plus project conditions previously discussed in section
2.5, the addition of project generated trips is projected to not have a significant direct impact at any of the
study intersections.
5.4 EXISTING PLUS PROJECT CONDITIONS RECOMMENDED IMPROVEMENTS
Since the addition of project generated trips is projected to not have a significant direct impact on any of
the study facilities, no improvements are recommended for existing plus project conditions.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 20|page
6.0 Project Opening Year Without Project Conditions
Project opening year without project conditions analysis is intended to set the baseline condition for
determining project-related cumulative impacts on the planned near-term circulation system.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the project opening year without
project scenario are consistent with those previously shown in Exhibit 3.
6.2 PROJECT OPENING YEAR WITHOUT PROJECT TRAFFIC VOLUMES
Project opening year without project volumes include background traffic plus the addition of the traffic
projected to be generated by developments in the vicinity of the proposed project which are in various
stages of planning, entitlement and construction. Since the proposed project is expected to be built and
generating trips in 2018, project opening year without project volumes include an ambient growth rate of
1% per year for two years, applied to existing volumes.
Project Opening Year Without Project Volumes =
(Existing (2016) Counts * 1.01^2) + Related Projects Traffic
The related projects were previously discussed in Section 4.6 Related Projects Traffic.
Exhibit 13 shows project opening year without project weekday AM/PM peak hour volumes at the study
intersections; Exhibit 14 shows project opening year without project Sunday mid-day peak hour volumes at
the study intersections.
6.3 PROJECT OPENING YEAR WITHOUT PROJECT LEVEL OF SERVICE ANALYSIS
Project opening year without project conditions weekday AM and PM peak hour intersection analysis is
shown in Table 13, and project opening year without project Sunday mid-day peak hour analysis is shown in
Table 14. Calculations are based on the existing geometrics at the study area intersections as shown in
Exhibit 3. ICU analysis sheets are provided in Appendix D.
Table 13
Intersection Analysis – Project Opening Year Without Project Weekday Conditions
Intersection
AM Peak Hour PM Peak Hour
V/C - LOS V/C - LOS
Sepulveda Blvd/ 2nd Street 0.928 – E 0.779 – C
Sepulveda Blvd/Longfellow Ave 0.882 – D 0.747 – B
Pacific Coast Highway/Artesia Blvd-Gould 1.130 – F 0.890 – D
Pacific Coast Highway/21st Street 0.881 – D 0.758 – C
Pacific Coast Highway/16th Street 0.733 – C 0.754 – C
Prospect Ave/Artesia Blvd 0.780 – C 0.870 – D
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
V
EFORD
Exhibit 13: Project Opening Year Without Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW11/1328/1410/1549/2818/1715/4760/161161/274911/13
32/203306/16247/24
58/71110/7919/7270/3898/5640/4049/421219/256568/30
17/273133/169922/30
3GOULD103/83389/45770/54703/334544/392349/380216/599815/217651/91
199/3792526/116247/414PCH21ST STARTESIA55/2186/4813/1370/6594/5777/3425/951067/245414/78
34/262750/151943/32
PCH516TH ST81/1700/053/11426/40/030/287/4981/2260162/276
31/212580/129671/91
6ARTESIA43/34762/1350119/12685/391365/926134/19333/6852/10545/21
234/7478/41192/107
PCHPROSPECT7PECKARTESIA8ARTESIA148/83815/140426/90118/821392/109727/6397/9024/45113/88 10/8121/35156/62101/71956/1494160/941496/116675/15557/94 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
V
EFORD
Exhibit 14: Project Opening Year Without Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW3389112148110
018089
43261836351412147263
817129
3GOULD102308693764163472181103117
2341209604PCH21ST STARTESIA23181526362637144155
22148540
PCH516TH ST1081841201061250172
6135266
6ARTESIA52727742196789434565
6018103
PCHPROSPECT7PECKARTESIA8ARTESIA47931412393737942736 310431582446101312063ARTESIAMEADOWS
SEPULVEDASEPULVEDASEPULVEDA
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 21|page
Meadows Ave/Artesia Blvd 0.763 – C 0.722 – C
Ford Ave-Peck Ave/Artesia Blvd 0.904 – E 0.728 – C
Note: V/C = volume-to-capacity ratio.
As shown in Table 13, the intersections are projected to operate at an acceptable LOS (LOS D or better)
during the weekday AM and PM peak hours for project opening year without project conditions with the
exception of the following intersection which are projected to operate at LOS E during the AM peak hour:
• Sepulveda Boulevard/2nd Street;
• Pacific Coast Highway/Artesia Boulevard-Gould Avenue; and
• Ford Avenue-Peck Avenue/Artesia Boulevard.
Table 14
Intersection Analysis – Project Opening Year Without Project Sunday Conditions
Intersection
Mid-day Peak Hour
V/C - LOS
Sepulveda Blvd/ 2nd Street 0.537 – A
Sepulveda Blvd/Longfellow Ave 0.486 – A
Pacific Coast Highway/Artesia Blvd-Gould 0.666 – B
Pacific Coast Highway/21st Street 0.505 – A
Pacific Coast Highway/16th Street 0.483 – A
Prospect Ave/Artesia Blvd 0.601 – B
Meadows Ave/Artesia Blvd 0.555 – A
Ford Ave-Peck Ave/Artesia Blvd 0.532 – A
Note: V/C = volume-to-capacity ratio.
As shown in Table 14, the intersections are projected to continue to operate at an acceptable LOS (LOS D or
better) during the Sunday mid-day peak hour for project opening year without project.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 22|page
7.0 Project Opening Year with Project Conditions
Project opening year with project conditions analysis is intended to identify project-related cumulative
impacts on the planned near-term circulation system.
7.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the project opening year with project
scenario are consistent with those previously shown in Exhibit 3.
7.2 PROJECT OPENING YEAR WITH PROJECT TRAFFIC VOLUMES
Project opening year with project volumes include background traffic plus the addition of the traffic
projected to be generated by developments in the vicinity of the proposed project which are in various
stages of planning, entitlement and construction, plus project generated trips. Since the proposed project
is expected to be built and generating trips in 2018, project opening year with project volumes include an
ambient growth rate of 1% per year for two years, applied to existing volumes.
Project Opening Year with Project Volumes =
(Existing (2016) Counts * 1.01^2) + Related Projects Traffic + Proposed Project Trips
The related projects were previously discussed in Section 4.6 Related Projects Traffic.
Exhibit 15 shows project opening year with project weekday AM/PM peak hour volumes at the study
intersections; Exhibit 16 shows project opening year with project Sunday mid-day peak hour volumes at the
study intersections.
7.3 PROJECT OPENING YEAR WITH PROJECT LEVEL OF SERVICE ANALYSIS
Project opening year with project conditions weekday AM and PM peak hour intersection analysis is shown
in Table 15, and project opening year without project Sunday mid-day peak hour analysis is shown in Table
16. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3.
ICU analysis sheets are provided in Appendix D.
Table 15
Intersection Analysis – Project Opening Year With Project Weekday Conditions
Intersection
Weekday AM Peak Hour Weekday PM Peak Hour
Significant
Impact?
2018 No
Project
2018 With
Project Change
in V/C
2018 No
Project
2018 With
Project Change
in V/C V/C - LOS V/C – LOS V/C – LOS V/C – LOS
Sepulveda Blvd/ 2nd Street 0.928 – E 0.928 – E 0.000 0.779 – C 0.784 – C 0.005 No
Sepulveda Blvd/Longfellow Ave 0.882 – D 0.882 – D 0.000 0.747 – B 0.753 – B 0.006 No
Pacific Coast Highway/Artesia
Blvd-Gould 1.130 – F 1.130 – F 0.000 0.890 – D 0.898 – D 0.008 No
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
V
EFORD
Exhibit 15: Project Opening Year With Project Weekday AM/PM Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW11/1328/149/1849/2818/1714/5060/161159/275711/13
32/223307/16297/26
58/71110/7918/7570/3898/5639/4349/421218/256868/30
17/293133/170122/32
3GOULD103/83387/46770/54703/336545/395350/385213/612815/217651/91
199/3792527/116848/464PCH21ST STARTESIA54/2486/4813/1370/6594/5777/3425/951068/245914/80
34/262748/152743/32
PCH516TH ST80/1730/053/11426/40/030/287/4982/2263162/278
31/212579/130171/91
6ARTESIA43/36763/1357120/12985/391363/936134/19333/6852/10544/24
234/7478/41191/112
PCHPROSPECT7PECKARTESIA8ARTESIA148/85815/140626/92118/821391/110027/6397/9024/45112/91 10/8121/35155/65101/73957/1499160/941494/117475/15556/97 ARTESIAMEADOWSSEPULVEDASEPULVEDASEPULVEDA
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOWAVEARTESIA BLVD2ND ST16TH STMEADOWS AVEFORD
A
V
EFORD
Exhibit 16: Project Opening Year With Project Sunday Mid-day Peak Hour VolumesLegend:AM/PM Peak Hour VolumesXX/XXLegend:Project Site1354627812ND ST2LONGFELLOW332191142153210
13186022
43263136352712149763
21173822
3GOULD102333693954293862941103117
2341267864PCH21ST STARTESIA36181526362637148068
22152340
PCH516TH ST1211841201061276185
6137766
6ARTESIA6579210021103089434578
6018128
PCHPROSPECT7PECKARTESIA8ARTESIA60957542396237942749 310562887646106412076ARTESIAMEADOWS
SEPULVEDASEPULVEDASEPULVEDA
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 23|page
Pacific Coast Highway/21st Street 0.881 – D 0.880 – D -0.001 0.758 – C 0.761 – C 0.003 No
Pacific Coast Highway/16th Street 0.733 – C 0.732 – C -0.001 0.754 – C 0.756 – C 0.002 No
Prospect Ave/Artesia Blvd 0.780 – C 0.779 – C -0.001 0.870 – D 0.879 – D 0.009 No
Meadows Ave/Artesia Blvd 0.763 – C 0.762 – C -0.001 0.722 – C 0.726 – C 0.004 No
Ford Ave-Peck Ave/Artesia Blvd 0.904 – E 0.903 – E -0.001 0.728 – C 0.731 – C 0.003 No
Note: V/C = volume-to-capacity ratio.
As shown in Table 15, the intersections are projected to operate at an acceptable LOS (LOS D or better)
during the weekday AM and PM peak hours for project opening year with project conditions with the
exception of the following intersection which are projected to operate at LOS E during the AM peak hour:
• Sepulveda Boulevard/2nd Street;
• Pacific Coast Highway/Artesia Boulevard-Gould Avenue; and
• Ford Avenue-Peck Avenue/Artesia Boulevard.
Table 16
Intersection Analysis – Project Opening Year With Project Sunday Conditions
Intersection
Sunday Mid-day Peak Hour
Significant
Impact? 2018 No Project 2018 With
Project Change in V/C
V/C - LOS V/C – LOS
Sepulveda Blvd/ 2nd Street 0.537 – A 0.545 – A 0.008 No
Sepulveda Blvd/Longfellow Ave 0.486 – A 0.517 – A 0.031 No
Pacific Coast Highway/Artesia Blvd-
Gould 0.666 – B 0.726 – C 0.060 No
Pacific Coast Highway/21st Street 0.505 – A 0.524 – A 0.019 No
Pacific Coast Highway/16th Street 0.483 – A 0.497 – A 0.014 No
Prospect Ave/Artesia Blvd 0.601 – B 0.653 – B 0.052 No
Meadows Ave/Artesia Blvd 0.555 – A 0.587 – A 0.032 No
Ford Ave-Peck Ave/Artesia Blvd 0.532 – A 0.556 – A 0.024 No
Note: V/C = volume-to-capacity ratio.
As shown in Table 14, the intersections are projected to continue to operate at an acceptable LOS (LOS D or
better) during the Sunday mid-day peak hour for project opening year with project.
Based on the thresholds of significance for project opening year with project conditions previously
discussed in section 2.5, the addition of project generated trips is projected to not have a significant
cumulative impact at any of the study intersections.
7.4 PROJECT OPENING YEAR WITH PROJECT RECOMMENDED IMPROVEMENTS
Since the addition of project generated trips is projected to not have a significant cumulative impact on any
of the study facilities, no improvements are recommended for project opening year with project conditions.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 24|page
8.0 State Highway (Caltrans) Analysis
Supplemental analysis has been prepared based on the latest edition of the Highway Capacity Manual8
(HCM 2010) operational analysis methodology based on the California Department of Transportation’s
(Caltrans) Guide for the Preparation of Traffic Impact Studies (Caltrans, December 2002). Caltrans facilities
in the study area include Sepulveda Boulevard and Pacific Coast Highway; the closest freeway facility is I-
405, approximately 2.25 miles northeast of the project site as the crow flies. Caltrans typically requires
freeway analysis when a proposed project is expected to add 50 or more peak hour trips in either direction
on a freeway mainline segment during either the weekday AM or weekday PM peak hour. The proposed
project at is not protected to generate 50 or more vehicle trips, during either the weekday AM or PM peak
hours, at any freeway mainline location. Therefore, the proposed project does not meet the threshold for
preparing Caltrans freeway mainline analysis. However, the proposed project will contribute traffic along
Sepulveda Boulevard which operates under joint jurisdiction with Caltrans and the City of Manhattan
Beach, and Pacific Coast Highway which operates under joint jurisdiction with Caltrans and the City of
Hermosa Beach.
Study intersection on Sepulveda Boulevard and Pacific Coast Highway analyzed as part of the traffic analysis
for the Cities of Hermosa Beach and Manhattan Beach, have been analyzed in this section based on
Caltrans’ intersection operation methodology (HCM 2010), for the weekday AM peak hour, weekday PM
peak hour, and Sunday Mid-day peak hour.
The following five study intersections are jointly operated by Caltrans and either the City of Manhattan
Beach or the City of Hermosa Beach:
• Sepulveda Boulevard/2nd Street
• Sepulveda Boulevard-PCH/Longfellow Avenue-Longfellow Drive
• Sepulveda Boulevard-PCH/Gould Avenue-Artesia Boulevard
• Pacific Coast Highway/21st Street
• Pacific Coast Highway/16th Street
According to the Caltrans Guide for the Preparation of Traffic Impact Studies, the LOS for operating State
Highway facilities is based upon measures of effectiveness (MOEs). For state-controlled signalized study
intersections, the MOE is determined based on control delay in seconds per vehicle (sec/veh). Caltrans
“endeavors to maintain a target LOS at the transition between LOS C and LOS D on State Highway facilities”;
however, the guidelines do not require that LOS D be maintained in all instances. Caltrans acknowledges
that maintaining LOS D may not always be feasible, and that in some cases facilities are already operating at
LOS E or LOS F. If an existing State Highway facility is operating at less than the appropriate target LOS, the
existing MOE should be maintained. For this analysis, LOS D is the target level of service standard and will
be utilized to assess the project impacts at the Caltrans study intersections.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 25|page
8.1 CALTRANS INTERSECTION ANALYSIS METHODOLOGY
The Highway Capacity Manual (HCM) 2010 (Transportation Research Board, 2010) methodology expresses
the LOS of an intersection in terms of delay time for the intersection approaches. The HCM methodology
utilizes different procedures for different types of intersection control.
Caltrans traffic study guidelines require signalized intersection operations be analyzed utilizing the HCM
2010 methodology. Intersection LOS for signalized intersections is based on the intersections average
control delay for all movements at the intersection during the peak hour. Control delay includes initial
deceleration delay, queue move-up time, stopped delay, and final acceleration delay.
Table 17 describes the general characteristics of traffic flow and accompanying delay ranges at signalized
intersections.
Table 17
HCM – LOS & Delay Ranges – Signalized Intersections
LEVEL OF
SERVICE DESCRIPTION DELAY
(in seconds)
A Very favorable progression; most vehicles arrive during green
signal and do not stop. Short cycle lengths. 0 – 10.00
B Good progression, short cycle lengths. More vehicles stop than for
LOS A. 10.01 – 20.00
C
Fair progression; longer cycle lengths. Individual cycle failures may
begin to appear. The number of vehicles stopping is significant,
though many vehicles still pass through without stopping.
20.01 – 35.00
D Progression less favorable, longer cycle length and high
flow/capacity ratio. The proportion of vehicles that pass through
without stopping diminishes. Individual cycle failures are obvious.
35.01 – 55.00
E
Severe congestion with some long standing queues on critical
approaches. Poor progression, long cycle lengths and high
flow/capacity ratio. Individual cycle failures are frequent.
55.01 – 80.00
F Very poor progression, long cycle lengths and many individual
cycle failures. Arrival flow rates exceed capacity of intersection. > 80.01
Source: Transportation Research Board, Highway Capacity Manual, HCM2010 Edition (Washington D.C., 2010).
Caltrans intersections were analyzed using Synchro 9 traffic analysis software. A Synchro network was
created based on existing field review of the Caltrans study intersections. Specifics such as lane
configurations, turn pocket storage lengths, posted speed limits, traffic signal phasing, and traffic volumes
were input into the network.
8.3 CALTRANS INTERSECTION LEVEL OF SERVICE ANALYSIS
Existing plus project conditions weekday AM and PM peak hour intersection analysis is shown in Table 11
and existing plus project conditions Sunday mid-day peak hour analysis is shown in Table 12. Calculations
are based on the existing geometrics at the study area intersections as shown in Exhibit 3. HCM analysis
sheets are provided in Appendix E.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 26|page
Table 18
Caltrans Intersection Analysis
Intersection Peak Hour
Existing Existing
Plus Project
Change
in Delay
–
Impact?
Project
Opening
Year
Without
Project
Project
Opening
Year With
Project
Change
in Delay
–
Impact?
Delay – LOS Delay – LOS Delay –
LOS
Delay –
LOS
Sepulveda Blvd/
2nd Street
Weekday AM
Weekday PM
Sunday Mid-day
8.6 – A
13.6 – B
8.6 – A
8.6 – A
13.7 – B
8.6 – A
0.0 – No
0.1 – No
0.0 – No
9.4 – A
14.8 – B
8.9 – A
9.4 – A
14.8 – B
9.2 – A
0.0 – No
0.0 – No
0.3 – No
Sepulveda Blvd/
Longfellow Ave
Weekday AM
Weekday PM
Sunday Mid-day
5.6 – A
3.4 – A
5.2 – A
5.6 – A
3.5 – A
1.9 – A
0.0 – No
0.1 – No
-3.3 – No
7.0 – A
5.6 – A
1.1 – A
7.0 – A
5.7 – A
1.9 – A
0.0 – No
0.1 – No
0.8 – No
Pacific Coast Hwy/
Artesia Blvd-
Gould
Weekday AM
Weekday PM
Sunday Mid-day
48.9 – D
20.2 – C
30.5 – C
49.2 – D
20.5 – C
32.0 – C
0.3 – No
0.3 – No
1.5 – No
66.9 – E
25.7 – C
31.8 – C
67.0 – E
26.2 – C
33.5 – C
0.1 – No
0.5 – No
1.7 – No
Pacific Coast Hwy/
21st Street
Weekday AM
Weekday PM
Sunday Mid-day
5.3 – A
3.0 – A
2.1 – A
5.3 – A
3.0 – A
2.2 – A
0.0 – No
0.0 – No
0.1 – No
5.2 – A
2.8 – A
2.0 – A
5.2 – A
2.9 – A
2.1 – A
0.0 – No
0.1 – No
0.1 – No
Pacific Coast Hwy/
16th Street
Weekday AM
Weekday PM
Sunday Mid-day
20.2 – C
30.6 – C
14.4 – B
20.2 – C
30.7 – C
14.5 – B
0.0 – No
0.1 – No
0.1 – No
23.4 – C
35.4 – D
14.8 – B
23.4 – C
35.5 – D
14.9 – B
0.0 – No
0.1 – No
0.1 – No
Note: Delay shown in seconds.
As shown in Table 18 , the Caltrans intersections are projected to operate at an acceptable LOS (LOS D or
better) during the weekday AM and PM peak hours and the Sunday Mid-day peak hour for all scenarios
with the exception of the Pacific Coast Highway/Artesia Boulevard-Gould Avenue intersection which is
projected to operate at LOS E during the weekday AM peak hour for Project Opening Year Without and
With Project conditions.
Some study intersections show a slightly better V/C ratio for existing plus project conditions since the net
new weekday AM peak hour trip generation for the project is negative (-11 inbound trips, +6 outbound
trips, and -5 total trips).
Based on Caltrans thresholds of significance to maintain LOS D or better for intersections operating at LOS
D or better, and to maintain the measure of effectiveness for intersection operating at LOS E or F, the
addition of project generated trips is projected to not have a significant impact at any of the Caltrans study
intersections since the proposed project maintains the projected LOS E operation at the Pacific Coast
Highway/Artesia Boulevard-Gould Avenue intersection during the AM peak hour. The proposed project is
projected to remove 1 trip from the intersection during the weekday AM peak hour.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 27|page
9.0 Transportation Demand Management
Chapter 17.48 of the City of Hermosa Beach Municipal Code (Trip Reduction and Travel Management)
requires development projects to enact transportation demand management (TDM) and trip reduction
measures which are aimed at reducing vehicular traffic to and parking at a project site. The goal of TDM is
to decrease the number of single occupant vehicle (SOV) trips to/from a site by offering incentives and
infrastructure that encourage alternative means of transportation such as carpooling/vanpooling, walking,
bicycling, transit and ridesharing. The following measures should be considered for implementation to
reduce vehicle trips to the project site. It should be noted that these potential TDM strategies are being
offered for informational purposes only. Since the exact trip reducing potential of these measures cannot
be measured in advance, and the specific measures the project may enact have not been determined at
this time, no formal trip reductions were incorporated into the traffic analysis.
1) TDM Bulletin Board – Both the proposed Lazy Acres and Hope Chapel could provide a bulletin board,
display case or kiosk displaying transportation information located where the greatest number of
employees/congregants are likely to see it. Information in the area could include the following:
• Transit maps, routes and schedules, for routes serving the site.
• Contact information for ridesharing agencies, transit agencies, and other transit related
information.
• Bicycle route and facility information, including regional/local bicycle maps and bicycle safety
information.
2) Bicycle racks or other secure bicycle parking such as bicycle lockers could be provided to accommodate
both employee and customer bicycling parking at the proposed Lazy Acres, as well as at the hope Chapel to
encourage congregants to bicycle to the site. Bicycle racks should be up to current planning ‘best practice’
standards, with the ability for bicyclists to lock their bike to the rack in two places. Long-term bicycle
parking should be located indoors such that long-term parking (employees) and short-term parkers
(customers) can be accommodated. Bicycle parking may mean bicycle racks, a locked cage, or other similar
parking area.
3) Employee Walking/Bicycling Incentive. Lazy Acres could offer a program that each time an employee
walks or bicycle to work they are get one entry into a monthly raffle for a prize such as a gift card to a local
business. This program could be expanded to carpoolers as well.
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 28|page
10.0 Los Angeles Congestion Management Program Analysis
According to the CMP (Los Angeles County Metropolitan Transportation Authority, July 2010), those
proposed projects, which meet the following criteria, shall be evaluated:
• All CMP arterial monitoring intersections, including monitored freeway on or off-ramp
intersections, where the proposed project will add 50 or more trips during either the AM or PM
weekday peak hours (of adjacent street traffic).
• Mainline freeway monitoring locations where the project will add 150 or more trips, in either
direction, during either the AM or PM weekday peak hours.
No CMP monitored intersections are projected to receive 50 or more project-generated trips during either
the weekday AM peak hour or the PM peak hour as shown in Exhibit 8. Since the project is projected to
generate approximately -5 net new weekday AM peak hour trips and approximately 84 net new weekday
PM peak hour trips, no CMP mainline freeway monitoring location is projected to receive 150 or more
project-generated trips during either the AM peak hour or the PM peak hour. Therefore, the proposed
project is projected to have no significant CMP traffic impacts.
CMP Transit Impacts
The following transit services are available in the vicinity of the proposed project site:
LAMTA Route 130 travels between Norwalk and Redondo Beach with notable stops at Los Cerritos Center,
Cerritos College, the Artesia Blue Line Station, CSU Dominguez Hills, the Harbor Gateway Transit Center and
the South Bay Galleria. Route 130 provides weekday service between 5:00 AM and 9:00 PM with headways
of approximately 20-50 minutes throughout the day and weekend service between 8:00 AM and 8:00 PM
with headways of approximately 60 minutes. There are bus stops for Route 130 at the southeast corner
and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection.
LAMTA Route 232 travels between El Segundo and Wilmington with notable stops at the LAX City Bus
Center, Plaza El Segundo, Kings Harbor, Pacific Coast Highway Station, LA Harbor College and Downtown
Long Beach. Route 232 provides weekday service between 4:00 AM and 10:00 PM with headways of
approximately 10-30 minutes throughout the day and weekend service between 4:00 AM and 10:00 PM
with headways of approximately 20-30 minutes. There are bus stops for Route 130 at the northeast corner
and southwest corner of the Pacific Coast Highway (SR-1)/Artesia Boulevard-Gould Avenue intersection.
Detailed transit information is contained in Appendix B. The proposed project is projected to generate
approximately 945 net new weekday daily trips, which include approximately -5 net new weekday AM peak
hour trips and approximately 84 net new weekday PM peak hour trips. In accordance with CMP guidelines,
person trips can be estimated using a 1.4 factor to convert total vehicle trips to person trips, which results
in a total of approximately -7 weekday AM peak hour person trips, approximately 118 weekday PM peak
hour person trips, and approximately 1,323 weekday daily person trips generated by the project. Based on
CMP guidelines for determining trips assigned to transit, the following factor applicable to the proposed
project it utilized:
TJW Engineering, Inc. GFH16001 Lazy Acres-Hope Chapel TIA 29|page
• 3.5 percent of total person trips.
Table 19 shows the calculation of project-generated transit trips, utilizing CMP guidelines.
Table 19
Lazy Acres/Hope Chapel Project – Transit Trip Generation
Weekday AM Peak
Hour Trips
Weekday PM Peak
Hour Trips Weekday Daily Trips
Proposed Project Vehicle
Trip Generation -5 84 945
Person Trips Conversion
Factor 1.4 1.4 1.4
Proposed Project Person Trips -7 118 1,323
Transit Trip Conversion Factor 3.5% 3.5% 3.5%
Proposed Project Transit Trip
Generation 0 4 46
As shown in Table 19, based on the CMP guidelines, and the proximity of the various project land uses in
relation to available transit in the project vicinity, the proposed project is projected to generate
approximately 0 weekday AM peak hour transit trips, approximately 46 weekday PM peak hour transit
trips, and approximately 46 weekday daily transit trips. Metro route 130 and 232 provide approximately 6
peak hour buses during the weekday AM peak hour and weekday PM peak hour, passing directly adjacent
to the project site. Based on the calculated peak hour transit trips in Table 19, this would correspond to
less than one additional transit rider on each peak hour bus. Given the low number of transit tips projected
to be generated by the project on a per bus basis, the project’s transit trips can be accommodated by
existing transit service in the project vicinity, and no significant CMP transit impacts are projected to occur.
Appendices
APPENDIX A
SCOPING AGREEMENT INFORMATION
From:Aaron Gudelj
To:Jeff Weckstein
Cc:Kim Chafin; Thomas Wheat
Subject:RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Date:Wednesday, June 22, 2016 2:58:48 PM
Jeff,
A revised scoping letter is not needed. This email will serve as confirmation of the requested scope
of the analysis. Please proceed with the traffic analysis.
Aaron Gudelj
Community Development Department
City of Hermosa Beach
(310) 318-0235
From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Wednesday, June 22, 2016 7:15 AMTo: Aaron GudeljCc: Kim Chafin; Thomas WheatSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Aaron,
Thanks for the comments on the scoping agreement; I apologize for my delay in getting back to you.
Based on these comments, are we okay to run with the traffic study, adding in the additional
intersections requested plus any other intersections where the project adds 50 or more peak hour
trips, or should we submit an updated scoping letter first?
Regards,
Jeff
From: Aaron Gudelj [mailto:agudelj@hermosabch.org] Sent: Monday, June 13, 2016 2:32 PMTo: Jeff Weckstein; 'Sam Masterson'Cc: 'Henry Kwon'; 'Darin Eng'; 'Mike MacFarland'; 'Thomas Wheat'; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Jeff,
Here are the City’s comments regarding the traffic study:
1. The study area needs to be expanded to include intersections that would have 50 or more peak
hour trips added by the proposed project. As summarized in the Traffic Scoping Document, the
proposed project will generate 679 peak hour trips on a Sunday. Based on this trip generation,
at a minimum, the following intersections should be included in the Traffic Study:
· Pacific Coast Highway at 2nd Street (Manhattan Beach)
· Pacific Coast Highway at 16th Street (Hermosa Beach)
· Meadows Avenue at Artesia Boulevard
· Ford Avenue at Artesia Boulevard
· Additional intersections based on the threshold of 50 peak hour trips
2. The trip distribution and project assignment was not shown for a typical Sunday.
Finally, because new traffic counts were recently taken for the Skechers Traffic Study, it would be
appropriate to use those traffic counts. It would eliminate questions about why the two traffic
studies prepared around the same time have different traffic volumes. However, traffic counts will
have to be taken for Sunday.
Let me know if you have any questions.
Aaron Gudelj
Community Development Department
City of Hermosa Beach
(310) 318-0235
From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Tuesday, June 07, 2016 12:44 PMTo: Aaron Gudelj; 'Sam Masterson'Cc: 'Henry Kwon'; 'Darin Eng'; 'Mike MacFarland'; 'Thomas Wheat'; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Thanks Aaron,
Given the time of year, any new counts we collect will be after the school year is over. Is the City ok
with this? Additionally, does the City have any recent traffic counts from other recent studies in the
area that could be utilized in this analysis?
Regards,
Jeff
Jeff Weckstein
*NEW ADDRESS JANUARY 2016
6 Venture
Suite 265
Irvine, CA 92618
t: (949) 878-3509
f: (949) 878-3593
Jeff@tjwengineering.com
www.tjwengineering.com
From: Aaron Gudelj [mailto:agudelj@hermosabch.org] Sent: Monday, June 06, 2016 2:54 PMTo: Sam Masterson; Jeff WecksteinCc: Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Great. We will get you comments back asap. Thanks Sam!
Aaron Gudelj
Community Development Department
City of Hermosa Beach
(310) 318-0235
From: Sam Masterson [mailto:SMasterson@goodfoodholdings.com] Sent: Monday, June 06, 2016 2:53 PMTo: Aaron Gudelj; Jeff WecksteinCc: Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: Re: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Aaron, we would like to have the study completed ahead of our community meeting in Late July.
Sam Masterson
------ Original message------
From: Aaron Gudelj
Date: Mon, Jun 6, 2016 1:25 PM
To: Jeff Weckstein;
Cc: Sam Masterson;Henry Kwon;Darin Eng;Mike MacFarland;Thomas Wheat;Kim Chafin;
Subject:RE: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Thanks Jeff. I will send this off to our traffic engineer immediately and get any comments to you
asap. Are there any deadlines to be aware of going forward?
Aaron Gudelj
Community Development Department
City of Hermosa Beach
(310) 318-0235
From: Jeff Weckstein [mailto:jeff@tjwengineering.com] Sent: Friday, June 03, 2016 3:24 PMTo: Aaron GudeljCc: Sam Masterson; Henry Kwon; Darin Eng; Mike MacFarland; Thomas Wheat; Kim ChafinSubject: Lazy Acres/Hope Chapel Traffic Study Scoping Agreement/Trip Generation Analysis
Aaron,
TJW Engineering is working with Lazy Acres to prepare the necessary traffic impact analysisfor the proposed Lazy Acres project (and Hope Chapel Expansion).
Attached is a scoping agreement letter and trip generation analysis detailing the initial
assumptions, proposed study area and proposed analysis scenarios for the traffic analysis. Please forward this to your traffic engineer for review and comment/approval. We would
like to obtain approval of our initial assumptions and study area, from both the trafficengineer as well as planning staff before we move ahead with the study, to ensure that it
meets the City's needs.
Please let me know if you have any questions. Also, could you please provide a timeframe forwhen we can expect comments/feedback/approval back from the City. We are interested in
moving the project along as quickly as we can.
Regards,Jeff
--
Jeff Weckstein
TJW Engineering
6 Venture, Suite 265
Irvine, CA 92618
P: 949-878-3509
M: 732-983-7675
F: 949-878-3593
jeff@tjwengineering.com
www.tjwengineering.com
6 Venture, Suite 265 | Irvine, California 92618 | t: (949) 878-3509 | www.tjwengineering.com
June 3, 2016
Ms. Kim Chafin
Senior Planner
City of Hermosa Beach
1315 Valley Drive
Hermosa Beach CA 90254
Report: Scoping Agreement: Lazy Acres Market/Hope Chapel Expansion Traffic Impact Analysis
Dear Ms. Chafin:
TJW ENGINEERING, INC. (TJW) is pleased to submit this scoping agreement for the proposed Lazy Acres
Market and Hope Chapel Expansion project, located at the southeast corner of the Pacific Coast Highway
(SR-1)/Artesia Boulevard intersection in the City of Hermosa Beach. The proposed project includes
conversion of the existing Hope Chapel Youth Center into a Lazy Acres Grocery Market and future church
renovations called for in the Church’s Master Plan.
The proposed Lazy Acres Grocery Market consists of the conversion of the current 29,653 square foot Hope
Chapel Youth Center (formerly an Albertson’s supermarket) to a 29,653 square foot Lazy Acres Market at
2512 Pacific Coast Highway.
The proposed Hope Chapel expansion consists of a 17,191 square foot expansion of the Main Church
building at 2420 Pacific Coast Highway, and conversion of the 15,000 square foot Shorewood Plaza general
office building at 950 Artesia Boulevard (currently occupied by Shorewood Realtors) to a church
annex/church offices. The Church’s 10,000 square foot administrative office building at 2306 Pacific Coast
Highway will remain in its current condition/use.
This scoping letter has been prepared to obtain comments from City of Hermosa Beach staff to ensure that
the traffic study fully addresses City concerns and the potential impacts of the proposed project. The
remainder of this letter describes the proposed analysis methodology, as well as the proposed study area
and analysis locations.
The proposed site plan is shown in Exhibit 1. The project is anticipated to be built and generating trips by
Year 2018. Site access will continue to be provided at the existing driveways along Pacific Coast Highway
(SR-1) and Artesia Boulevard.
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 2 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Study Area
While the City of Hermosa Beach does not have its own adopted traffic impact analysis guidelines, the
generally accepted industry standard for the study area of a traffic analysis is to include any intersection of
General Plan Roadways, as defined in the City’s General Plan Circulation or Mobility element, at which a
proposed project will add 50 or more trips in either the weekday AM or weekday PM peak hour. This
standard is consistent with both the Los Angeles County Congestion Management Program (LACMP) traffic
impact analysis guidelines, as well as in general conformance with Caltrans Guide for the Preparation of
Traffic Impact Studies (December, 2002). The study area proposed in this scoping agreement has been
developed in conformance with these guidelines and the results of the trip generation analysis for the
proposed project. Exhibit 2 shows the proposed study intersections for the traffic analysis. In addition to
these 4 intersections, the site’s three driveways on Pacific Coast Highway and four driveways on Artesia
Boulevard will be analyzed as part of the analysis.
Study Analysis Scenarios
Consistent with County of Los Angeles and Caltrans traffic study guidelines, the analysis of peak hour
operations at study area intersection will occur for the following scenarios:
(1) Existing Traffic Conditions;
(2) Existing Plus Project Traffic Conditions
(3) Project Opening Year (2018) Without Project Conditions; and
(4) Project Opening Year (2018) With Project Conditions.
Long-range analysis is not required since the proposed project does not require a General Plan
Amendment/Zone Change.
Since the study intersections fall within several jurisdictions (Caltrans, LACMP monitoring intersections, City
of Hermosa Beach, City of Manhattan Beach) they will be analyzed using both the Intersection Capacity
Utilization (ICU) methodology as well as the Highway Capacity Manual 2010 methodology will be used to
satisfy the traffic analysis requirements of the various agencies.
The study intersections and access points will be analyzed for the weekday AM peak hour and the weekday
PM peak hour. Weekend traffic analysis is typically not required of developments since traffic volumes on
weekends tend to be much lower than weekday AM/PM peak hour traffic volumes; however, in special
cases depending on the type of land use proposed, weekend traffic analysis can be requested by a
jurisdiction. Due to the proposed Church land use, which experiences its peak traffic generation on
Sundays, the traffic analysis will include a Sunday mid-day peak hour analysis.
Trip Generation Analysis
In order to determine the project’s anticipated trip generation, Institute of Transportation Engineers (ITE)
9th Edition (ITE, 2012) trip generation rates are utilized as a baseline and adjusted by several factors such as
existing land uses on the site, pass-by trips, internal trip capture, and non-motorized trips (biking/walking),
each of which will be discussed in greater length below . The analysis calculates the AM peak hour trips, PM
peak hour trips and average daily trips (ADT) projected to be generated by the proposed project land use.
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 3 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
While traffic analysis and hence trip generation analysis typically focuses on the weekday peak hours in the
AM and PM, due to the church use, Sunday trip generation is also referenced in this analysis.
Trip Generation Credits for Existing Land Use Displaced by the Proposed Project
This analysis calculates net new trips projected to be generated by the proposed project. For example, the
proposed 29,653 square foot Lazy Acres Grocery Market will replace the existing Hope Chapel Youth Center
and the occupation of Shorewood Plaza by the church as annex/offices will replace the existing office uses
in the building.
Pass‐by Trip Adjustment
A pass-by trip adjustment is applicable to land uses located along busy arterial roadways attracting vehicle
trips already on the roadway; particularly when the roadway is experiencing peak operating conditions. For
example a motorist traveling along Pacific Coast Highway or Artesia Boulevard between work and home
may stop at the proposed Lazy Acres Grocery Market. A pass-by adjustment under this example would
reduce/eliminate both the inbound trip and the outbound trip from the surrounding roadway circulation
system since the vehicle was already traveling on the roadway. Three sources were consulted to assist in
determining appropriate pass-by rates for the proposed Lazy Acres Grocery Market.
The ITE Trip Generation Handbook, 3rd Edition (ITE, August 2014) provides pass-by rates for the PM peak
period, but does not provide any guidance on AM peak period or daily pass-by rates. The Los Angeles
Department of Transportation (LADOT) Traffic Study Policies and Procedures (LADOT, 2013) and the San
Diego Municipal Code Land Development Code Trip Generation Manual (City of San Diego, May 2003)
provide general pass-by rates for certain land uses that are applicable to the AM and PM peak periods and
daily trips. This analysis has used a combination of ITE and LADOT pass-by rates. ITE rates are based on
national data, while Los Angeles and San Diego data is more local in nature. Table 1 summarizes the
available information regarding pass-by trips for the Supermarket land use.
Table 1
Published Supermarket Pass-by Trip Percentages
Source Published Pass-By Percentage for Supermarket Land Use
AM Peak Hour PM Peak Hour Daily Trips
Institute of Transportation Engineers1 N/A 36% N/A
Los Angeles Department of
Transportation2 40% 40% 40%
City of San Diego3 40% 40% 40%
1: Source: ITE Trip Generation Handbook, 3rd Edition (2014),
2: Source: LADOT Traffic Study Policies and Procedures (2013) 3: Source: San Diego Municipal Code Land Development Code Trip Generation Manual (May, 2003)
Based on review of the published pass-by trip percentages for the supermarket land use, a 40% pass-by
discount is appropriate for the proposed Lazy Acres Grocery Market for all potential analysis scenarios (AM,
PM, Daily, Sunday peak hour).
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 4 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Internal Trip Capture Adjustment
Internal trip capture is the portion of trips generated by a multi-use development, such as a large shopping
center that both begin and end within the development. Internal trip capture reduces a development’s
external trip generation, because internal trips between two land uses on a single site do not use the
external road system. For example, a patron may attend a service at Hope Chapel on Sunday and then pick
up groceries at the proposed Lazy Acres before exiting the Center. As a result multi-use developments
create less demand on the external road system than single-use developments generating the same
number of trips.
While the interaction of the Hope Chapel and Lazy Acres Grocery Market land uses could lend itself to
internal trip capture on Sundays, there is likely little to no internal trip capture opportunities for the site on
weekdays. The published methodologies for calculating internal trip capture do not encompass the church
land use, making it difficult to project what effect internal trip capture could have on the proposed site on
Sundays. Therefore, while recognizing that internal trip capture opportunities may exist for the site, no
internal trip capture reduction has been taken in this analysis.
Transit/Walk Credits
The City of Hermosa Beach does not have a specific policy regarding trip generation reductions to account
for non-motorized trips (walking and bicycling) in an urban setting. The project site has a “walkscore”
(www.walkscore.com) of 73, or “very walkable,” and there are residential uses directly to the south/east of
the proposed Lazy Acres Grocery Market. It is likely that a small but not insignificant number of trips to the
site will be made to the site on foot or on bicycle. However, without a City-approved methodology for
applying a transit/walk credit, this trip generation analysis conservatively assumes no reduction in vehicular
trip generation due to transit, walking and bicycle trips.
Table 2 shows the ITE 9th Edition trip generation rates used to calculate projected trip generation of the
proposed project
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 5 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Table 2
Trip Generation Rates for Proposed Project Land Uses & Existing Land Uses to be Removed
Weekday Sunday
Land Use (ITE Code)
AM Peak Hour PM Peak Hour Peak Hour of Generator Daily
In Out Total In Out Total Daily
In Out Total
Recreational Community
Center (495), per TSF 1.35 0.70 2.05 1.34 1.40 2.74 33.82 0.83 0.65 1.48 13.6
Church (560), per TSF 0.35 0.21 0.56 0.26 0.29 0.55 9.11 5.90 6.14 12.04 36.63
General Office (710), per TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 0.09 0.07 0.16 1.06
Supermarket (850), per TSF 2.11 1.29 3.40 4.83 4.65 9.48 102.24 N/A N/A 18.93 166.44
Supermarket Pass-By 40%
Note: TSF = thousand square feet. N/A – no data available. Peak Hour of Generator = peak hour for the specific land use
Regional Community Center applies to displaced Hope Chapel Youth Center land use Church applies to proposed Hope Chapel Expansion and church annex land use Source: ITE Trip Generation, 9th Edition (2012) for all rates
Weekday peak hour trip generation rates are provided for the peak hours of the street system as a whole,
whereas Sunday trip generation rates are provided by ITE for the peak hour of the generator only. For
example, ITE reports that the peak hour of trip generation for the church land use falls between 9:00 AM
and 1:00 PM on Sundays, while the peak hour of trip generation for the supermarket land use falls between
12:45 PM and 1:45 PM. ITE’s Sunday trip generation rates for the supermarket land use is based on data
from only two sites; TJW will collect trip generation data at one existing supermarket in the Los Angeles
area on two Sundays to provide local data to augment and refine the ITE trip generation data for the
supermarket land use on Sundays.
Table 3 shows the net new weekday trip generation of the proposed project after accounting for displaced
land uses and pass-by discounts.
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 6 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Table 3
Net New Weekday Trip Generation of Proposed Project
Note: TSF = Thousand Square Feet
As shown in Table 3, the proposed project is projected to generate approximately -5 net new weekday AM
peak hour trips, 84 net new weekday PM peak hour trips and 945 net new weekday daily trips. This
analysis assumes no trip generation reduction for the proposed project associated with nearby transit
opportunities and no trip generation reduction from other forms of non-motorized transportation such as
walking and biking from other nearby land uses.
Table 4 shows the preliminary net new Sunday trip generation of the proposed project after accounting for
displaced land uses and pass-by discounts. The data in Table 4 assume that the Sunday peak hour for the
church and supermarket occurs in the same hour of the day, which is typically not the cast, as the Church
land use peaks in the morning on Sundays, and the supermarket land use peaks in the afternoon. TJW is in
the process of collecting Sunday trip generation data at a local supermarket site to refine the Sunday trip
generation information.
Lazy Acres Supermarket 29.653 TSF 63 38 101 143 138 281 3,032
-25 -15 -40 -57 -55 -112 -1,213
38 23 61 86 83 169 1,819
(B) Hope Chapel Youth Center 29.653 TSF 40 21 61 40 41 81 1,003
-2 2 0 46 42 88 816
Church Main Building Expansion 17.191 TSF 6 4 10 5 5 10 157
Church Annex/Offices 15.0 TSF 5 3 8 4 4 8 137
11 7 18 9 9 18 294
(E) Shorewood Plaza 15.0 TSF 20 3 23 4 18 22 165
-9 4 -5 5 -9 -4 129
33 84 945-11 6 -5 51
Daily
TripsAM Out AM Total PM In PM Out PM Total
(D) Subtotal Proposed Hope Chapel
(F) Net Change on Hope Chapel Sites (D) - (E)
Description Size AM
Proposed Lazy Acres Site
Less 40% Pass-By
Displaced at Hope Chapel Sites
Displaced at Lazy Acres Site:
(A) Subtotal Proposed Lazy Acres
(C) Net Change on Lazy Acres Site (A) - (B)
Proposed Hope Chapel Sites
Total Net New Project Trip Generation
(C)+(F)
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 7 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Table 4
Preliminary Net New Sunday Trip Generation of Proposed Project
Note: TSF = Thousand Square Feet
As shown in Table 4, the proposed project is projected to generate approximately 679 net new Sunday mid-
day trips and 3,720 net new Sunday daily trips. This analysis assumes no trip generation reduction for the
proposed project associated with nearby transit opportunities and no trip generation reduction from other
forms of non-motorized transportation such as walking and biking from other nearby land uses, and also
assumes that the peak hour of generator on Sundays for both the church and Lazy Acres occurs during the
same hour. However, the Supermarket land use typically peaks later in the day on Sundays than the Church
land use; TJW is collecting additional data at an existing supermarket to determine more accurate time of
day factors to refine the Sunday trip generation projections.
Trip Distribution and Assignment
Both of the proposed land uses (Lazy Acres Supermarket, Hope Chapel) are local serving land uses, with the
majority of net new trips projected to come to/from the residential areas within 1-2 miles of the project
site. Exhibit 3 shows the projected trip distribution of proposed project trips, as well as the projected
weekday AM/PM peak hour trip assignment of proposed project trips based on the proposed distribution.
As shown in Exhibit 3, the proposed project is not projected to add 50 or more weekday AM or PM peak
hour trips to any of the proposed study intersections. However, these intersection have been selected for
analysis due to their proximity to the site; additionally, during the Sunday mid-day peak hour, which is
projected to be the project’s highest trip generating hour of the week, the four proposed study
intersections will be the signalized intersections most potentially affected by the proposed project.
Proposed Lazy Acres Site
Lazy Acres Supermarket 29.653 281 280 561 4,935
-112 -112 -224 -1,974
169 168 337 2,961
Displaced at Lazy Acres Site:
(B) Hope Chapel Youth Center 29.653 TSF 25 19 44 403
144 149 293 2,558
Proposed Hope Chapel Sites
Church Main Building Expansion 17.191 TSF 101 106 207 629
Church Annex/Offices 15.0 TSF 89 92 181 549
190 198 388 1,178
Displaced at Hope Chapel Sites
(E) Shorewood Plaza 15.0 TSF 1 1 2 16
189 197 386 1,162
Mid-Day
Total
Daily
TripsDescriptionSizeMid-Day
In
Mid-Day
Out
(D) Subtotal Proposed Hope Chapel
(F) Net Change on Hope Chapel Sites (D) - (E)
Less 40% Pass-By
(A) Subtotal Proposed Lazy Acres
(C) Net Change on Lazy Acres Site (A) - (B)
3720Total Net New Project Trip Generation
(C)+(F)333 346 679
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 8 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Freeway/State Highway Analysis There are no freeway facilities located in proximity to the proposed project with the I-405 freeway
approximately 3 miles to the east. Within the study area, Pacific Coast Highway is designation as State
Route 1, and is a Caltrans maintained roadway. Any study intersections located on State facilities will be
analyzed utilizing both City and Caltrans methodologies to the extent that they differ.
Level of Service Criteria
City of Hermosa Beach
The City of Hermosa Beach is currently updating its General Plan and General Plan Mobility Element,
entitled “Plan 2016.” For the purpose of this analysis, it is assumed that a level of service (LOS) of D or
better is considered acceptable operating conditions, while LOS E or F is considered unacceptable.
Impacts to City of Hermosa Beach intersections will be considered significant if:
• When the pre-Project conditions is at or better than acceptable LOS, and Project generated traffic
causes deterioration to unacceptable LOS, a significant direct impact is deemed to occur.
• When the pre-Project conditions are already deficient, and the Project is anticipated to contribute
traffic to the location, the Project’s contribution to the cumulative impact is considered
cumulatively considerable.
The proposed significance thresholds above will be applied at study area intersections for the purposes of
determining project-related impacts.
Caltrans
Impacts to State Highway intersections will be considered significant if:
• The Project causes the LOS of a State Highway intersection to degrade from LOS D or better to LOS
E or F; or
• The Project will add trips to an already deficiently operating intersection.
Cumulative Projects
TJW requests that the City provide a list of cumulative projects in the study or provide a link or copy of the
latest development status report that the City has. TJW will utilize this list to determine which cumulative
projects should be included in the cumulative conditions analysis. Additionally, if the City has any
information on the cumulative projects such as trip generation and trip distribution patterns for each
project, or prior completed traffic studies, TJW requests that this information be forwarded to us
electronically.
Ms. Kim Chafin Lazy Acres/Hope Chapel
June 3, 2016 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 9 | Page
GFH 16001 Lazy Acres-Hope Chapel TIA Scoping Agreement
Please feel free to call us at (949) 878-3509 if you have any questions regarding this scoping letter.
Sincerely,
TJW ENGINEERING, INC.
Recommended by: Approved by:
______________________
Thomas Wheat, PE, TE Kim Chafin, City of Hermosa Beach
TJW Engineering, Inc.
Registered Civil Engineer #69467 ______________________
Registered Traffic Engineer #2565
Scott Ma, P.E., Hartzog & Crabill, Inc.
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOW AVEARTESIA BLVDExhibit 2: Project Location and Proposed Study Intersection LocationsLegend:Project SiteStudy Intersection Location
Not to ScaleTraffic Engineering & Transportation Planning Consultants - 6 Venture, Suite 265 - Irvine, CA 92618 - P: (949) 878-3509 - F: (949) 878-3593 - www.tjwengineering.com GFH-16-001 Lazy Acres/Hope Chapel Traffic Impact Analysis21ST STPROSPECT AVEPACIFIC COAST HWYLONGFELLOW AVEARTESIA BLVDExhibit 3: Forecast Trip Distribution andWeekday AM/PM Peak Hour Assignment of Net Proposed Project TripsLegend:XX%Project SiteProposed Study Intersection LocationPercent Trip Distribution123X410%15%10%20%5%10%30%15%10%5%20%Weekday AM/PM Peak Hour VolumesXX/XX1PCHLONGFELLOW2GOULD-1/51/31/7-3/16
2/10
-1/50/3-2/8
0/21/51/3
321ST-1/31/50/2
-2/74PROSPECTARTESIAARTESIA0/31/71/3-2/10-1/5
-1/5
PCHPCHDistribution In/Out of Site30%40%30%40%40%20%2/102/132/10-4/20-4/21-3/10ARTESIA
PCHARTESIAPCH
Lazy Acres Market/Hope Chapel Expansion
Traffic Impact Analysis
City of Hermosa Beach, California
Prepared for:
Good Food Holdings
915 E. 230th Street
Carson, CA 90745
Prepared by:
TJW ENGINEERING, INC.
6 Venture, Suite 265
Irvine, CA 92618
Part II: Appendix B-E
July 22, 2016
APPENDIX B
PLAN HERMOSA ROADWAY CLASSIFICATIONS AND CROSS SECTIONS
MANHATTAN BEACH GENERAL PLAN CIRCULATIONE ELEMENT ROADWAY CLASSIFICATIONS
AND CROSS SECTIONS
REDONDO BEACH GENERAL PLAN CIRCULATIONE ELEMENT ROADWAY CLASSIFICATIONS AND
CROSS SECTIONS
TRANSIT INFORMATION
118 | CHAPTER 3: MOBILITY
N0400’800’
0”1”2”
hermosa beach
street classificationsalleyway
local street
minor arterial
major arterial
P
r
o
s
p
e
c
t
A
v
e
Aviation
Bl
v
d
Pier Ave
8th St
2nd St
Go
u
l
d
A
v
e
27th StManhattan AveMonterey BlvdValley DrHermosa AveArtesia Blv
dHermosa AveProspect Ave21st St
5th StCypress Ave14th St
PCHManhattan AveArdmore DrPCHFigure 3.7 Street Classifications
Public Review Draft
PLAN HERMOSA | 119
N0400’800’
0”1”2”
walk street
wide sidewalk
priority sidewalk
local sidewalkpedestrian facilitieshermosa beach
P
r
o
s
p
e
c
t
A
v
e
Aviation
Bl
v
d
Pier Ave
8th St
2nd St
G
o
u
l
d
A
v
e
27th StManhat
tan AveMonterey BlvdValley DrHermosa AveArtesia Blv
dHermosa AveProspect Ave21st St
5th StCypress Ave14th St
PCHManhattan AveArdmore DrPCHFigure 3.8 Pedestrian Facilities
Public Review Draft
120 | CHAPTER 3: MOBILITY
N0400’800’
0”1”2”
multi-use path
or buffered
bike lane
bike lane
sharrows
bike blvd
bicycle facilitiesshared spaceshared roadway
hermosa beach
Pr
o
s
p
e
c
t
A
v
e
Aviation
Bl
v
d
Pier Ave
8th St
2nd St
G
o
u
l
d
A
v
e
27th StManhattan AveMonterey BlvdValley DrHermosa AveArtesia Blv
dHermosa AveProspect Ave21st St
5th StCypress Ave14th St
PCHManhattan AveArdmore DrPCHFigure 3.9 Bicycle and Multi-Use Facilities
Public Review Draft
PLAN HERMOSA | 121
Figure 3.10 Transportation Amenities
Public Review Draft
Los Angeles County Bicycle Coalition and South Bay Bicycle Coalition
South Bay Bicycle Master Plan - Draft
Alta Planning + Design | xxv
Proposed Bicycle Facilities in Hermosa Beach
§¨¦405
T O R R A N C ET O R R A N C E
R E D O N D O B E A C HR E D O N D O B E A C H
L A W N D A L EL A W N D A L E
H A W T H O R N EH A W T H O R N E
M A N H AT TA N B E A C HM A N H AT TA N B E A C H
E L S E G U N D OE L S E G U N D O
H E R M O S A B E A C HH E R M O S A B E A C H
A L O N D R A PA R K
A L O N D R A PA R K
G A R D E N AG A R D E N A
D E L A I R ED E L A I R E
L O M I TAL O M I TA
ARTESIA BLVD
190TH STAVIATION BLVDINGLEWOOD AVEMARINE AVE
ANITA ST
SOUTH PACIFIC COAST HWYHAWTHORNE BLVDTORRANCE BLVD
MANHATTAN BEACH BLVD
NORTH PACIFIC
COAST
HWY
REDO
N
D
O
BE
A
C
H BL
V
D
GRANT AVE
ESPLANADEDIAM
OND ST
CA
M
I
N
O
R
E
A
L
KNOB HILL AVESOUTH BROADWAY AVEHARBOR DR
IVE KINGSDALE AVEDEL AMO S
T
N
O
R
T
H
B
R
O
A
D
W
A
Y
A
V
E BERYL STSOUTH CATALINA AVESOUTH PROSPECT AVE182ND ST
NO
R
T
H
P
R
O
S
P
E
C
T
A
V
E
PALOS VERDES BLVDNORTH CATALINA AVEHEROND
O
S
T INGLEWOOD AVEREDONDO BEACH AVERedondo Beach Master Plan of StreetsFIGURE 1
N
NOT TO SCALE
Legend
Highway
Major Arterial
Secondary Arterial
Collector
Functional Classification
Sunday and Holiday ScheduleEffective Dec 13 2015 130
150963
Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:21A 6:43A 7:01A 7:08A 7:16A 7:26A—7:20 7:43 8:04 8:12 8:21 8:318:01A 8:19 8:43 9:05 9:14 9:24 9:349:00 9:18 9:43 10:06 10:15 10:25 10:3610:00 10:18 10:43 11:06 11:15 11:25 11:3610:58 11:17 11:43 12:06P 12:16P 12:26P 12:37P11:55 12:15P 12:43P 1:06 1:16 1:26 1:3712:56P 1:16 1:44 2:06 2:15 2:25 2:371:53 2:14 2:43 3:07 3:16 3:26 3:382:53 3:14 3:43 4:07 4:16 4:26 4:383:53 4:14 4:43 5:06 5:14 5:24 5:364:53 5:14 5:43 6:05 6:13 6:23 6:355:55 6:15 6:43 7:05 7:14 7:24 7:356:55 7:15 7:43 8:04 8:13 8:23 8:338:02 8:20 8:43 9:01 9:10 9:18 9:28Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway6:57A 7:11A 7:22A 7:30A 7:48A 8:15A 8:29A7:53 8:08 8:20 8:29 8:48 9:15 9:298:53 9:08 9:20 9:29 9:48 10:15 10:299:53 10:08 10:20 10:29 10:48 11:17 11:3310:50 11:06 11:19 11:29 11:48 12:20P 12:37P11:49 12:06P 12:19P 12:29P 12:48P 1:21 1:3812:49P 1:06 1:19 1:29 1:48 2:21 2:381:50 2:07 2:20 2:30 2:48 3:20 3:372:51 3:08 3:20 3:30 3:48 4:20 4:373:51 4:08 4:20 4:30 4:48 5:19 5:364:51 5:08 5:20 5:30 5:48 6:17 6:335:56 6:10 6:21 6:30 6:48 7:16 7:306:57 7:10 7:21 7:30 7:48 8:12 8:257:59 8:11 8:22 8:31 8:48 9:12 9:258:59 9:11 9:22 9:31 9:48 10:12 10:25Sunday and Holiday Schedule 130
Pearl StVermont Av
Artesia BlFigueroa St
Broadway
Main St
CARSON
Central Av
Cherry Av
Paramount Bl
Downey Av
Lakewood Bl
Pioneer Bl
Norwalk Bl
Hermosa Av
GARDENA
Santa Fe Av
Avalon Bl
Torrance BlBellflower Bl
Susana Rd
Wilmington Av
Tamcliff Av
Orange Av
LAWNDALE
TORRANCEArtesia BlAcacia Av
BELLFLOWER
Rindge Ln
ARTESIA
Ruby StCOMPTON
Normandie Av
Western Av
Van Ness Av
Crenshaw Bl
Yukon Av
Prairie Av
Hawthorne Bl
PierAv
Clark Av
Vail Av
Inglewood Av
Atlantic Av
91
605
Gridley Rd
62
LB93
577
LB92 Woodruff Av
266
265 South StLB22Alondra BlLB91 183rd StLB21
LB173
260710
Long Beach Bl 60
Long Beach
Victoria St Walnut St202
205
53
52 CA 205352 246
CS
T691
Studebaker Rd METRO BLUE LINE
METRO BLUE LINE
110
SEE INSET # 1
405 190th StPacific C
o
a
s
t
H
w
y
Valley Dr He
r
o
n
d
o
S
t
Harbor Dr
T1
GA4
GA2
T5 T6210
211 344T2344 T840740 R3
T8
BC102
BC102
BC109CE438
232
232Be
r
y
l
S
t
HermosaBeachPier
RedondoBeachPier Pacific Ocean
B
C
1
0
2
762128b a OC30c
d
f
HERMOSABEACH
LB173LB172 N2
LB192LB172
LB61
T2 T10
LW
T3T7BC109
LB51
HARBOR GATEWAY
CERRITOS
LB71LB71 LB72
LB72
232
GA2 550205 T1 T4
NORWALK
Garfield Av
PARAMOUNT
NORTH LONG BEACH
Los Angeles
Diam
o
nd
S
t
ROUTE MAP
MAP NOTES
a Los Cerritos Center
Metro 62, 130, 577; CR1, CR2;LB172,
LB192; N2; OC30
b Cerritos College
c Artesia Blue Line Station
Metro 60, 130, 202, 205, 260, 762;
COM5; LB51, LB61; T6
d CSU Dominguez Hills
Metro 53, 130; CA; COM5; LB1; T6
e Harbor Gateway Transit Center
Metro 52, 130, 205, 246, 344, 352, 550,
910 Silver Line; 950 Silver Express;
Dodger Stadium Express; CS; GA2,
GA4; T1, T4, T6
f South Bay Galleria
Metro 40, 130, 210, 211, 344, 710,
740; BC102; GA3; R3, T2, T8
LEGEND
Line 130 Route
Local Sop Timepoint
Metro Rail / Busway Station
Metro Rail / Busway Station
& Timepoint
Metro Rail
Beach Cities Transit
Carson Circuit
LADOT Commuter Express Bus
Cerritos on Wheels (COW)
Carson North - South Shuttle
GTrans (Gardena)
Long Beach Transit
Lawndale Beat
Norwalk Transit
Orange County Transportation
Authority
Torrance Transit Rapid
Torrance Transit
Line 130 Route
Local Stop Timepoint
Transit Center
INSET 1 - HARBOR GATEWAY TRANSIT CENTERVermont Av182nd St
Albertoni
St
Figueroa StVictoria S
t
190th St
110
e
Broadway
Catalina Av12
3
4
5
6
7
REDONDOBEACH
Esplanade
Artesia
BC
CA
CE
GA
LB
N
OC
T
R
CR
CS
LW
Harbor Transitway
Manhattan Beach BlHarbor TransitwayINSET MAP 1 - HARBOR GATEWAY TRANSIT CENTER N
Aviation Bl LB1910 950
76532147653214
Monday through FridayEffective Dec 13 2015 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry——B5:14A 5:37A 5:46A 5:55A 6:06A5:05A 5:19A 5:41 6:04 6:14 6:23 6:34—5:44 6:06 6:29 6:39 6:48 7:005:51 6:05 6:29 6:54 7:04 7:14 7:27—6:27 6:53 7:18 7:29 7:39 7:526:38 6:54 7:21 7:46 7:57 8:07 8:207:02 7:19 7:48 8:14 8:25 8:35 8:487:39 7:57 8:25 8:50 9:01 9:11 9:248:21 8:40 9:09 9:34 9:46 9:57 10:109:07 9:26 9:54 10:19 10:31 10:42 10:559:58 10:17 10:46 11:11 11:23 11:34 11:4710:50 11:09 11:38 12:03P 12:15P 12:27P 12:41P11:39 11:59 12:29P 12:55 1:07 1:19 1:3312:20P 12:40P 1:10 1:36 1:48 2:00 2:141:01 1:21 1:51 2:17 2:29 2:41 2:551:33 1:53 2:23 2:50 3:03 3:16 3:302:06 2:26 2:57 3:24 3:37 3:50 4:04——3:24 3:51 4:04 4:17 4:312:56 3:16 3:50 4:17 4:30 4:43 4:57——4:14 4:41 4:55 5:08 5:223:44 4:04 4:38 5:06 5:20 5:33 5:47——5:08 5:36 5:49 6:02 6:164:47 5:07 5:41 6:07 6:19 6:31 6:455:30 5:50 6:21 6:46 6:56 7:06 7:196:13 6:33 7:01 7:24 7:33 7:43 7:557:15 7:35 8:02 8:24 8:33 8:42 8:538:20 8:37 9:01 9:23 9:32 9:41 9:52Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway4:45A 4:58A 5:09A 5:19A 5:38A 6:06A 6:18A5:15 5:28 5:39 5:49 6:09 6:39 6:525:41 5:55 6:07 6:18 6:40 7:12 7:266:05 6:20 6:32 6:44 7:06 7:41 7:556:27 6:44 6:57 7:09 7:31 8:06 —6:51 7:08 7:22 7:34 7:57 8:32 8:467:16 7:33 7:47 7:59 8:22 8:57 —7:41 7:58 8:12 8:24 8:47 9:22 9:368:06 8:24 8:38 8:50 9:13 9:48 —8:38 8:56 9:10 9:22 9:45 10:18 10:349:28 9:47 10:00 10:12 10:34 11:07 11:2310:28 10:47 11:00 11:12 11:34 12:08P 12:24P11:28 11:47 11:59 12:12P 12:34P 1:10 1:2612:23P 12:44P 12:57P 1:09 1:31 2:06 2:221:16 1:37 1:50 2:02 2:24 2:59 3:161:53 2:14 2:27 2:39 3:01 ——2:26 2:47 3:00 3:12 3:35 4:11 4:283:09 3:30 3:43 3:55 4:18 4:54 5:113:42 4:03 4:16 4:28 4:51 5:27 5:444:16 4:37 4:50 5:02 5:26 6:02 6:194:49 5:10 5:22 5:34 5:57 6:33 6:505:27 5:47 5:58 6:09 6:30 7:02 7:186:16 6:36 6:47 6:58 7:18 7:46 8:017:11 7:29 7:39 7:49 8:08 8:36 8:508:06 8:22 8:32 8:42 9:00 9:28 9:419:05 9:21 9:31 9:40 C9:58 ——Saturday 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:20A 6:43A 7:03A 7:11A 7:20A 7:32A—7:19 7:43 8:04 8:13 8:23 8:358:00A 8:17 8:43 9:05 9:14 9:25 9:378:58 9:15 9:42 10:05 10:15 10:26 10:399:58 10:16 10:43 11:06 11:16 11:27 11:4010:56 11:15 11:43 12:07P 12:17P 12:29P 12:42P11:53 12:14P 12:43P 1:07 1:17 1:28 1:4112:54P 1:15 1:44 2:08 2:18 2:29 2:421:58 2:19 2:48 3:12 3:22 3:33 3:462:58 3:19 3:49 4:13 4:23 4:34 4:473:57 4:18 4:48 5:12 5:22 5:33 5:464:57 5:18 5:48 6:11 6:20 6:30 6:425:59 6:20 6:50 7:12 7:21 7:31 7:436:55 7:16 7:45 8:06 8:15 8:24 8:357:56 8:16 8:43 9:03 9:12 9:20 9:30
Westbound Al Oeste (Approximate Times/Tiempos Aproximados)
CERRITOS BELLFLOWER NORTH
LONG BEACH
COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH
183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway
6:56A 7:10A 7:21A 7:30A 7:48A 8:15A 8:29A7:54 8:08 8:19 8:29 8:48 9:18 9:338:51 9:06 9:18 9:28 9:48 10:21 10:379:48 10:05 10:18 10:28 10:48 11:21 11:3710:50 11:07 11:20 11:30 11:51 12:27P 12:43P11:51 12:09P 12:23P 12:33P 12:54P 1:30 1:4712:53P 1:11 1:25 1:35 1:54 2:30 2:471:52 2:10 2:24 2:34 2:53 3:29 3:462:53 3:11 3:25 3:35 3:54 4:29 4:463:57 4:16 4:28 4:38 4:57 5:31 5:484:58 5:16 5:28 5:37 5:56 6:26 6:415:57 6:12 6:24 6:33 6:51 7:18 7:326:56 7:09 7:21 7:30 7:48 8:14 8:277:57 8:10 8:21 8:30 8:48 9:13 9:268:58 9:10 9:21 9:30 9:48 10:12 10:25
Sunday and Holiday Schedules Horarios de domingo y días feriados
Sunday and Holiday schedule in effect on New Year’s Day,
Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day.
Horarios de domingo y días feriados en vigor para New Year’s Day,
Memorial Day, Independence Day, Labor Day, Thanksgiving Day
y Christmas Day.
Avisos especiales
B Viaje origina 13 minutos antes de la hora indicada en Artesia y Hawthorne.
C Viaje termina 16 minutos después de la hora indicada en Artesia y Hawthorne.
Special Notes
B Trip originates 13 minutes before time shown at Artesia & Hawthorne.
C Trip ends 16 minutes after time shown at Artesia & Hawthorn.
Monday through Friday 130Saturday130
Nextrip Nextrip
Text “metro” and your intersection or stop number to 41411
(example: metro vignes&cesarechavez or metro 1563). You can also visit m.metro.net or call 511 and say “Nextrip”
Envíe un mensaje de texto con “Metro” y la intersección de la calleo el número de su parada al 41411. Nextrip le enviará un mensajede texto con la próxima llegada de cada autobús en esa parada.También puede visitar m.metro.net o llamar al 511 y decir “Nextrip”
765321476532147653214
7 6 5 3 2 14
Monday through FridayEffective Dec 13 2015 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry——B5:14A 5:37A 5:46A 5:55A 6:06A5:05A 5:19A 5:41 6:04 6:14 6:23 6:34—5:44 6:06 6:29 6:39 6:48 7:005:51 6:05 6:29 6:54 7:04 7:14 7:27—6:27 6:53 7:18 7:29 7:39 7:526:38 6:54 7:21 7:46 7:57 8:07 8:207:02 7:19 7:48 8:14 8:25 8:35 8:487:39 7:57 8:25 8:50 9:01 9:11 9:248:21 8:40 9:09 9:34 9:46 9:57 10:109:07 9:26 9:54 10:19 10:31 10:42 10:559:58 10:17 10:46 11:11 11:23 11:34 11:4710:50 11:09 11:38 12:03P 12:15P 12:27P 12:41P11:39 11:59 12:29P 12:55 1:07 1:19 1:3312:20P 12:40P 1:10 1:36 1:48 2:00 2:141:01 1:21 1:51 2:17 2:29 2:41 2:551:33 1:53 2:23 2:50 3:03 3:16 3:302:06 2:26 2:57 3:24 3:37 3:50 4:04——3:24 3:51 4:04 4:17 4:312:56 3:16 3:50 4:17 4:30 4:43 4:57——4:14 4:41 4:55 5:08 5:223:44 4:04 4:38 5:06 5:20 5:33 5:47——5:08 5:36 5:49 6:02 6:164:47 5:07 5:41 6:07 6:19 6:31 6:455:30 5:50 6:21 6:46 6:56 7:06 7:196:13 6:33 7:01 7:24 7:33 7:43 7:557:15 7:35 8:02 8:24 8:33 8:42 8:538:20 8:37 9:01 9:23 9:32 9:41 9:52Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway4:45A 4:58A 5:09A 5:19A 5:38A 6:06A 6:18A5:15 5:28 5:39 5:49 6:09 6:39 6:525:41 5:55 6:07 6:18 6:40 7:12 7:266:05 6:20 6:32 6:44 7:06 7:41 7:556:27 6:44 6:57 7:09 7:31 8:06 —6:51 7:08 7:22 7:34 7:57 8:32 8:467:16 7:33 7:47 7:59 8:22 8:57 —7:41 7:58 8:12 8:24 8:47 9:22 9:368:06 8:24 8:38 8:50 9:13 9:48 —8:38 8:56 9:10 9:22 9:45 10:18 10:349:28 9:47 10:00 10:12 10:34 11:07 11:2310:28 10:47 11:00 11:12 11:34 12:08P 12:24P11:28 11:47 11:59 12:12P 12:34P 1:10 1:2612:23P 12:44P 12:57P 1:09 1:31 2:06 2:221:16 1:37 1:50 2:02 2:24 2:59 3:161:53 2:14 2:27 2:39 3:01 ——2:26 2:47 3:00 3:12 3:35 4:11 4:283:09 3:30 3:43 3:55 4:18 4:54 5:113:42 4:03 4:16 4:28 4:51 5:27 5:444:16 4:37 4:50 5:02 5:26 6:02 6:194:49 5:10 5:22 5:34 5:57 6:33 6:505:27 5:47 5:58 6:09 6:30 7:02 7:186:16 6:36 6:47 6:58 7:18 7:46 8:017:11 7:29 7:39 7:49 8:08 8:36 8:508:06 8:22 8:32 8:42 9:00 9:28 9:419:05 9:21 9:31 9:40 C9:58 ——Saturday 130Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:20A 6:43A 7:03A 7:11A 7:20A 7:32A—7:19 7:43 8:04 8:13 8:23 8:358:00A 8:17 8:43 9:05 9:14 9:25 9:378:58 9:15 9:42 10:05 10:15 10:26 10:399:58 10:16 10:43 11:06 11:16 11:27 11:4010:56 11:15 11:43 12:07P 12:17P 12:29P 12:42P11:53 12:14P 12:43P 1:07 1:17 1:28 1:4112:54P 1:15 1:44 2:08 2:18 2:29 2:421:58 2:19 2:48 3:12 3:22 3:33 3:462:58 3:19 3:49 4:13 4:23 4:34 4:473:57 4:18 4:48 5:12 5:22 5:33 5:464:57 5:18 5:48 6:11 6:20 6:30 6:425:59 6:20 6:50 7:12 7:21 7:31 7:436:55 7:16 7:45 8:06 8:15 8:24 8:357:56 8:16 8:43 9:03 9:12 9:20 9:30
Westbound Al Oeste (Approximate Times/Tiempos Aproximados)
CERRITOS BELLFLOWER NORTH
LONG BEACH
COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH
183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway
6:56A 7:10A 7:21A 7:30A 7:48A 8:15A 8:29A7:54 8:08 8:19 8:29 8:48 9:18 9:338:51 9:06 9:18 9:28 9:48 10:21 10:379:48 10:05 10:18 10:28 10:48 11:21 11:3710:50 11:07 11:20 11:30 11:51 12:27P 12:43P11:51 12:09P 12:23P 12:33P 12:54P 1:30 1:4712:53P 1:11 1:25 1:35 1:54 2:30 2:471:52 2:10 2:24 2:34 2:53 3:29 3:462:53 3:11 3:25 3:35 3:54 4:29 4:463:57 4:16 4:28 4:38 4:57 5:31 5:484:58 5:16 5:28 5:37 5:56 6:26 6:415:57 6:12 6:24 6:33 6:51 7:18 7:326:56 7:09 7:21 7:30 7:48 8:14 8:277:57 8:10 8:21 8:30 8:48 9:13 9:268:58 9:10 9:21 9:30 9:48 10:12 10:25
Sunday and Holiday Schedules Horarios de domingo y días feriados
Sunday and Holiday schedule in effect on New Year’s Day,
Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day.
Horarios de domingo y días feriados en vigor para New Year’s Day,
Memorial Day, Independence Day, Labor Day, Thanksgiving Day
y Christmas Day.
Avisos especiales
B Viaje origina 13 minutos antes de la hora indicada en Artesia y Hawthorne.
C Viaje termina 16 minutos después de la hora indicada en Artesia y Hawthorne.
Special Notes
B Trip originates 13 minutes before time shown at Artesia & Hawthorne.
C Trip ends 16 minutes after time shown at Artesia & Hawthorn.
Monday through Friday 130
Saturday 130
Nextrip Nextrip
Text “metro” and your intersection or stop number to 41411
(example: metro vignes&cesarechavez or metro 1563). You can also visit m.metro.net or call 511 and say “Nextrip”
Envíe un mensaje de texto con “Metro” y la intersección de la calle o el número de su parada al 41411. Nextrip le enviará un mensaje de texto con la próxima llegada de cada autobús en esa parada. También puede visitar m.metro.net o llamar al 511 y decir “Nextrip”
765321476532147653214
7 6 5 3 2 14
Sunday and Holiday ScheduleEffective Dec 13 2015 130
150963
Eastbound Al Este (Approximate Times/Tiempos Aproximados)REDONDO BEACH HERMOSA BEACH HARBOR GATEWAY COMPTON NORTH LONG BEACH BELLFLOWER CERRITOSTorrance & Broadway Pacific Coast Hwy & Artesia Harbor GatewayTransit Center Artesia Blue Line Station Artesia & Atlantic Artesia & Lakewood 183rd at Sears Entry—6:21A 6:43A 7:01A 7:08A 7:16A 7:26A—7:20 7:43 8:04 8:12 8:21 8:318:01A 8:19 8:43 9:05 9:14 9:24 9:349:00 9:18 9:43 10:06 10:15 10:25 10:3610:00 10:18 10:43 11:06 11:15 11:25 11:3610:58 11:17 11:43 12:06P 12:16P 12:26P 12:37P11:55 12:15P 12:43P 1:06 1:16 1:26 1:3712:56P 1:16 1:44 2:06 2:15 2:25 2:371:53 2:14 2:43 3:07 3:16 3:26 3:382:53 3:14 3:43 4:07 4:16 4:26 4:383:53 4:14 4:43 5:06 5:14 5:24 5:364:53 5:14 5:43 6:05 6:13 6:23 6:355:55 6:15 6:43 7:05 7:14 7:24 7:356:55 7:15 7:43 8:04 8:13 8:23 8:338:02 8:20 8:43 9:01 9:10 9:18 9:28Westbound Al Oeste (Approximate Times/Tiempos Aproximados)CERRITOS BELLFLOWER NORTH LONG BEACH COMPTON HARBOR GATEWAY HERMOSA BEACH REDONDO BEACH183rd at Sears Entry Artesia & Lakewood Artesia & Atlantic Artesia Blue Line Station Harbor GatewayTransit Center Pacific Coast Hwy & Artesia Torrance & Broadway6:57A 7:11A 7:22A 7:30A 7:48A 8:15A 8:29A7:53 8:08 8:20 8:29 8:48 9:15 9:298:53 9:08 9:20 9:29 9:48 10:15 10:299:53 10:08 10:20 10:29 10:48 11:17 11:3310:50 11:06 11:19 11:29 11:48 12:20P 12:37P11:49 12:06P 12:19P 12:29P 12:48P 1:21 1:3812:49P 1:06 1:19 1:29 1:48 2:21 2:381:50 2:07 2:20 2:30 2:48 3:20 3:372:51 3:08 3:20 3:30 3:48 4:20 4:373:51 4:08 4:20 4:30 4:48 5:19 5:364:51 5:08 5:20 5:30 5:48 6:17 6:335:56 6:10 6:21 6:30 6:48 7:16 7:306:57 7:10 7:21 7:30 7:48 8:12 8:257:59 8:11 8:22 8:31 8:48 9:12 9:258:59 9:11 9:22 9:31 9:48 10:12 10:25Sunday and Holiday Schedule 130Pearl StVermont AvArtesia BlFigueroa StBroadwayMain St CARSONCentral AvCherry Av Paramount BlDowney Av Lakewood BlPioneer BlNorwalk Bl
Hermosa Av
GARDENA Santa Fe Av Avalon Bl Torrance BlBellflower BlSusana Rd Wilmington AvTamcliff AvOrange Av LAWNDALE TORRANCEArtesia BlAcacia AvBELLFLOWERRindge LnARTESIA Ruby StCOMPTON Normandie Av Western Av Van Ness Av Crenshaw Bl Yukon AvPrairie Av Hawthorne Bl PierAv Clark Av Vail Av Inglewood Av Atlantic Av 91605 Gridley Rd62LB93577LB92Woodruff Av266265South StLB22Alondra BlLB91 183rd StLB21LB173260710 Long Beach Bl 60 Long BeachVictoria St Walnut St2022055352CA 205352 246CST691Studebaker Rd METRO BLUE LINEMETRO BLUE LINE110SEE INSET # 1405190th StPacific Coast HwyValley Dr Herondo StHarbor DrT1GA4GA2T5T6210211344T2344T840740R3T8BC102BC102BC109CE438232 232Beryl St
HermosaBeachPier
RedondoBeachPier Pacific Ocean
BC102762128baOC30cdfHERMOSABEACHLB173LB172N2LB192LB172LB61T2T10LW T3T7BC109LB51HARBOR GATEWAYCERRITOSLB71LB71LB72LB72
232
GA2 550205 T1 T4NORWALKGarfield AvPARAMOUNT NORTH LONG BEACHLos Angeles Diamond StROUTE MAP
MAP NOTES
a Los Cerritos Center
Metro 62, 130, 577; CR1, CR2;LB172,
LB192; N2; OC30
b Cerritos College
c Artesia Blue Line Station
Metro 60, 130, 202, 205, 260, 762;
COM5; LB51, LB61; T6
d CSU Dominguez Hills
Metro 53, 130; CA; COM5; LB1; T6
e Harbor Gateway Transit Center
Metro 52, 130, 205, 246, 344, 352, 550,
910 Silver Line; 950 Silver Express;
Dodger Stadium Express; CS; GA2,
GA4; T1, T4, T6
f South Bay Galleria
Metro 40, 130, 210, 211, 344, 710,
740; BC102; GA3; R3, T2, T8
LEGEND
Line 130 Route
Local Sop Timepoint
Metro Rail / Busway Station
Metro Rail / Busway Station
& Timepoint
Metro Rail
Beach Cities Transit
Carson Circuit
LADOT Commuter Express Bus
Cerritos on Wheels (COW)
Carson North - South Shuttle
GTrans (Gardena)
Long Beach Transit
Lawndale Beat
Norwalk Transit
Orange County Transportation
Authority
Torrance Transit Rapid
Torrance Transit
Line 130 Route
Local Stop Timepoint
Transit Center
INSET 1 - HARBOR GATEWAY TRANSIT CENTERVermont Av182nd St
Albertoni
St
Figueroa StVictoria S
t
190th St
110
e
BroadwayCatalina Av12
3
4 56 7 REDONDOBEACHEsplanadeArtesia
BC
CA
CE
GA
LB
N
OC
T
R
CR
CS
LW
Harbor Transitway
Manhattan Beach BlHarbor TransitwayINSET MAP 1 - HARBOR GATEWAY TRANSIT CENTER N
Aviation Bl LB1910 950 76532147653214
Monday t hrough Friday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 3:48A 4:00A 4:08A 4:12A 4:20A 4:29A 4:33A 4:44A 4:52A 4:58A 5:07A4:44 4:58 5:07 5:12 5:21 5:30 5:35 5:47 5:56 6:03 6:135:24 5:40 5:49 5:54 6:04 6:13 6:18 6:30 6:40 6:47 6:585:44 6:00 6:09 6:15 6:25 6:34 6:39 6:52 7:02 7:10 7:23—B6:15 6:24 6:30 6:41 6:51 6:56 7:10 7:21 7:29 7:426:10 6:26 6:36 6:42 6:53 7:03 7:09 7:24 7:35 7:43 7:56—B6:36 6:46 6:52 7:03 7:14 7:20 7:36 7:48 7:56 8:086:29 6:46 6:56 7:02 7:14 7:25 7:31 7:48 8:00 8:08 8:20—B6:56 7:06 7:13 7:25 7:37 — — — — —6:49 7:06 7:16 7:23 7:36 7:49 7:56 8:12 8:25 8:33 8:45—B7:17 7:27 7:34 7:48 8:01 — — — — —7:11 7:28 7:39 7:46 8:00 8:13 8:20 8:36 8:49 8:57 9:09— 7:41 7:52 7:59 8:11 8:24 — — — — —7:38 7:56 8:07 8:14 8:26 8:39 8:46 9:02 9:15 9:23 9:357:55 8:14 8:25 8:32 8:44 8:57 — — — — —8:13 8:32 8:43 8:50 9:02 9:14 9:20 9:35 9:48 9:56 10:078:31 8:50 9:01 9:08 9:20 9:32 9:38 9:53 10:06 10:14 10:258:49 9:08 9:19 9:26 9:38 9:50 9:56 10:11 10:24 10:32 10:439:15 9:34 9:45 9:52 10:04 10:16 10:22 10:37 10:50 10:58 11:099:41 10:00 10:11 10:18 10:30 10:42 10:48 11:03 11:16 11:24 11:3510:11 10:30 10:41 10:48 11:00 11:13 11:19 11:34 11:47 11:55 12:06P10:41 11:00 11:11 11:18 11:30 11:43 11:49 12:05P 12:18P 12:27P 12:3811:10 11:29 11:41 11:48 11:59 12:13P 12:19P 12:35 12:48 12:57 1:0811:39 11:59 12:11P 12:18P 12:30P 12:43 12:49 1:05 1:18 1:27 1:3812:08P 12:28P 12:40 12:47 12:59 1:12 1:18 1:34 1:48 1:57 2:0812:37 12:57 1:09 1:16 1:28 1:41 1:47 2:03 2:17 2:26 2:371:06 1:26 1:38 1:45 1:57 2:10 2:16 2:32 2:46 2:55 3:061:35 1:55 2:07 2:14 2:26 2:39 2:45 3:01 3:15 3:24 3:352:04 2:24 2:36 2:43 2:55 3:08 3:14 3:30 3:44 3:53 4:042:26 2:46 2:58 3:05 3:17 3:30 3:36 3:52 4:06 4:15 4:262:46 3:06 3:18 3:25 3:37 3:49 3:55 4:11 4:25 4:34 4:463:06 3:26 3:38 3:45 3:57 4:09 4:15 4:31 4:45 4:54 5:063:26 3:46 3:58 4:05 4:17 4:29 4:35 4:51 5:05 5:14 5:263:46 4:06 4:18 4:25 4:36 4:48 4:54 5:10 5:24 5:33 5:454:05 4:25 4:36 4:43 4:54 5:06 5:12 5:28 5:41 5:49 6:014:23 4:43 4:54 5:01 5:12 5:24 5:30 5:46 5:59 6:07 6:194:41 5:01 5:12 5:19 5:30 5:42 5:48 6:04 6:16 6:24 6:365:00 5:20 5:31 5:38 5:49 6:01 6:07 6:22 6:34 6:42 6:535:19 5:39 5:50 5:57 6:07 6:18 6:24 6:38 6:50 6:58 7:085:48 6:08 6:19 6:25 6:35 6:46 6:52 7:06 7:18 7:26 7:366:21 6:40 6:51 6:57 7:07 7:18 7:24 7:37 7:48 7:56 8:067:08 7:26 7:36 7:42 7:52 8:03 8:08 8:21 8:32 8:39 8:498:01 8:19 8:29 8:35 8:45 8:55 9:00 9:12 9:22 9:29 9:398:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24Southbound Al Sur (Approximate Times/Tiempo Aproximados)LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACHCity Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:15A 4:25A 4:31A 4:40A 4:53A 4:58A 5:07A 5:17A 5:23A 5:33A 5:43A4:52 5:02 5:10 5:19 5:32 5:37 5:47 5:57 6:03 6:13 6:245:20 5:30 5:39 5:49 6:02 6:07 6:17 6:27 6:33 6:43 6:545:44 5:55 6:04 6:14 6:27 6:32 6:43 6:53 6:59 7:09 7:205:59 6:10 6:20 6:30 6:44 6:49 7:00 7:10 7:16 7:26 7:386:14 6:25 6:35 6:46 7:00 7:05 7:17 7:27 7:33 7:43 7:556:28 6:40 6:50 7:01 7:15 7:20 7:32 7:43 7:49 7:59 8:116:42 6:54 7:04 7:16 7:30 7:36 7:48 7:59 8:05 8:15 8:276:56 7:10 7:20 7:32 7:47 7:53 8:05 8:16 8:22 8:32 8:447:14 7:28 7:38 7:51 8:06 8:12 8:24 8:35 8:41 8:51 9:037:34 7:47 7:57 8:10 8:25 8:31 8:43 8:54 9:00 9:10 9:238:02 8:14 8:24 8:37 8:52 8:58 9:10 9:21 9:27 9:37 9:508:31 8:43 8:52 9:05 9:20 9:26 9:38 9:49 9:55 10:05 10:189:00 9:12 9:21 9:34 9:49 9:55 10:07 10:18 10:25 10:35 10:489:28 9:41 9:50 10:03 10:18 10:25 10:37 10:48 10:55 11:05 11:199:57 10:10 10:19 10:32 10:47 10:54 11:06 11:18 11:25 11:35 11:4910:23 10:36 10:45 10:58 11:14 11:21 11:34 11:46 11:53 12:03P 12:17P10:52 11:05 11:14 11:27 11:43 11:50 12:03P 12:15P 12:22P 12:32 12:4611:21 11:34 11:43 11:56 12:12P 12:19P 12:32 12:44 12:51 1:01 1:1511:49 12:02P 12:11P 12:24P 12:41 12:48 1:01 1:13 1:20 1:30 1:4412:18P 12:31 12:40 12:53 1:10 1:17 1:30 1:42 1:49 1:59 2:1312:45 12:58 1:07 1:20 1:37 1:45 1:59 2:11 2:18 2:28 2:421:12 1:25 1:34 1:47 2:04 2:12 2:27 2:39 2:46 2:56 3:101:38 1:51 2:00 2:14 2:30 2:38 2:53 3:05 3:12 3:22 3:362:00 2:13 2:22 2:36 2:52 3:00 3:16 3:28 3:34 3:44 3:58— — 2:41 2:55 3:11 3:19 3:35 3:47 3:53 4:03 4:172:36 2:49 2:58 3:12 3:28 3:36 3:52 4:04 4:10 4:20 4:34— — 3:13 3:27 3:43 3:51 4:07 4:19 4:25 4:35 4:493:06 3:19 3:28 3:42 3:58 4:06 4:22 4:34 4:40 4:50 5:04— — 3:43 3:57 4:13 4:21 4:37 4:49 4:55 5:05 5:193:35 3:48 3:58 4:12 4:28 4:36 4:52 5:04 5:10 5:20 5:343:49 4:02 4:12 4:26 4:43 4:51 5:07 5:19 5:25 5:35 5:484:03 4:16 4:26 4:41 4:58 5:06 5:22 5:34 5:40 5:49 6:024:22 4:35 4:45 5:00 5:17 5:25 5:40 5:51 5:57 6:06 6:194:39 4:52 5:02 5:17 5:34 5:42 5:57 6:08 6:14 6:23 6:364:58 5:11 5:21 5:36 5:53 6:01 6:15 6:26 6:32 6:41 6:545:24 5:37 5:47 6:02 6:19 6:26 6:39 6:50 6:56 7:05 7:175:50 6:03 6:13 6:28 6:45 6:52 7:05 7:15 7:21 7:30 7:426:34 6:46 6:55 7:08 7:24 7:31 7:43 7:53 7:59 8:08 8:207:29 7:40 7:48 8:00 8:15 8:21 8:32 8:42 8:48 8:56 9:078:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01
151004
Monday t hrough Friday 232ROUTE MAP
MAP NOTES
a LAX City Bus Center
Metro 40 Owl, 102, 111, 117, 232, 311;
C6, R6; T8; BBB3, BBB Rapid 3; BC109
b Plaza El Segundo
Metro 125, 232 (N/B only); BC109
c King Harbor
Metro 130, 232; BC102, BC109; CE438;
T3, T7
d Pacific Coast Highway Station
Freeway Level: Metro 450;
Street Level: Metro 205, 232; CE448;
DASH Wilmington
e LA Harbor College
Metro 205, 232
f Downtown Long Beach Station
Metro Blue Line; Metro 60 Owl, 232;
T3; T R3; CE142; LB1, 21, 22, 23, 46,
51, 61, 52, 71, 72, 81, 91, 92, 93, 94,
111, 112, 121, 151, 172, 173, 174, 181,
182, 191, 192; LB Passport
9th St
Anita St
Diamond
S
t
Ave I
El Segundo Bl
Rosecrans Av
Manhattan Beach Bl
Artesia Bl
2nd St
SEE INSET # 1
Marine Av
b
d
Herondo St
Beryl StSepulveda Bl110
EL SEGUNDO
HERMOSABEACH
REDONDOBEACH
TORRANCE
LOMITA WILMINGTON
HARBOR CITY
MANHATTAN BEACHMETRO GREEN LINE125
126
130
130
BC102
Torrance Bl T3 T7
BC109
Palo s Verdes Bl
Prospect AvHawthorne Bl344T8
CE448
Crensha
w
Bl T10Pacific Coast HwyNarbonne AvWestern AvNormandie AvVermont AvFigueroa StAvalon BlSanford AvAlameda StWilmington BlT5205550205550202LDLD246246202Anza AvBC109
Calle Mayor
GA2Henry Ford AvSanta Fe AvLB 191LB 192Anaheim St450CE448NorwalkStation
c
PV225PV226
710Nash SteGA2
Los Angeles RiverLEGEND
Line 232 Route
Local Stop Timepoint
Metro Rail / Busway Station
Metro Rail / Busway Station
& Timepoint
Metro Rail
Transit Center
Santa Monica’s Big Blue Bus
Beach Cities Transit
Culver CityBus
LADOT Commuter Express
Gardena Bus Lines
Long Beach Transit
LADOT DASH
Palos Verdes Peninsula Transit
Authority
Rapid
Torrance Transit
BC
CE
C
GA
LB
T
BBB
PV
R
LD
Line 232 Route
Metro Rail Station
Metro Rail Station Entrance
Metro Rail
INSET 1 & 2
234
5
6
7
8
9
SEE INSET
# 2
El Segundo Airport BlJenny AvAviation BlGrand Av Douglas StNash StVicksburg AvMariposa Av
Century Bl
Imperial Hwy
a 111
117
625 102T8LAX
METRO GREEN LINE
Arbor Vitae St
NINSET MAP 1 - LAX CITY BUS CENTER
0
!
Mariposa
Aviation/LAX
96th St
98th StSepulveda Bl5th St
1st St
Broadway
4th St
6th StPine Av7th St
3rd StOregon Av10th St
Pacific AvAtlantic AvOcean BlLB181LB182LB45,46
LB81
8th St
LB91,92,93,94,96
LB 151
LB111,112
METRO BLUE LINE
f
LB 21, 22, 23, 121LB PassportLB61LB51LB52LB1METRO BLUE LINE
Anaheim St
METRO BLUE LINE1
INSET MAP 2 - DOWNTOWN LONG BEACH N
T3R3Long Beach Bl9th St
Magnolia Av5th Street
1st Street
Anaheim St
Pacific Av
Downtown Long Beach
Redondo BeachStation
BC109
Pacific Coast HwyPacific Coast Hwy98765432 0 !1 9 8 7 6 5 4 3 20!1
Monday t hrough Friday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 3:48A 4:00A 4:08A 4:12A 4:20A 4:29A 4:33A 4:44A 4:52A 4:58A 5:07A4:44 4:58 5:07 5:12 5:21 5:30 5:35 5:47 5:56 6:03 6:135:24 5:40 5:49 5:54 6:04 6:13 6:18 6:30 6:40 6:47 6:585:44 6:00 6:09 6:15 6:25 6:34 6:39 6:52 7:02 7:10 7:23—B6:15 6:24 6:30 6:41 6:51 6:56 7:10 7:21 7:29 7:426:10 6:26 6:36 6:42 6:53 7:03 7:09 7:24 7:35 7:43 7:56—B6:36 6:46 6:52 7:03 7:14 7:20 7:36 7:48 7:56 8:086:29 6:46 6:56 7:02 7:14 7:25 7:31 7:48 8:00 8:08 8:20—B6:56 7:06 7:13 7:25 7:37 —————6:49 7:06 7:16 7:23 7:36 7:49 7:56 8:12 8:25 8:33 8:45—B7:17 7:27 7:34 7:48 8:01 —————7:11 7:28 7:39 7:46 8:00 8:13 8:20 8:36 8:49 8:57 9:09—7:41 7:52 7:59 8:11 8:24 —————7:38 7:56 8:07 8:14 8:26 8:39 8:46 9:02 9:15 9:23 9:357:55 8:14 8:25 8:32 8:44 8:57 —————8:13 8:32 8:43 8:50 9:02 9:14 9:20 9:35 9:48 9:56 10:078:31 8:50 9:01 9:08 9:20 9:32 9:38 9:53 10:06 10:14 10:258:49 9:08 9:19 9:26 9:38 9:50 9:56 10:11 10:24 10:32 10:439:15 9:34 9:45 9:52 10:04 10:16 10:22 10:37 10:50 10:58 11:099:41 10:00 10:11 10:18 10:30 10:42 10:48 11:03 11:16 11:24 11:3510:11 10:30 10:41 10:48 11:00 11:13 11:19 11:34 11:47 11:55 12:06P10:41 11:00 11:11 11:18 11:30 11:43 11:49 12:05P 12:18P 12:27P 12:3811:10 11:29 11:41 11:48 11:59 12:13P 12:19P 12:35 12:48 12:57 1:0811:39 11:59 12:11P 12:18P 12:30P 12:43 12:49 1:05 1:18 1:27 1:3812:08P 12:28P 12:40 12:47 12:59 1:12 1:18 1:34 1:48 1:57 2:0812:37 12:57 1:09 1:16 1:28 1:41 1:47 2:03 2:17 2:26 2:371:06 1:26 1:38 1:45 1:57 2:10 2:16 2:32 2:46 2:55 3:061:35 1:55 2:07 2:14 2:26 2:39 2:45 3:01 3:15 3:24 3:352:04 2:24 2:36 2:43 2:55 3:08 3:14 3:30 3:44 3:53 4:042:26 2:46 2:58 3:05 3:17 3:30 3:36 3:52 4:06 4:15 4:262:46 3:06 3:18 3:25 3:37 3:49 3:55 4:11 4:25 4:34 4:463:06 3:26 3:38 3:45 3:57 4:09 4:15 4:31 4:45 4:54 5:063:26 3:46 3:58 4:05 4:17 4:29 4:35 4:51 5:05 5:14 5:263:46 4:06 4:18 4:25 4:36 4:48 4:54 5:10 5:24 5:33 5:454:05 4:25 4:36 4:43 4:54 5:06 5:12 5:28 5:41 5:49 6:014:23 4:43 4:54 5:01 5:12 5:24 5:30 5:46 5:59 6:07 6:194:41 5:01 5:12 5:19 5:30 5:42 5:48 6:04 6:16 6:24 6:365:00 5:20 5:31 5:38 5:49 6:01 6:07 6:22 6:34 6:42 6:535:19 5:39 5:50 5:57 6:07 6:18 6:24 6:38 6:50 6:58 7:085:48 6:08 6:19 6:25 6:35 6:46 6:52 7:06 7:18 7:26 7:366:21 6:40 6:51 6:57 7:07 7:18 7:24 7:37 7:48 7:56 8:067:08 7:26 7:36 7:42 7:52 8:03 8:08 8:21 8:32 8:39 8:498:01 8:19 8:29 8:35 8:45 8:55 9:00 9:12 9:22 9:29 9:398:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24
151004
ROUTE MAP
MAP NOTES
a LAX City Bus Center
Metro 40 Owl, 102, 111, 117, 232, 311;
C6, R6; T8; BBB3, BBB Rapid 3; BC109
b Plaza El Segundo
Metro 125, 232 (N/B only); BC109
c King Harbor
Metro 130, 232; BC102, BC109; CE438;
T3, T7
d Pacific Coast Highway Station
Freeway Level: Metro 450;
Street Level: Metro 205, 232; CE448;
DASH Wilmington
e LA Harbor College
Metro 205, 232
f Downtown Long Beach Station
Metro Blue Line; Metro 60 Owl, 232;
T3; T R3; CE142; LB1, 21, 22, 23, 46,
51, 61, 52, 71, 72, 81, 91, 92, 93, 94,
111, 112, 121, 151, 172, 173, 174, 181,
182, 191, 192; LB Passport
9th St
Anita St
Diamond
S
t
Ave I
El Segundo Bl
Rosecrans Av
Manhattan Beach Bl
Artesia Bl
2nd St
SEE INSET # 1
Marine Av
b
d
Herondo St
Beryl StSepulveda Bl110
EL SEGUNDO
HERMOSABEACH
REDONDOBEACH
TORRANCE
LOMITA WILMINGTON
HARBOR CITY
MANHATTAN BEACHMETRO GREEN LINE125
126
130
130
BC102
Torrance Bl T3 T7
BC109
Palo s VerdesBl
Prospect AvHawthorne Bl344T8
CE448
Crensha
w
Bl T10Pacific Coast HwyNarbonne AvWestern AvNormandie AvVermont AvFigueroa StAvalon BlSanford AvAlameda StWilmington BlT5205550205550202LDLD246246202Anza AvBC109
Calle Mayor
GA2Henry Ford AvSanta Fe AvLB 191LB 192Anaheim St450CE448NorwalkStation
c
PV225PV226
710Nash SteGA2
Los Angeles RiverLEGEND
Line 232 Route
Local Stop Timepoint
Metro Rail / Busway Station
Metro Rail / Busway Station
& Timepoint
Metro Rail
Transit Center
Santa Monica’s Big Blue Bus
Beach Cities Transit
Culver CityBus
LADOT Commuter Express
Gardena Bus Lines
Long Beach Transit
LADOT DASH
Palos Verdes Peninsula Transit
Authority
Rapid
Torrance Transit
BC
CE
C
GA
LB
T
BBB
PV
R
LD
Line 232 Route
Metro Rail Station
Metro Rail Station Entrance
Metro Rail
INSET 1 & 2
234
5
6
7
8
9
SEE INSET
# 2
El Segundo Airport BlJenny AvAviation BlGrand Av Douglas StNash StVicksburg AvMariposa Av
Century Bl
Imperial Hwy
a 111
117
625 102T8LAX
METRO GREEN LINE
Arbor Vitae St
NINSET MAP 1 - LAX CITY BUS CENTER
0
!
Mariposa
Aviation/LAX
96th St
98th StSepulveda Bl5th St
1st St
Broadway
4th St
6th StPine Av7th St
3rd StOregon Av10th St
Pacific AvAtlantic AvOcean BlLB181LB182LB45,46
LB81
8th St
LB91,92,93,94,96
LB 151
LB111,112
METRO BLUE LINE
f
LB 21, 22, 23, 121LB PassportLB61LB51LB52LB1METRO BLUE LINE
Anaheim St
METRO BLUE LINE1
INSET MAP 2 - DOWNTOWN LONG BEACH N
T3R3Long Beach Bl9th St
Magnolia Av5th Street
1st Street
Anaheim St
Pacific Av
Downtown Long Beach
Redondo BeachStation
BC109
Pacific Coast HwyPacific Coast Hwy Monday t hrough Friday 232Southbound Al Sur (Approximate Times/Tiempo Aproximados)LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACHCity Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:15A 4:25A 4:31A 4:40A 4:53A 4:58A 5:07A 5:17A 5:23A 5:33A 5:43A4:52 5:02 5:10 5:19 5:32 5:37 5:47 5:57 6:03 6:13 6:245:20 5:30 5:39 5:49 6:02 6:07 6:17 6:27 6:33 6:43 6:545:44 5:55 6:04 6:14 6:27 6:32 6:43 6:53 6:59 7:09 7:205:59 6:10 6:20 6:30 6:44 6:49 7:00 7:10 7:16 7:26 7:386:14 6:25 6:35 6:46 7:00 7:05 7:17 7:27 7:33 7:43 7:556:28 6:40 6:50 7:01 7:15 7:20 7:32 7:43 7:49 7:59 8:116:42 6:54 7:04 7:16 7:30 7:36 7:48 7:59 8:05 8:15 8:276:56 7:10 7:20 7:32 7:47 7:53 8:05 8:16 8:22 8:32 8:447:14 7:28 7:38 7:51 8:06 8:12 8:24 8:35 8:41 8:51 9:037:34 7:47 7:57 8:10 8:25 8:31 8:43 8:54 9:00 9:10 9:238:02 8:14 8:24 8:37 8:52 8:58 9:10 9:21 9:27 9:37 9:508:31 8:43 8:52 9:05 9:20 9:26 9:38 9:49 9:55 10:05 10:189:00 9:12 9:21 9:34 9:49 9:55 10:07 10:18 10:25 10:35 10:489:28 9:41 9:50 10:03 10:18 10:25 10:37 10:48 10:55 11:05 11:199:57 10:10 10:19 10:32 10:47 10:54 11:06 11:18 11:25 11:35 11:4910:23 10:36 10:45 10:58 11:14 11:21 11:34 11:46 11:53 12:03P 12:17P10:52 11:05 11:14 11:27 11:43 11:50 12:03P 12:15P 12:22P 12:32 12:4611:21 11:34 11:43 11:56 12:12P 12:19P 12:32 12:44 12:51 1:01 1:1511:49 12:02P 12:11P 12:24P 12:41 12:48 1:01 1:13 1:20 1:30 1:4412:18P 12:31 12:40 12:53 1:10 1:17 1:30 1:42 1:49 1:59 2:1312:45 12:58 1:07 1:20 1:37 1:45 1:59 2:11 2:18 2:28 2:421:12 1:25 1:34 1:47 2:04 2:12 2:27 2:39 2:46 2:56 3:101:38 1:51 2:00 2:14 2:30 2:38 2:53 3:05 3:12 3:22 3:362:00 2:13 2:22 2:36 2:52 3:00 3:16 3:28 3:34 3:44 3:58——2:41 2:55 3:11 3:19 3:35 3:47 3:53 4:03 4:172:36 2:49 2:58 3:12 3:28 3:36 3:52 4:04 4:10 4:20 4:34——3:13 3:27 3:43 3:51 4:07 4:19 4:25 4:35 4:493:06 3:19 3:28 3:42 3:58 4:06 4:22 4:34 4:40 4:50 5:04——3:43 3:57 4:13 4:21 4:37 4:49 4:55 5:05 5:193:35 3:48 3:58 4:12 4:28 4:36 4:52 5:04 5:10 5:20 5:343:49 4:02 4:12 4:26 4:43 4:51 5:07 5:19 5:25 5:35 5:484:03 4:16 4:26 4:41 4:58 5:06 5:22 5:34 5:40 5:49 6:024:22 4:35 4:45 5:00 5:17 5:25 5:40 5:51 5:57 6:06 6:194:39 4:52 5:02 5:17 5:34 5:42 5:57 6:08 6:14 6:23 6:364:58 5:11 5:21 5:36 5:53 6:01 6:15 6:26 6:32 6:41 6:545:24 5:37 5:47 6:02 6:19 6:26 6:39 6:50 6:56 7:05 7:175:50 6:03 6:13 6:28 6:45 6:52 7:05 7:15 7:21 7:30 7:426:34 6:46 6:55 7:08 7:24 7:31 7:43 7:53 7:59 8:08 8:207:29 7:40 7:48 8:00 8:15 8:21 8:32 8:42 8:48 8:56 9:078:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01987654320!1 9 8 7 6 5 4 3 20!1
Saturday Effective Jun 28 2015 232Northbound Al Norte (Approximate Times/Tiempos Aproximados)LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAXDowntown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center —B4:05A 4:13A 4:18A 4:26A 4:34A 4:38A 4:48A 4:56A 5:02A 5:11A4:52A 5:05 5:13 5:18 5:26 5:34 5:38 5:48 5:56 6:02 6:125:39 5:53 6:01 6:07 6:16 6:25 6:30 6:41 6:50 6:57 7:076:03 6:18 6:27 6:33 6:43 6:53 6:58 7:11 7:20 7:27 7:376:26 6:42 6:51 6:57 7:08 7:18 7:23 7:36 7:46 7:53 8:036:50 7:06 7:15 7:21 7:32 7:43 7:49 8:03 8:13 8:20 8:307:11 7:27 7:37 7:43 7:54 8:05 8:11 8:25 8:36 8:43 8:537:32 7:49 7:59 8:05 8:16 8:27 8:33 8:47 8:58 9:05 9:167:55 8:12 8:22 8:28 8:39 8:50 8:56 9:10 9:21 9:28 9:398:21 8:38 8:48 8:55 9:06 9:18 9:24 9:39 9:51 9:59 10:108:49 9:06 9:16 9:23 9:34 9:47 9:53 10:08 10:20 10:28 10:399:16 9:33 9:44 9:51 10:02 10:15 10:21 10:36 10:48 10:56 11:079:44 10:01 10:12 10:19 10:30 10:43 10:49 11:04 11:17 11:25 11:3610:13 10:30 10:41 10:48 10:59 11:12 11:19 11:34 11:47 11:55 12:06P10:44 11:01 11:11 11:18 11:29 11:43 11:50 12:06P 12:19P 12:27P 12:3811:13 11:31 11:41 11:48 11:59 12:13P 12:20P 12:36 12:49 12:57 1:0811:44 12:02P 12:12P 12:19P 12:31P 12:45 12:52 1:08 1:21 1:29 1:4012:14P 12:33 12:43 12:50 1:02 1:16 1:23 1:39 1:52 2:00 2:1112:45 1:04 1:14 1:21 1:33 1:47 1:53 2:09 2:22 2:30 2:411:17 1:35 1:45 1:52 2:03 2:16 2:22 2:38 2:51 2:59 3:091:48 2:06 2:16 2:23 2:34 2:47 2:53 3:08 3:21 3:29 3:392:18 2:36 2:47 2:54 3:05 3:18 3:24 3:39 3:52 4:00 4:102:49 3:07 3:18 3:25 3:36 3:49 3:55 4:10 4:23 4:31 4:413:20 3:38 3:49 3:56 4:07 4:19 4:25 4:40 4:53 5:01 5:113:51 4:10 4:20 4:27 4:38 4:50 4:56 5:11 5:24 5:32 5:424:22 4:41 4:51 4:58 5:09 5:21 5:27 5:41 5:54 6:01 6:114:54 5:13 5:23 5:29 5:40 5:52 5:58 6:12 6:24 6:31 6:415:27 5:46 5:56 6:02 6:12 6:23 6:29 6:43 6:55 7:02 7:126:16 6:35 6:45 6:51 7:01 7:12 7:17 7:30 7:41 7:48 7:587:06 7:24 7:34 7:40 7:50 8:01 8:06 8:19 8:30 8:37 8:477:55 8:13 8:23 8:29 8:39 8:49 8:54 9:06 9:16 9:23 9:338:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24
Saturday 232
Southbound Al Sur (Approximate Times/Tiempo Aproximados)
LAX EL SEGUNDO MANHATTAN
BEACH
HERMOSA
BEACH
REDONDO
BEACH
TORRANCE HARBOR CITY WILMINGTON LONG BEACH
City Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 4:30A 4:39A 4:46A 4:53A 5:03A 5:07A 5:15A 5:23A 5:28A 5:36A 5:45A5:24 5:33 5:40 5:48 5:58 6:02 6:10 6:18 6:23 6:32 6:426:05 6:15 6:22 6:30 6:41 6:46 6:55 7:04 7:10 7:19 7:306:32 6:42 6:49 6:58 7:10 7:15 7:24 7:33 7:39 7:48 7:596:56 7:06 7:14 7:24 7:36 7:41 7:51 8:01 8:07 8:16 8:277:22 7:32 7:40 7:51 8:04 8:09 8:19 8:29 8:35 8:44 8:567:49 7:59 8:07 8:18 8:32 8:37 8:47 8:57 9:03 9:12 9:248:15 8:25 8:33 8:45 8:59 9:05 9:15 9:25 9:31 9:40 9:528:42 8:52 9:00 9:12 9:26 9:32 9:43 9:53 9:59 10:09 10:219:09 9:19 9:27 9:39 9:54 10:00 10:12 10:22 10:29 10:39 10:519:39 9:49 9:57 10:09 10:24 10:30 10:42 10:52 10:59 11:09 11:2210:06 10:17 10:25 10:37 10:52 10:59 11:11 11:22 11:29 11:39 11:5310:33 10:45 10:53 11:05 11:21 11:28 11:41 11:52 11:59 12:09P 12:23P11:02 11:14 11:22 11:35 11:51 11:58 12:11P 12:22P 12:29P 12:39 12:5311:32 11:44 11:52 12:05P 12:21P 12:28P 12:41 12:52 12:59 1:09 1:2312:02P 12:14P 12:22P 12:36 12:52 12:59 1:12 1:23 1:30 1:40 1:5412:33 12:45 12:53 1:07 1:23 1:30 1:43 1:54 2:01 2:11 2:251:02 1:15 1:23 1:37 1:54 2:01 2:14 2:25 2:32 2:42 2:561:32 1:45 1:53 2:07 2:24 2:32 2:45 2:56 3:03 3:12 3:262:02 2:15 2:23 2:37 2:54 3:02 3:16 3:27 3:34 3:43 3:572:33 2:46 2:54 3:08 3:25 3:33 3:47 3:58 4:05 4:14 4:273:04 3:17 3:25 3:39 3:56 4:04 4:18 4:29 4:36 4:45 4:583:36 3:49 3:57 4:10 4:27 4:35 4:49 5:00 5:07 5:16 5:294:08 4:21 4:29 4:42 4:59 5:06 5:19 5:30 5:36 5:45 5:584:40 4:53 5:01 5:13 5:30 5:37 5:49 6:00 6:06 6:14 6:275:13 5:25 5:33 5:45 6:01 6:08 6:20 6:30 6:36 6:44 6:565:44 5:56 6:04 6:16 6:31 6:38 6:50 7:00 7:06 7:14 7:266:14 6:26 6:34 6:46 7:01 7:08 7:20 7:30 7:36 7:44 7:566:56 7:07 7:15 7:27 7:42 7:48 8:00 8:10 8:16 8:24 8:367:41 7:52 8:00 8:11 8:26 8:32 8:43 8:53 8:59 9:07 9:188:29 8:40 8:48 8:59 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01
Sunday and Holiday Schedule 232
Northbound Al Norte (Approximate Times/Tiempos Aproximados)
LONG BEACH WILMINGTON HARBOR CITY TORRANCE REDONDO BEACH HERMOSA BEACH MANHATTAN BEACH EL SEGUNDO LAX
Downtown Long Beach Station Anaheim & Santa FeAnaheim & AvalonAnaheim & FigueroaPacific Coast Hwy &Western Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Prospect Pacific Coast Hwy & 9th Sepulveda &Rosecrans Mariposa Station City Bus Center 4:38A 4:51A 4:59A 5:04A 5:12A 5:20A 5:24A 5:34A 5:42A 5:48A 5:57A5:37 5:51 5:59 6:04 6:13 6:21 6:25 6:36 6:44 6:50 6:596:10 6:24 6:32 6:37 6:46 6:55 6:59 7:11 7:19 7:25 7:346:41 6:56 7:04 7:10 7:19 7:28 7:33 7:45 7:54 8:00 8:097:11 7:26 7:34 7:40 7:50 8:00 8:06 8:18 8:28 8:34 8:437:41 7:56 8:04 8:10 8:20 8:30 8:36 8:49 8:59 9:05 9:148:06 8:21 8:29 8:35 8:46 8:56 9:02 9:15 9:26 9:32 9:428:30 8:45 8:54 9:00 9:11 9:22 9:28 9:41 9:53 9:59 10:098:59 9:15 9:24 9:30 9:41 9:52 9:58 10:11 10:23 10:29 10:399:29 9:45 9:54 10:00 10:11 10:22 10:28 10:41 10:53 10:59 11:099:59 10:15 10:24 10:30 10:41 10:52 10:58 11:12 11:24 11:30 11:4010:29 10:45 10:54 11:00 11:11 11:22 11:28 11:42 11:54 12:01P 12:11P10:59 11:15 11:24 11:30 11:41 11:53 11:59 12:13P 12:25P 12:32 12:4211:28 11:45 11:54 12:00P 12:11P 12:23P 12:29P 12:43 12:55 1:02 1:1211:58 12:15P 12:24P 12:30 12:41 12:53 12:59 1:13 1:25 1:32 1:4212:29P 12:46 12:55 1:01 1:12 1:24 1:30 1:44 1:56 2:03 2:131:00 1:17 1:26 1:32 1:43 1:55 2:01 2:15 2:27 2:34 2:441:31 1:48 1:57 2:03 2:14 2:26 2:32 2:46 2:58 3:05 3:152:02 2:19 2:28 2:34 2:45 2:57 3:03 3:17 3:29 3:36 3:462:33 2:50 2:59 3:05 3:16 3:28 3:34 3:48 4:00 4:07 4:173:04 3:21 3:30 3:36 3:47 3:59 4:05 4:19 4:31 4:38 4:483:35 3:52 4:01 4:07 4:18 4:29 4:35 4:48 5:00 5:07 5:174:06 4:23 4:32 4:38 4:48 4:59 5:05 5:18 5:30 5:37 5:474:39 4:56 5:05 5:11 5:21 5:32 5:37 5:50 6:01 6:08 6:185:19 5:36 5:45 5:51 6:01 6:12 6:17 6:30 6:41 6:48 6:586:13 6:30 6:39 6:45 6:55 7:06 7:11 7:24 7:35 7:42 7:527:07 7:24 7:33 7:39 7:49 8:00 8:05 8:18 8:29 8:36 8:468:01 8:18 8:27 8:33 8:42 8:52 8:57 9:09 9:19 9:26 9:368:58 9:14 9:23 9:28 9:37 9:47 9:52 10:04 10:13 10:19 10:299:58 10:14 10:23 10:28 10:36 10:45 10:50 11:01 11:09 11:15 11:24
Sunday and Holiday Schedule 232
Southbound Al Sur (Approximate Times/Tiempo Aproximados)
LAX EL SEGUNDO MANHATTAN BEACH HERMOSA BEACH REDONDO BEACH TORRANCE HARBOR CITY WILMINGTON LONG BEACH
City Bus Center Mariposa Station Sepulveda &Rosecrans Pacific Coast Hwy & 9th Pacific Coast Hwy &Prospect Pacific Coast Hwy &Hawthorne Pacific Coast Hwy &Western Anaheim & FigueroaAnaheim & AvalonAnaheim & Santa FeDowntown Long Beach Station 5:25A 5:34A 5:41A 5:49A 5:59A 6:03A 6:11A 6:19A 6:24A 6:32A 6:42A6:10 6:19 6:26 6:34 6:44 6:48 6:56 7:04 7:09 7:17 7:276:41 6:51 6:58 7:07 7:18 7:22 7:31 7:40 7:45 7:53 8:047:14 7:24 7:31 7:41 7:54 7:58 8:07 8:16 8:21 8:29 8:417:49 7:59 8:06 8:16 8:29 8:34 8:43 8:52 8:57 9:05 9:178:22 8:32 8:39 8:49 9:03 9:08 9:18 9:28 9:34 9:42 9:548:54 9:05 9:12 9:23 9:37 9:42 9:52 10:03 10:09 10:18 10:309:26 9:37 9:44 9:55 10:09 10:15 10:26 10:37 10:43 10:52 11:059:59 10:10 10:17 10:28 10:42 10:48 10:59 11:10 11:16 11:25 11:3810:32 10:43 10:50 11:01 11:15 11:21 11:32 11:43 11:49 11:58 12:11P11:02 11:13 11:20 11:31 11:45 11:51 12:02P 12:13P 12:19P 12:28P 12:4211:28 11:40 11:47 11:59 12:14P 12:21P 12:32 12:43 12:49 12:58 1:1211:58 12:10P 12:17P 12:29P 12:44 12:51 1:02 1:13 1:19 1:28 1:4212:27P 12:39 12:47 12:59 1:14 1:21 1:32 1:43 1:49 1:58 2:1212:56 1:08 1:16 1:28 1:43 1:50 2:02 2:13 2:19 2:28 2:421:25 1:37 1:45 1:57 2:13 2:20 2:32 2:43 2:49 2:58 3:121:56 2:08 2:16 2:28 2:44 2:51 3:03 3:13 3:19 3:28 3:412:26 2:38 2:46 2:58 3:14 3:21 3:33 3:43 3:49 3:57 4:102:56 3:08 3:16 3:29 3:45 3:52 4:04 4:14 4:20 4:28 4:413:27 3:39 3:47 4:00 4:16 4:23 4:35 4:45 4:51 4:59 5:123:58 4:10 4:18 4:31 4:47 4:54 5:06 5:16 5:22 5:30 5:434:29 4:41 4:49 5:02 5:18 5:25 5:37 5:47 5:53 6:01 6:145:01 5:13 5:21 5:34 5:49 5:56 6:08 6:18 6:24 6:32 6:455:36 5:48 5:56 6:09 6:24 6:31 6:43 6:53 6:59 7:07 7:196:13 6:25 6:33 6:45 7:00 7:07 7:18 7:28 7:34 7:42 7:546:58 7:09 7:17 7:28 7:43 7:50 8:01 8:11 8:17 8:25 8:367:44 7:55 8:03 8:14 8:28 8:34 8:45 8:55 9:01 9:09 9:208:30 8:41 8:49 9:00 9:14 9:20 9:31 9:41 9:46 9:54 10:059:32 9:43 9:50 10:01 10:15 10:21 10:32 10:41 10:46 10:54 11:0510:40 10:51 10:58 11:07 11:19 11:24 11:33 11:41 11:45 11:52 12:02A11:45 11:55 12:01A 12:10A 12:21A 12:26A 12:34A 12:41A 12:45A 12:52A 1:01
Sunday & Holiday Schedules
Sunday & Holiday schedule in effect on New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day
and Christmas Day.
Text “metro” and your intersection or stop number to 41411
(example: metro vignes&cesarechavez or metro 1563).
You can also visit m.metro.net or call 511 and say “Nextrip”
Nextrip
Special Notes
B Originates at Anaheim St Blue Line Station 5-7
minutes before time shown.
Horarios de domingo y días feriados
Horarios de domingo y días feriados en vigor para New Year’s Day,
Memorial Day, Independence Day, Labor Day, Thanksgiving Day y
Christmas Day.
Nextrip
Envíe un mensaje de texto con “Metro” y la intersección de la calleo el número de su parada al 41411. Nextrip le enviará un mensajede texto con la próxima llegada de cada autobús en esa parada.También puede visitar m.metro.net o llamar al 511 y decir “Nextrip”
Avisos especiales
B Comienza en Anaheim St Blue Line Station 5-7
minutos antes de la hora mostrada.
98765432 0 !1
9 8 7 6 5 4 3 20!1
98765432 0 !1
9 8 7 6 5 4 3 20!1
APPENDIX C
EXISTING TRAFFIC COUNTS
File Name : Sepulveda_2nd
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Unshifted
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 3 176 10 3 5 16 2 738 2 8 4 3 970
07:15 AM 3 179 16 4 6 13 5 658 0 13 12 4 913
07:30 AM 12 267 13 3 14 6 1 724 5 14 35 1 1095
07:45 AM 16 240 8 12 24 31 4 809 3 11 37 5 1200
Total 34 862 47 22 49 66 12 2929 10 46 88 13 4178
08:00 AM 9 246 25 9 38 14 7 721 4 15 17 5 1110
08:15 AM 6 222 19 15 17 13 8 646 5 15 19 4 989
08:30 AM 6 249 9 10 17 14 8 651 8 15 21 10 1018
08:45 AM 5 221 19 12 30 14 3 626 2 21 28 9 990
Total 26 938 72 46 102 55 26 2644 19 66 85 28 4107
04:00 PM 10 537 13 5 11 11 6 362 5 17 15 13 1005
04:15 PM 9 507 4 11 25 14 7 317 7 24 26 13 964
04:30 PM 8 529 13 10 11 13 4 346 5 15 9 16 979
04:45 PM 6 524 5 10 15 8 6 284 8 23 30 16 935
Total 33 2097 35 36 62 46 23 1309 25 79 80 58 3883
05:00 PM 3 564 8 9 10 11 8 352 6 25 25 17 1038
05:15 PM 13 583 6 12 10 9 3 314 8 19 18 19 1014
05:30 PM 6 567 8 9 13 10 7 362 7 16 22 18 1045
05:45 PM 12 550 4 11 14 7 9 324 4 13 23 13 984
Total 34 2264 26 41 47 37 27 1352 25 73 88 67 4081
06:00 PM 4 584 9 7 15 7 3 360 7 21 14 18 1049
06:15 PM 4 598 10 11 14 8 7 272 1 16 17 14 972
06:30 PM 5 635 7 9 6 9 4 336 6 12 11 10 1050
06:45 PM 1 564 6 8 13 11 4 289 5 14 13 12 940
Total 14 2381 32 35 48 35 18 1257 19 63 55 54 4011
Grand Total 141 8542 212 180 308 239 106 9491 98 327 396 220 20260
Apprch %1.6 96 2.4 24.8 42.4 32.9 1.1 97.9 1 34.7 42 23.3
Total %0.7 42.2 1 0.9 1.5 1.2 0.5 46.8 0.5 1.6 2 1.1
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Sepulveda_2nd
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 12 267 13 292 3 14 6 23 1 724 5 730 14 35 1 50 1095
07:45 AM 16 240 8 264 12 24 31 67 4 809 3 816 11 37 5 53 1200
08:00 AM 9 246 25 280 9 38 14 61 7 721 4 732 15 17 5 37 1110
08:15 AM 6 222 19 247 15 17 13 45 8 646 5 659 15 19 4 38 989
Total Volume 43 975 65 1083 39 93 64 196 20 2900 17 2937 55 108 15 178 4394
% App. Total 4 90 6 19.9 47.4 32.7 0.7 98.7 0.6 30.9 60.7 8.4
PHF .672 .913 .650 .927 .650 .612 .516 .731 .625 .896 .850 .900 .917 .730 .750 .840 .915
Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd
Right
65
Thru
975
Left
43
InOut Total3019 1083 4102 Right64 Thru93 Left39 OutTotalIn168 196 364 Left20 Thru2900 Right17
Out TotalIn
1029 2937 3966 Left55 Thru108 Right15 TotalOutIn178 178 356 Peak Hour Begins at 07:30 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Sepulveda_2nd
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:15 PM
05:15 PM 13 583 6 602 12 10 9 31 3 314 8 325 19 18 19 56 1014
05:30 PM 6 567 8 581 9 13 10 32 7 362 7 376 16 22 18 56 1045
05:45 PM 12 550 4 566 11 14 7 32 9 324 4 337 13 23 13 49 984
06:00 PM 4 584 9 597 7 15 7 29 3 360 7 370 21 14 18 53 1049
Total Volume 35 2284 27 2346 39 52 33 124 22 1360 26 1408 69 77 68 214 4092
% App. Total 1.5 97.4 1.2 31.5 41.9 26.6 1.6 96.6 1.8 32.2 36 31.8
PHF .673 .978 .750 .974 .813 .867 .825 .969 .611 .939 .813 .936 .821 .837 .895 .955 .975
Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd
Right27 Thru2284 Left35
InOut Total1462 2346 3808 Right33 Thru52 Left39 OutTotalIn138 124 262 Left22 Thru1360 Right26
Out TotalIn2391 1408 3799 Left69 Thru77 Right68 TotalOutIn101 214 315 Peak Hour Begins at 05:15 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Sepulveda_2nd_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Bank 1
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 1 0 0 0 0 0 0 1
07:15 AM 0 1 0 0 0 0 0 2 3
07:30 AM 0 1 0 3 0 0 0 0 4
07:45 AM 0 1 0 3 0 3 0 2 9
Total 0 4 0 6 0 3 0 4 17
08:00 AM 0 3 0 4 0 0 0 0 7
08:15 AM 0 1 0 2 1 0 0 0 4
08:30 AM 0 1 0 2 0 1 0 2 6
08:45 AM 0 0 0 2 1 0 0 1 4
Total 0 5 0 10 2 1 0 3 21
04:00 PM 0 3 0 1 0 0 0 0 4
04:15 PM 0 0 0 0 0 1 0 0 1
04:30 PM 0 0 0 2 0 0 1 0 3
04:45 PM 0 2 0 0 0 1 0 1 4
Total 0 5 0 3 0 2 1 1 12
05:00 PM 0 0 0 3 0 2 0 4 9
05:30 PM 0 1 0 1 0 1 0 1 4
05:45 PM 0 0 0 1 0 0 1 2 4
Total 0 1 0 5 0 3 1 7 17
06:00 PM 0 1 1 1 0 1 0 2 6
06:15 PM 0 0 0 5 0 0 0 1 6
06:30 PM 0 0 0 0 0 1 0 1 2
06:45 PM 0 0 0 2 0 0 0 2 4
Total 0 1 1 8 0 2 0 6 18
Grand Total 0 16 1 32 2 11 2 21 85
Apprch %0 100 3 97 15.4 84.6 8.7 91.3
Total %0 18.8 1.2 37.6 2.4 12.9 2.4 24.7
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Sepulveda_2nd_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 1 1 0 3 3 0 3 3 0 2 2 9
08:00 AM 0 3 3 0 4 4 0 0 0 0 0 0 7
08:15 AM 0 1 1 0 2 2 1 0 1 0 0 0 4
08:30 AM 0 1 1 0 2 2 0 1 1 0 2 2 6
Total Volume 0 6 6 0 11 11 1 4 5 0 4 4 26
% App. Total 0 100 0 100 20 80 0 100
PHF .000 .500 .500 .000 .688 .688 .250 .333 .417 .000 .500 .500 .722
Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd
Thru
0
Peds
6
InOut Total1 6 7 Thru0 Peds11 OutTotalIn0 11 11 Thru
1
Peds
4
Out TotalIn
0 5 5 Thru0 Peds4 TotalOutIn0 4 4 Peak Hour Begins at 07:45 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Sepulveda_2nd_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Sepulveda Blvd
Southbound
2nd Street
Westbound
Sepulveda Blvd
Northbound
2nd Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:30 PM
05:30 PM 0 1 1 0 1 1 0 1 1 0 1 1 4
05:45 PM 0 0 0 0 1 1 0 0 0 1 2 3 4
06:00 PM 0 1 1 1 1 2 0 1 1 0 2 2 6
06:15 PM 0 0 0 0 5 5 0 0 0 0 1 1 6
Total Volume 0 2 2 1 8 9 0 2 2 1 6 7 20
% App. Total 0 100 11.1 88.9 0 100 14.3 85.7
PHF .000 .500 .500 .250 .400 .450 .000 .500 .500 .250 .750 .583 .833
Sepulveda Blvd 2nd Street 2nd Street Sepulveda Blvd
Thru0 Peds2
InOut Total0 2 2 Thru1 Peds8 OutTotalIn1 9 10 Thru0 Peds2
Out TotalIn0 2 2 Thru1 Peds6 TotalOutIn1 7 8 Peak Hour Begins at 05:30 PM Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Unshifted
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 2 152 2 1 2 8 2 759 1 1 2 1 933
07:15 AM 2 197 3 3 0 4 2 711 3 2 4 0 931
07:30 AM 11 244 3 1 1 15 0 790 1 1 11 4 1082
07:45 AM 15 249 1 5 12 18 0 792 4 6 10 1 1113
Total 30 842 9 10 15 45 4 3052 9 10 27 6 4059
08:00 AM 8 220 2 0 5 10 3 731 6 2 2 2 991
08:15 AM 12 249 5 5 0 4 4 720 8 2 2 3 1014
08:30 AM 5 250 3 3 2 9 2 720 7 3 4 4 1012
08:45 AM 9 278 4 3 2 7 2 649 9 7 6 4 980
Total 34 997 14 11 9 30 11 2820 30 14 14 13 3997
04:00 PM 9 523 3 12 2 12 5 336 8 2 6 7 925
04:15 PM 12 551 3 8 6 11 5 328 8 3 5 10 950
04:30 PM 6 559 4 11 5 9 14 327 7 4 4 6 956
04:45 PM 14 583 2 8 6 10 8 295 8 1 3 3 941
Total 41 2216 12 39 19 42 32 1286 31 10 18 26 3772
05:00 PM 5 538 4 10 7 6 13 334 4 3 1 7 932
05:15 PM 6 624 3 6 5 6 5 312 8 6 4 4 989
05:30 PM 5 593 4 7 6 7 10 363 1 4 5 2 1007
05:45 PM 3 612 4 6 3 6 5 325 3 1 3 6 977
Total 19 2367 15 29 21 25 33 1334 16 14 13 19 3905
06:00 PM 4 565 2 10 3 7 4 330 4 2 2 3 936
06:15 PM 4 642 2 8 2 5 3 266 4 4 0 1 941
06:30 PM 1 620 4 5 3 7 7 315 2 3 5 4 976
06:45 PM 1 584 5 5 0 3 5 293 1 0 0 5 902
Total 10 2411 13 28 8 22 19 1204 11 9 7 13 3755
Grand Total 134 8833 63 117 72 164 99 9696 97 57 79 77 19488
Apprch %1.5 97.8 0.7 33.1 20.4 46.5 1 98 1 26.8 37.1 36.2
Total %0.7 45.3 0.3 0.6 0.4 0.8 0.5 49.8 0.5 0.3 0.4 0.4
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 11 244 3 258 1 1 15 17 0 790 1 791 1 11 4 16 1082
07:45 AM 15 249 1 265 5 12 18 35 0 792 4 796 6 10 1 17 1113
08:00 AM 8 220 2 230 0 5 10 15 3 731 6 740 2 2 2 6 991
08:15 AM 12 249 5 266 5 0 4 9 4 720 8 732 2 2 3 7 1014
Total Volume 46 962 11 1019 11 18 47 76 7 3033 19 3059 11 25 10 46 4200
% App. Total 4.5 94.4 1.1 14.5 23.7 61.8 0.2 99.2 0.6 23.9 54.3 21.7
PHF .767 .966 .550 .958 .550 .375 .653 .543 .438 .957 .594 .961 .458 .568 .625 .676 .943
Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy
Right
11
Thru
962
Left
46
InOut Total3091 1019 4110 Right47 Thru18 Left11 OutTotalIn90 76 166 Left7 Thru3033 Right19
Out TotalIn
983 3059 4042 Left11 Thru25 Right10 TotalOutIn36 46 82 Peak Hour Begins at 07:30 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:15 PM
05:15 PM 6 624 3 633 6 5 6 17 5 312 8 325 6 4 4 14 989
05:30 PM 5 593 4 602 7 6 7 20 10 363 1 374 4 5 2 11 1007
05:45 PM 3 612 4 619 6 3 6 15 5 325 3 333 1 3 6 10 977
06:00 PM 4 565 2 571 10 3 7 20 4 330 4 338 2 2 3 7 936
Total Volume 18 2394 13 2425 29 17 26 72 24 1330 16 1370 13 14 15 42 3909
% App. Total 0.7 98.7 0.5 40.3 23.6 36.1 1.8 97.1 1.2 31 33.3 35.7
PHF .750 .959 .813 .958 .725 .708 .929 .900 .600 .916 .500 .916 .542 .700 .625 .750 .970
Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy
Right13 Thru2394 Left18
InOut Total1369 2425 3794 Right26 Thru17 Left29 OutTotalIn48 72 120 Left24 Thru1330 Right16
Out TotalIn2438 1370 3808 Left13 Thru14 Right15 TotalOutIn54 42 96 Peak Hour Begins at 05:15 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Bank 1
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 0 0 6 0 1 0 0 7
07:15 AM 0 2 0 7 0 1 0 1 11
07:30 AM 0 4 0 6 0 4 0 2 16
07:45 AM 0 0 0 13 0 0 1 1 15
Total 0 6 0 32 0 6 1 4 49
08:00 AM 0 3 0 6 0 1 0 1 11
08:15 AM 0 2 0 12 0 4 0 3 21
08:30 AM 0 1 0 9 0 3 0 4 17
08:45 AM 0 1 0 14 0 2 0 2 19
Total 0 7 0 41 0 10 0 10 68
04:00 PM 0 4 0 4 0 3 0 1 12
04:15 PM 0 1 0 3 0 2 0 0 6
04:30 PM 0 0 0 15 0 0 1 1 17
04:45 PM 0 6 0 5 1 2 0 0 14
Total 0 11 0 27 1 7 1 2 49
05:00 PM 0 1 0 17 0 4 0 2 24
05:15 PM 0 1 0 5 0 0 0 2 8
05:30 PM 0 4 0 14 0 4 0 0 22
05:45 PM 0 0 0 12 0 3 0 3 18
Total 0 6 0 48 0 11 0 7 72
06:00 PM 0 1 1 10 0 4 0 3 19
06:15 PM 0 1 0 7 0 0 0 0 8
06:30 PM 0 0 0 1 0 0 0 0 1
06:45 PM 0 0 0 2 0 0 0 1 3
Total 0 2 1 20 0 4 0 4 31
Grand Total 0 32 1 168 1 38 2 27 269
Apprch %0 100 0.6 99.4 2.6 97.4 6.9 93.1
Total %0 11.9 0.4 62.5 0.4 14.1 0.7 10
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 3 3 0 6 6 0 1 1 0 1 1 11
08:15 AM 0 2 2 0 12 12 0 4 4 0 3 3 21
08:30 AM 0 1 1 0 9 9 0 3 3 0 4 4 17
08:45 AM 0 1 1 0 14 14 0 2 2 0 2 2 19
Total Volume 0 7 7 0 41 41 0 10 10 0 10 10 68
% App. Total 0 100 0 100 0 100 0 100
PHF .000 .583 .583 .000 .732 .732 .000 .625 .625 .000 .625 .625 .810
Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy
Thru0 Peds7
InOut Total0 7 7 Thru0 Peds41 OutTotalIn0 41 41 Thru0 Peds10
Out TotalIn0 10 10 Thru0 Peds10 TotalOutIn0 10 10 Peak Hour Begins at 08:00 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Longfellow_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Pacific Coast Hwy
Southbound
Longfellow Ave
Westbound
Pacific Coast Hwy
Northbound
Longfellow Ave
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 1 1 0 17 17 0 4 4 0 2 2 24
05:15 PM 0 1 1 0 5 5 0 0 0 0 2 2 8
05:30 PM 0 4 4 0 14 14 0 4 4 0 0 0 22
05:45 PM 0 0 0 0 12 12 0 3 3 0 3 3 18
Total Volume 0 6 6 0 48 48 0 11 11 0 7 7 72
% App. Total 0 100 0 100 0 100 0 100
PHF .000 .375 .375 .000 .706 .706 .000 .688 .688 .000 .583 .583 .750
Pacific Coast Hwy Longfellow Ave Longfellow Ave Pacific Coast Hwy
Thru0 Peds6
InOut Total0 6 6 Thru0 Peds48 OutTotalIn0 48 48 Thru0 Peds11
Out TotalIn0 11 11 Thru0 Peds7 TotalOutIn0 7 7 Peak Hour Begins at 05:00 PM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Unshifted
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 24 126 5 46 81 107 2 670 28 10 65 6 1170
07:15 AM 38 141 6 45 103 130 0 555 32 7 57 10 1124
07:30 AM 44 156 8 34 78 115 2 643 40 10 74 8 1212
07:45 AM 60 147 8 60 139 181 8 579 45 28 122 15 1392
Total 166 570 27 185 401 533 12 2447 145 55 318 39 4898
08:00 AM 42 168 9 54 118 127 19 589 34 22 75 12 1269
08:15 AM 50 179 17 64 136 144 11 556 20 27 92 22 1318
08:30 AM 23 209 11 104 113 138 8 572 55 15 74 20 1342
08:45 AM 54 203 7 94 105 111 8 519 39 9 62 18 1229
Total 169 759 44 316 472 520 46 2236 148 73 303 72 5158
04:00 PM 107 414 19 53 78 66 18 269 32 20 89 17 1182
04:15 PM 129 430 17 72 78 75 6 218 46 22 119 13 1225
04:30 PM 92 455 20 57 75 81 12 229 43 18 72 6 1160
04:45 PM 132 452 17 97 96 59 12 222 63 27 117 20 1314
Total 460 1751 73 279 327 281 48 938 184 87 397 56 4881
05:00 PM 112 476 18 61 78 68 14 247 73 24 87 4 1262
05:15 PM 122 475 22 81 94 62 6 215 64 19 97 21 1278
05:30 PM 117 464 17 53 75 73 15 267 85 22 75 8 1271
05:45 PM 123 480 16 70 106 73 10 241 56 11 117 14 1317
Total 474 1895 73 265 353 276 45 970 278 76 376 47 5128
06:00 PM 115 468 10 64 71 62 9 264 60 15 115 10 1263
06:15 PM 127 503 12 67 66 66 4 178 67 23 102 8 1223
06:30 PM 101 467 8 55 57 64 11 256 54 8 80 7 1168
06:45 PM 112 495 13 75 94 66 9 207 53 19 77 13 1233
Total 455 1933 43 261 288 258 33 905 234 65 374 38 4887
Grand Total 1724 6908 260 1306 1841 1868 184 7496 989 356 1768 252 24952
Apprch %19.4 77.7 2.9 26 36.7 37.2 2.1 86.5 11.4 15 74.4 10.6
Total %6.9 27.7 1 5.2 7.4 7.5 0.7 30 4 1.4 7.1 1
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 60 147 8 215 60 139 181 380 8 579 45 632 28 122 15 165 1392
08:00 AM 42 168 9 219 54 118 127 299 19 589 34 642 22 75 12 109 1269
08:15 AM 50 179 17 246 64 136 144 344 11 556 20 587 27 92 22 141 1318
08:30 AM 23 209 11 243 104 113 138 355 8 572 55 635 15 74 20 109 1342
Total Volume 175 703 45 923 282 506 590 1378 46 2296 154 2496 92 363 69 524 5321
% App. Total 19 76.2 4.9 20.5 36.7 42.8 1.8 92 6.2 17.6 69.3 13.2
PHF .729 .841 .662 .938 .678 .910 .815 .907 .605 .975 .700 .972 .821 .744 .784 .794 .956
Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy
Right
45
Thru
703
Left
175
InOut Total2978 923 3901 Right590 Thru506 Left282 OutTotalIn692 1378 2070 Left46 Thru2296 Right154
Out TotalIn
1054 2496 3550 Left92 Thru363 Right69 TotalOutIn597 524 1121 Peak Hour Begins at 07:45 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:15 PM
05:15 PM 122 475 22 619 81 94 62 237 6 215 64 285 19 97 21 137 1278
05:30 PM 117 464 17 598 53 75 73 201 15 267 85 367 22 75 8 105 1271
05:45 PM 123 480 16 619 70 106 73 249 10 241 56 307 11 117 14 142 1317
06:00 PM 115 468 10 593 64 71 62 197 9 264 60 333 15 115 10 140 1263
Total Volume 477 1887 65 2429 268 346 270 884 40 987 265 1292 67 404 53 524 5129
% App. Total 19.6 77.7 2.7 30.3 39.1 30.5 3.1 76.4 20.5 12.8 77.1 10.1
PHF .970 .983 .739 .981 .827 .816 .925 .888 .667 .924 .779 .880 .761 .863 .631 .923 .974
Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy
Right65 Thru1887 Left477
InOut Total1324 2429 3753 Right270 Thru346 Left268 OutTotalIn1146 884 2030 Left40 Thru987 Right265
Out TotalIn2208 1292 3500 Left67 Thru404 Right53 TotalOutIn451 524 975 Peak Hour Begins at 05:15 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 1
Groups Printed- Bank 1
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 2 2 0 0 0 1 1 2 8
07:15 AM 1 7 0 2 0 0 0 4 14
07:30 AM 0 3 0 0 0 0 0 2 5
07:45 AM 0 6 0 1 0 1 0 3 11
Total 3 18 0 3 0 2 1 11 38
08:00 AM 0 8 0 1 0 0 0 2 11
08:15 AM 3 1 0 0 0 0 0 2 6
08:30 AM 0 11 0 3 2 2 0 2 20
08:45 AM 0 3 0 0 0 0 0 4 7
Total 3 23 0 4 2 2 0 10 44
04:00 PM 0 2 0 0 0 0 1 3 6
04:15 PM 0 8 0 0 0 0 0 3 11
04:30 PM 0 2 0 0 0 0 0 11 13
04:45 PM 0 11 0 0 0 0 0 5 16
Total 0 23 0 0 0 0 1 22 46
05:00 PM 0 3 0 2 1 0 0 3 9
05:15 PM 1 6 0 0 0 2 1 3 13
05:30 PM 1 0 0 0 0 0 0 7 8
05:45 PM 0 6 0 1 0 0 0 7 14
Total 2 15 0 3 1 2 1 20 44
06:00 PM 0 4 0 2 0 3 0 4 13
06:15 PM 1 1 0 0 0 0 0 1 3
06:30 PM 0 3 0 1 0 0 0 0 4
06:45 PM 0 4 0 0 0 0 0 0 4
Total 1 12 0 3 0 3 0 5 24
Grand Total 9 91 0 13 3 9 3 68 196
Apprch %9 91 0 100 25 75 4.2 95.8
Total %4.6 46.4 0 6.6 1.5 4.6 1.5 34.7
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 2
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 6 6 0 1 1 0 1 1 0 3 3 11
08:00 AM 0 8 8 0 1 1 0 0 0 0 2 2 11
08:15 AM 3 1 4 0 0 0 0 0 0 0 2 2 6
08:30 AM 0 11 11 0 3 3 2 2 4 0 2 2 20
Total Volume 3 26 29 0 5 5 2 3 5 0 9 9 48
% App. Total 10.3 89.7 0 100 40 60 0 100
PHF .250 .591 .659 .000 .417 .417 .250 .375 .313 .000 .750 .750 .600
Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy
Thru
3
Peds
26
InOut Total2 29 31 Thru0 Peds5 OutTotalIn0 5 5 Thru
2
Peds
3
Out TotalIn
3 5 8 Thru0 Peds9 TotalOutIn0 9 9 Peak Hour Begins at 07:45 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_Gould-Artesia_BP
Site Code : 00000000
Start Date : 3/2/2016
Page No : 3
Pacific Coast Hwy
Southbound
Artesia Blvd
Westbound
Pacific Coast Hwy
Northbound
Gould Ave
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 2 2 0 0 0 0 0 0 0 11 11 13
04:45 PM 0 11 11 0 0 0 0 0 0 0 5 5 16
05:00 PM 0 3 3 0 2 2 1 0 1 0 3 3 9
05:15 PM 1 6 7 0 0 0 0 2 2 1 3 4 13
Total Volume 1 22 23 0 2 2 1 2 3 1 22 23 51
% App. Total 4.3 95.7 0 100 33.3 66.7 4.3 95.7
PHF .250 .500 .523 .000 .250 .250 .250 .250 .375 .250 .500 .523 .797
Pacific Coast Hwy Gould Ave Artesia Blvd Pacific Coast Hwy
Thru1 Peds22
InOut Total1 23 24 Thru0 Peds2 OutTotalIn1 2 3 Thru1 Peds2
Out TotalIn1 3 4 Thru1 Peds22 TotalOutIn0 23 23 Peak Hour Begins at 04:30 PM Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st
Site Code : 00000000
Start Date : 3/8/2016
Page No : 1
Groups Printed- Unshifted
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 1 128 6 6 4 11 10 617 5 9 7 3 807
07:15 AM 2 195 5 3 7 8 14 686 5 12 28 1 966
07:30 AM 1 158 4 4 14 18 14 654 9 13 16 3 908
07:45 AM 6 201 1 9 19 19 13 646 8 16 30 4 972
Total 10 682 16 22 44 56 51 2603 27 50 81 11 3653
08:00 AM 1 230 5 27 32 14 8 598 6 15 15 3 954
08:15 AM 4 220 4 23 20 15 10 641 16 7 32 3 995
08:30 AM 9 243 4 16 21 15 11 589 3 16 7 3 937
08:45 AM 3 243 8 11 20 15 13 584 2 18 17 5 939
Total 17 936 21 77 93 59 42 2412 27 56 71 14 3825
04:00 PM 9 514 12 7 12 8 8 293 9 3 6 4 885
04:15 PM 17 514 16 7 17 6 4 292 5 7 16 4 905
04:30 PM 6 508 10 8 9 6 12 284 3 4 13 7 870
04:45 PM 22 496 24 7 15 10 9 260 9 4 8 3 867
Total 54 2032 62 29 53 30 33 1129 26 18 43 18 3527
05:00 PM 21 537 27 6 18 13 6 297 3 2 16 3 949
05:15 PM 17 457 14 12 14 4 9 300 4 9 12 4 856
05:30 PM 21 535 15 10 12 12 10 332 11 8 7 1 974
05:45 PM 15 539 20 5 12 12 6 310 7 2 12 5 945
Total 74 2068 76 33 56 41 31 1239 25 21 47 13 3724
06:00 PM 16 537 27 5 11 8 7 224 1 6 13 10 865
06:15 PM 14 493 28 6 9 6 9 303 6 3 15 7 899
06:30 PM 13 479 17 2 10 5 4 272 3 5 5 2 817
06:45 PM 22 392 28 5 8 10 7 259 2 6 8 3 750
Total 65 1901 100 18 38 29 27 1058 12 20 41 22 3331
Grand Total 220 7619 275 179 284 215 184 8441 117 165 283 78 18060
Apprch %2.7 93.9 3.4 26.4 41.9 31.7 2.1 96.6 1.3 31.4 53.8 14.8
Total %1.2 42.2 1.5 1 1.6 1.2 1 46.7 0.6 0.9 1.6 0.4
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st
Site Code : 00000000
Start Date : 3/8/2016
Page No : 2
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 6 201 1 208 9 19 19 47 13 646 8 667 16 30 4 50 972
08:00 AM 1 230 5 236 27 32 14 73 8 598 6 612 15 15 3 33 954
08:15 AM 4 220 4 228 23 20 15 58 10 641 16 667 7 32 3 42 995
08:30 AM 9 243 4 256 16 21 15 52 11 589 3 603 16 7 3 26 937
Total Volume 20 894 14 928 75 92 63 230 42 2474 33 2549 54 84 13 151 3858
% App. Total 2.2 96.3 1.5 32.6 40 27.4 1.6 97.1 1.3 35.8 55.6 8.6
PHF .556 .920 .700 .906 .694 .719 .829 .788 .808 .957 .516 .955 .844 .656 .813 .755 .969
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Right
14
Thru
894
Left
20
InOut Total2591 928 3519 Right63 Thru92 Left75 OutTotalIn137 230 367 Left42 Thru2474 Right33
Out TotalIn
982 2549 3531 Left54 Thru84 Right13 TotalOutIn148 151 299 Peak Hour Begins at 07:45 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st
Site Code : 00000000
Start Date : 3/8/2016
Page No : 3
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 21 537 27 585 6 18 13 37 6 297 3 306 2 16 3 21 949
05:15 PM 17 457 14 488 12 14 4 30 9 300 4 313 9 12 4 25 856
05:30 PM 21 535 15 571 10 12 12 34 10 332 11 353 8 7 1 16 974
05:45 PM 15 539 20 574 5 12 12 29 6 310 7 323 2 12 5 19 945
Total Volume 74 2068 76 2218 33 56 41 130 31 1239 25 1295 21 47 13 81 3724
% App. Total 3.3 93.2 3.4 25.4 43.1 31.5 2.4 95.7 1.9 25.9 58 16
PHF .881 .959 .704 .948 .688 .778 .788 .878 .775 .933 .568 .917 .583 .734 .650 .810 .956
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Right76 Thru2068 Left74
InOut Total1301 2218 3519 Right41 Thru56 Left33 OutTotalIn146 130 276 Left31 Thru1239 Right25
Out TotalIn2114 1295 3409 Left21 Thru47 Right13 TotalOutIn163 81 244 Peak Hour Begins at 05:00 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st_BP
Site Code : 00000000
Start Date : 3/8/2016
Page No : 1
Groups Printed- Bank 1
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 1 0 1 0 0 0 1 3
07:15 AM 0 3 0 2 0 0 0 0 5
07:30 AM 1 1 0 2 0 0 0 1 5
07:45 AM 0 9 1 4 0 7 0 0 21
Total 1 14 1 9 0 7 0 2 34
08:00 AM 1 24 0 4 0 11 0 2 42
08:15 AM 1 7 1 4 0 2 0 1 16
08:30 AM 2 6 0 1 0 4 0 1 14
08:45 AM 1 5 1 1 0 6 0 1 15
Total 5 42 2 10 0 23 0 5 87
04:00 PM 0 2 0 2 0 1 0 1 6
04:15 PM 0 1 0 1 0 3 1 1 7
04:30 PM 0 2 2 1 0 2 0 6 13
04:45 PM 0 4 0 5 0 2 0 2 13
Total 0 9 2 9 0 8 1 10 39
05:00 PM 0 4 0 0 1 1 1 4 11
05:15 PM 0 3 0 1 0 4 1 3 12
05:30 PM 0 0 0 1 1 0 1 0 3
05:45 PM 0 1 0 2 0 7 0 1 11
Total 0 8 0 4 2 12 3 8 37
06:00 PM 0 1 0 3 0 5 0 0 9
06:15 PM 0 3 0 4 0 1 0 0 8
06:30 PM 0 0 0 2 0 0 0 3 5
06:45 PM 0 2 0 2 0 1 0 0 5
Total 0 6 0 11 0 7 0 3 27
Grand Total 6 79 5 43 2 57 4 28 224
Apprch %7.1 92.9 10.4 89.6 3.4 96.6 12.5 87.5
Total %2.7 35.3 2.2 19.2 0.9 25.4 1.8 12.5
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st_BP
Site Code : 00000000
Start Date : 3/8/2016
Page No : 2
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 9 9 1 4 5 0 7 7 0 0 0 21
08:00 AM 1 24 25 0 4 4 0 11 11 0 2 2 42
08:15 AM 1 7 8 1 4 5 0 2 2 0 1 1 16
08:30 AM 2 6 8 0 1 1 0 4 4 0 1 1 14
Total Volume 4 46 50 2 13 15 0 24 24 0 4 4 93
% App. Total 8 92 13.3 86.7 0 100 0 100
PHF .500 .479 .500 .500 .813 .750 .000 .545 .545 .000 .500 .500 .554
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Thru
4
Peds
46
InOut Total0 50 50 Thru2 Peds13 OutTotalIn0 15 15 Thru
0
Peds
24
Out TotalIn
4 24 28 Thru0 Peds4 TotalOutIn2 4 6 Peak Hour Begins at 07:45 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_21st_BP
Site Code : 00000000
Start Date : 3/8/2016
Page No : 3
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 2 2 2 1 3 0 2 2 0 6 6 13
04:45 PM 0 4 4 0 5 5 0 2 2 0 2 2 13
05:00 PM 0 4 4 0 0 0 1 1 2 1 4 5 11
05:15 PM 0 3 3 0 1 1 0 4 4 1 3 4 12
Total Volume 0 13 13 2 7 9 1 9 10 2 15 17 49
% App. Total 0 100 22.2 77.8 10 90 11.8 88.2
PHF .000 .813 .813 .250 .350 .450 .250 .563 .625 .500 .625 .708 .942
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Thru0 Peds13
InOut Total1 13 14 Thru2 Peds7 OutTotalIn2 9 11 Thru1 Peds9
Out TotalIn0 10 10 Thru2 Peds15 TotalOutIn2 17 19 Peak Hour Begins at 04:30 PM Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th
Site Code : 00000000
Start Date : 3/1/2016
Page No : 1
Groups Printed- Unshifted
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 0 123 19 1 1 4 9 569 2 23 0 19 770
07:15 AM 0 172 26 2 0 2 6 636 1 15 1 16 877
07:30 AM 1 143 15 1 0 0 7 629 0 28 0 9 833
07:45 AM 4 180 32 1 1 4 14 611 4 17 0 7 875
Total 5 618 92 5 2 10 36 2445 7 83 1 51 3355
08:00 AM 1 199 36 6 0 6 19 577 14 24 0 9 891
08:15 AM 2 234 47 13 1 13 20 546 8 23 1 14 922
08:30 AM 0 197 44 9 0 2 17 574 4 15 1 22 885
08:45 AM 2 205 34 6 0 3 29 526 2 27 0 16 850
Total 5 835 161 34 1 24 85 2223 28 89 2 61 3548
04:00 PM 0 425 52 9 1 0 17 297 1 27 0 25 854
04:15 PM 3 465 41 6 1 1 23 251 10 16 1 21 839
04:30 PM 0 435 49 12 0 2 31 211 4 29 1 18 792
04:45 PM 4 428 58 6 2 2 26 245 7 43 1 31 853
Total 7 1753 200 33 4 5 97 1004 22 115 3 95 3338
05:00 PM 1 428 82 8 0 2 23 239 6 33 0 35 857
05:15 PM 1 473 62 9 0 1 21 280 10 47 0 25 929
05:30 PM 1 523 71 6 0 0 21 267 2 36 2 20 949
05:45 PM 1 454 56 4 0 1 24 234 3 51 2 32 862
Total 4 1878 271 27 0 4 89 1020 21 167 4 112 3597
06:00 PM 2 425 47 4 0 3 20 264 8 37 1 25 836
06:15 PM 1 482 52 9 0 2 16 257 4 47 0 23 893
06:30 PM 2 461 66 2 0 1 25 225 5 39 0 28 854
06:45 PM 2 463 62 5 0 2 14 218 1 41 0 27 835
Total 7 1831 227 20 0 8 75 964 18 164 1 103 3418
Grand Total 28 6915 951 119 7 51 382 7656 96 618 11 422 17256
Apprch %0.4 87.6 12 67.2 4 28.8 4.7 94.1 1.2 58.8 1 40.2
Total %0.2 40.1 5.5 0.7 0 0.3 2.2 44.4 0.6 3.6 0.1 2.4
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th
Site Code : 00000000
Start Date : 3/1/2016
Page No : 2
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 4 180 32 216 1 1 4 6 14 611 4 629 17 0 7 24 875
08:00 AM 1 199 36 236 6 0 6 12 19 577 14 610 24 0 9 33 891
08:15 AM 2 234 47 283 13 1 13 27 20 546 8 574 23 1 14 38 922
08:30 AM 0 197 44 241 9 0 2 11 17 574 4 595 15 1 22 38 885
Total Volume 7 810 159 976 29 2 25 56 70 2308 30 2408 79 2 52 133 3573
% App. Total 0.7 83 16.3 51.8 3.6 44.6 2.9 95.8 1.2 59.4 1.5 39.1
PHF .438 .865 .846 .862 .558 .500 .481 .519 .875 .944 .536 .957 .823 .500 .591 .875 .969
Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy
Right
159
Thru
810
Left
7
InOut Total2412 976 3388 Right25 Thru2 Left29 OutTotalIn39 56 95 Left70 Thru2308 Right30
Out TotalIn
891 2408 3299 Left79 Thru2 Right52 TotalOutIn231 133 364 Peak Hour Begins at 07:45 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th
Site Code : 00000000
Start Date : 3/1/2016
Page No : 3
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 428 82 511 8 0 2 10 23 239 6 268 33 0 35 68 857
05:15 PM 1 473 62 536 9 0 1 10 21 280 10 311 47 0 25 72 929
05:30 PM 1 523 71 595 6 0 0 6 21 267 2 290 36 2 20 58 949
05:45 PM 1 454 56 511 4 0 1 5 24 234 3 261 51 2 32 85 862
Total Volume 4 1878 271 2153 27 0 4 31 89 1020 21 1130 167 4 112 283 3597
% App. Total 0.2 87.2 12.6 87.1 0 12.9 7.9 90.3 1.9 59 1.4 39.6
PHF 1.00 .898 .826 .905 .750 .000 .500 .775 .927 .911 .525 .908 .819 .500 .800 .832 .948
Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy
Right271 Thru1878 Left4
InOut Total1191 2153 3344 Right4 Thru0 Left27 OutTotalIn29 31 60 Left89 Thru1020 Right21
Out TotalIn2017 1130 3147 Left167 Thru4 Right112 TotalOutIn360 283 643 Peak Hour Begins at 05:00 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th_BP
Site Code : 00000000
Start Date : 3/1/2016
Page No : 1
Groups Printed- Bank 1
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 0 0 1 0 2 0 0 3
07:15 AM 0 6 0 1 0 1 0 0 8
07:30 AM 0 4 0 4 1 3 0 0 12
07:45 AM 0 19 0 0 0 6 0 1 26
Total 0 29 0 6 1 12 0 1 49
08:00 AM 0 46 1 3 0 5 0 1 56
08:15 AM 1 8 0 2 0 4 0 1 16
08:30 AM 0 3 0 2 0 4 0 0 9
08:45 AM 0 2 2 2 0 3 0 2 11
Total 1 59 3 9 0 16 0 4 92
04:00 PM 0 12 0 4 0 4 0 0 20
04:15 PM 1 6 0 2 0 3 1 0 13
04:30 PM 0 11 0 5 0 2 0 0 18
04:45 PM 0 5 0 8 0 4 0 1 18
Total 1 34 0 19 0 13 1 1 69
05:00 PM 2 6 0 8 0 7 0 0 23
05:15 PM 0 5 0 6 0 8 0 2 21
05:30 PM 0 6 0 2 0 1 0 1 10
05:45 PM 0 2 0 8 0 5 0 1 16
Total 2 19 0 24 0 21 0 4 70
06:00 PM 0 6 0 0 0 7 0 3 16
06:15 PM 0 7 0 4 0 6 2 2 21
06:30 PM 0 3 1 2 0 1 0 0 7
06:45 PM 0 2 0 5 0 1 1 0 9
Total 0 18 1 11 0 15 3 5 53
Grand Total 4 159 4 69 1 77 4 15 333
Apprch %2.5 97.5 5.5 94.5 1.3 98.7 21.1 78.9
Total %1.2 47.7 1.2 20.7 0.3 23.1 1.2 4.5
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th_BP
Site Code : 00000000
Start Date : 3/1/2016
Page No : 2
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. 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 4 4 0 4 4 1 3 4 0 0 0 12
07:45 AM 0 19 19 0 0 0 0 6 6 0 1 1 26
08:00 AM 0 46 46 1 3 4 0 5 5 0 1 1 56
08:15 AM 1 8 9 0 2 2 0 4 4 0 1 1 16
Total Volume 1 77 78 1 9 10 1 18 19 0 3 3 110
% App. Total 1.3 98.7 10 90 5.3 94.7 0 100
PHF .250 .418 .424 .250 .563 .625 .250 .750 .792 .000 .750 .750 .491
Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy
Thru1 Peds77
InOut Total1 78 79 Thru1 Peds9 OutTotalIn0 10 10 Thru1 Peds18
Out TotalIn1 19 20 Thru0 Peds3 TotalOutIn1 3 4 Peak Hour Begins at 07:30 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : PacificCoastHwy_16th_BP
Site Code : 00000000
Start Date : 3/1/2016
Page No : 3
Pacific Coast Hwy
Southbound
16th Street
Westbound
Pacific Coast Hwy
Northbound
16th Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 11 11 0 5 5 0 2 2 0 0 0 18
04:45 PM 0 5 5 0 8 8 0 4 4 0 1 1 18
05:00 PM 2 6 8 0 8 8 0 7 7 0 0 0 23
05:15 PM 0 5 5 0 6 6 0 8 8 0 2 2 21
Total Volume 2 27 29 0 27 27 0 21 21 0 3 3 80
% App. Total 6.9 93.1 0 100 0 100 0 100
PHF .250 .614 .659 .000 .844 .844 .000 .656 .656 .000 .375 .375 .870
Pacific Coast Hwy 16th Street 16th Street Pacific Coast Hwy
Thru2 Peds27
InOut Total0 29 29 Thru0 Peds27 OutTotalIn0 27 27 Thru0 Peds21
Out TotalIn2 21 23 Thru0 Peds3 TotalOutIn0 3 3 Peak Hour Begins at 04:30 PM Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Unshifted
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 9 3 1 20 205 14 27 6 25 1 105 4 420
07:15 AM 1 3 0 19 226 9 27 10 33 9 127 10 474
07:30 AM 9 10 12 30 250 20 25 20 56 24 199 14 669
07:45 AM 4 24 18 39 355 23 45 18 64 5 185 20 800
Total 23 40 31 108 1036 66 124 54 178 39 616 48 2363
08:00 AM 9 6 3 29 260 21 46 23 47 4 135 44 627
08:15 AM 5 9 11 27 284 19 63 15 57 9 135 38 672
08:30 AM 5 10 4 23 273 20 39 10 60 13 143 17 617
08:45 AM 5 6 3 21 303 26 43 25 31 12 117 13 605
Total 24 31 21 100 1120 86 191 73 195 38 530 112 2521
04:00 PM 14 13 4 24 177 6 23 5 6 10 257 24 563
04:15 PM 9 15 4 24 171 11 36 8 11 10 203 27 529
04:30 PM 16 19 9 39 171 6 28 6 11 7 275 26 613
04:45 PM 14 13 3 39 142 2 21 4 10 11 226 24 509
Total 53 60 20 126 661 25 108 23 38 38 961 101 2214
05:00 PM 10 26 1 31 158 7 22 7 15 12 298 35 622
05:15 PM 21 28 3 45 236 11 25 8 22 8 234 36 677
05:30 PM 10 20 9 53 150 12 21 14 7 6 281 24 607
05:45 PM 9 23 8 38 148 8 30 11 9 7 255 24 570
Total 50 97 21 167 692 38 98 40 53 33 1068 119 2476
06:00 PM 15 20 7 38 184 10 29 8 17 6 253 26 613
06:15 PM 15 25 9 43 160 11 30 3 6 13 243 24 582
06:30 PM 8 18 8 41 154 26 27 13 10 14 183 19 521
06:45 PM 18 17 8 50 185 22 38 10 11 18 187 14 578
Total 56 80 32 172 683 69 124 34 44 51 866 83 2294
Grand Total 206 308 125 673 4192 284 645 224 508 199 4041 463 11868
Apprch %32.2 48.2 19.6 13.1 81.4 5.5 46.8 16.3 36.9 4.2 85.9 9.8
Total %1.7 2.6 1.1 5.7 35.3 2.4 5.4 1.9 4.3 1.7 34 3.9
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 9 10 12 31 30 250 20 300 25 20 56 101 24 199 14 237 669
07:45 AM 4 24 18 46 39 355 23 417 45 18 64 127 5 185 20 210 800
08:00 AM 9 6 3 18 29 260 21 310 46 23 47 116 4 135 44 183 627
08:15 AM 5 9 11 25 27 284 19 330 63 15 57 135 9 135 38 182 672
Total Volume 27 49 44 120 125 1149 83 1357 179 76 224 479 42 654 116 812 2768
% App. Total 22.5 40.8 36.7 9.2 84.7 6.1 37.4 15.9 46.8 5.2 80.5 14.3
PHF .750 .510 .611 .652 .801 .809 .902 .814 .710 .826 .875 .887 .438 .822 .659 .857 .865
Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave
Right
44
Thru
49
Left
27
InOut Total201 120 321 Right83 Thru1149 Left125 OutTotalIn905 1357 2262 Left179 Thru76 Right224
Out TotalIn
290 479 769 Left42 Thru654 Right116 TotalOutIn1372 812 2184 Peak Hour Begins at 07:30 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 10 26 1 37 31 158 7 196 22 7 15 44 12 298 35 345 622
05:15 PM 21 28 3 52 45 236 11 292 25 8 22 55 8 234 36 278 677
05:30 PM 10 20 9 39 53 150 12 215 21 14 7 42 6 281 24 311 607
05:45 PM 9 23 8 40 38 148 8 194 30 11 9 50 7 255 24 286 570
Total Volume 50 97 21 168 167 692 38 897 98 40 53 191 33 1068 119 1220 2476
% App. Total 29.8 57.7 12.5 18.6 77.1 4.2 51.3 20.9 27.7 2.7 87.5 9.8
PHF .595 .866 .583 .808 .788 .733 .792 .768 .817 .714 .602 .868 .688 .896 .826 .884 .914
Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave
Right21 Thru97 Left50
InOut Total111 168 279 Right38 Thru692 Left167 OutTotalIn1171 897 2068 Left98 Thru40 Right53
Out TotalIn383 191 574 Left33 Thru1068 Right119 TotalOutIn811 1220 2031 Peak Hour Begins at 05:00 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Bank 1
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 1 0 7 0 8 0 1 17
07:15 AM 0 3 0 5 1 7 0 0 16
07:30 AM 0 2 0 5 0 7 0 1 15
07:45 AM 0 4 0 2 1 3 0 8 18
Total 0 10 0 19 2 25 0 10 66
08:00 AM 0 3 1 5 0 3 0 4 16
08:15 AM 0 3 1 4 1 4 0 3 16
08:30 AM 0 7 0 4 0 0 0 3 14
08:45 AM 0 2 1 6 0 0 0 0 9
Total 0 15 3 19 1 7 0 10 55
04:00 PM 0 1 0 5 0 3 0 0 9
04:15 PM 0 0 0 3 1 10 1 2 17
04:30 PM 1 4 0 6 0 2 0 1 14
04:45 PM 0 1 0 5 0 4 1 1 12
Total 1 6 0 19 1 19 2 4 52
05:00 PM 0 0 0 6 1 6 0 0 13
05:15 PM 0 2 0 1 0 6 0 5 14
05:30 PM 1 0 0 1 0 7 0 1 10
05:45 PM 0 3 0 1 0 5 1 0 10
Total 1 5 0 9 1 24 1 6 47
06:00 PM 0 3 0 1 0 7 0 0 11
06:15 PM 0 4 0 1 0 0 0 1 6
06:30 PM 2 0 0 0 0 4 0 2 8
06:45 PM 0 3 0 2 0 1 0 0 6
Total 2 10 0 4 0 12 0 3 31
Grand Total 4 46 3 70 5 87 3 33 251
Apprch %8 92 4.1 95.9 5.4 94.6 8.3 91.7
Total %1.6 18.3 1.2 27.9 2 34.7 1.2 13.1
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 1 1 0 7 7 0 8 8 0 1 1 17
07:15 AM 0 3 3 0 5 5 1 7 8 0 0 0 16
07:30 AM 0 2 2 0 5 5 0 7 7 0 1 1 15
07:45 AM 0 4 4 0 2 2 1 3 4 0 8 8 18
Total Volume 0 10 10 0 19 19 2 25 27 0 10 10 66
% App. Total 0 100 0 100 7.4 92.6 0 100
PHF .000 .625 .625 .000 .679 .679 .500 .781 .844 .000 .313 .313 .917
Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave
Thru
0
Peds
10
InOut Total2 10 12 Thru0 Peds19 OutTotalIn0 19 19 Thru
2
Peds
25
Out TotalIn
0 27 27 Thru0 Peds10 TotalOutIn0 10 10 Peak Hour Begins at 07:00 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Prospect_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Prospect Ave
Southbound
Artesia Blvd
Westbound
Prospect Ave
Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 0 0 0 3 3 1 10 11 1 2 3 17
04:30 PM 1 4 5 0 6 6 0 2 2 0 1 1 14
04:45 PM 0 1 1 0 5 5 0 4 4 1 1 2 12
05:00 PM 0 0 0 0 6 6 1 6 7 0 0 0 13
Total Volume 1 5 6 0 20 20 2 22 24 2 4 6 56
% App. Total 16.7 83.3 0 100 8.3 91.7 33.3 66.7
PHF .250 .313 .300 .000 .833 .833 .500 .550 .545 .500 .500 .500 .824
Prospect Ave Artesia Blvd Artesia Blvd Prospect Ave
Thru1 Peds5
InOut Total2 6 8 Thru0 Peds20 OutTotalIn2 20 22 Thru2 Peds22
Out TotalIn1 24 25 Thru2 Peds4 TotalOutIn0 6 6 Peak Hour Begins at 04:15 PM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Unshifted
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 5 0 9 0 218 10 0 0 0 8 154 0 404
07:15 AM 6 0 9 0 261 17 0 0 0 14 139 0 446
07:30 AM 18 0 15 0 333 42 0 0 0 25 283 0 716
07:45 AM 14 0 15 0 392 43 0 0 0 23 196 0 683
Total 43 0 48 0 1204 112 0 0 0 70 772 0 2249
08:00 AM 18 0 16 0 252 40 0 0 0 22 173 0 521
08:15 AM 24 0 10 0 295 32 0 0 0 29 182 0 572
08:30 AM 24 0 15 0 346 24 0 0 0 12 166 0 587
08:45 AM 19 0 15 0 308 55 0 0 0 6 121 0 524
Total 85 0 56 0 1201 151 0 0 0 69 642 0 2204
04:00 PM 30 0 13 0 193 14 0 0 0 29 268 0 547
04:15 PM 24 0 15 0 191 21 0 0 0 25 237 0 513
04:30 PM 25 0 30 0 194 16 0 0 0 20 309 0 594
04:45 PM 28 0 29 0 168 9 0 0 0 11 266 0 511
Total 107 0 87 0 746 60 0 0 0 85 1080 0 2165
05:00 PM 33 0 20 0 182 14 0 0 0 16 316 0 581
05:15 PM 37 0 24 0 280 25 0 0 0 20 273 0 659
05:30 PM 32 0 30 0 190 30 0 0 0 17 291 0 590
05:45 PM 40 0 16 0 213 20 0 0 0 20 289 0 598
Total 142 0 90 0 865 89 0 0 0 73 1169 0 2428
06:00 PM 43 0 22 0 222 17 0 0 0 13 319 0 636
06:15 PM 34 0 32 0 189 12 0 0 0 7 261 0 535
06:30 PM 23 0 25 0 213 32 0 0 0 18 208 1 520
06:45 PM 35 0 23 0 223 37 0 0 0 28 206 0 552
Total 135 0 102 0 847 98 0 0 0 66 994 1 2243
Grand Total 512 0 383 0 4863 510 0 0 0 363 4657 1 11289
Apprch %57.2 0 42.8 0 90.5 9.5 0 0 0 7.2 92.8 0
Total %4.5 0 3.4 0 43.1 4.5 0 0 0 3.2 41.3 0
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 18 0 15 33 0 333 42 375 0 0 0 0 25 283 0 308 716
07:45 AM 14 0 15 29 0 392 43 435 0 0 0 0 23 196 0 219 683
08:00 AM 18 0 16 34 0 252 40 292 0 0 0 0 22 173 0 195 521
08:15 AM 24 0 10 34 0 295 32 327 0 0 0 0 29 182 0 211 572
Total Volume 74 0 56 130 0 1272 157 1429 0 0 0 0 99 834 0 933 2492
% App. Total 56.9 0 43.1 0 89 11 0 0 0 10.6 89.4 0
PHF .771 .000 .875 .956 .000 .811 .913 .821 .000 .000 .000 .000 .853 .737 .000 .757 .870
Meadows Ave Artesia Blvd Artesia Blvd
Right
56
Thru
0
Left
74
InOut Total256 130 386 Right157 Thru1272 Left0 OutTotalIn908 1429 2337 Left0 Thru0 Right0
Out TotalIn
0 0 0 Left99 Thru834 Right0 TotalOutIn1328 933 2261 Peak Hour Begins at 07:30 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:15 PM
05:15 PM 37 0 24 61 0 280 25 305 0 0 0 0 20 273 0 293 659
05:30 PM 32 0 30 62 0 190 30 220 0 0 0 0 17 291 0 308 590
05:45 PM 40 0 16 56 0 213 20 233 0 0 0 0 20 289 0 309 598
06:00 PM 43 0 22 65 0 222 17 239 0 0 0 0 13 319 0 332 636
Total Volume 152 0 92 244 0 905 92 997 0 0 0 0 70 1172 0 1242 2483
% App. Total 62.3 0 37.7 0 90.8 9.2 0 0 0 5.6 94.4 0
PHF .884 .000 .767 .938 .000 .808 .767 .817 .000 .000 .000 .000 .875 .918 .000 .935 .942
Meadows Ave Artesia Blvd Artesia Blvd
Right92 Thru0 Left152
InOut Total162 244 406 Right92 Thru905 Left0 OutTotalIn1324 997 2321 Left0 Thru0 Right0
Out TotalIn0 0 0 Left70 Thru1172 Right0 TotalOutIn997 1242 2239 Peak Hour Begins at 05:15 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Bank 1
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 1 0 0 0 3 0 0 4
07:15 AM 0 3 0 2 0 6 0 0 11
07:30 AM 0 0 1 20 0 30 0 0 51
07:45 AM 0 0 0 2 0 14 0 0 16
Total 0 4 1 24 0 53 0 0 82
08:00 AM 0 0 0 1 0 2 0 0 3
08:15 AM 0 0 0 1 0 1 0 0 2
08:30 AM 1 0 0 1 0 1 0 0 3
08:45 AM 0 0 0 1 0 1 0 0 2
Total 1 0 0 4 0 5 0 0 10
04:00 PM 0 3 0 0 0 0 0 2 5
04:15 PM 0 4 0 3 1 18 0 0 26
04:30 PM 1 2 0 2 2 9 0 0 16
04:45 PM 0 2 0 1 0 5 0 0 8
Total 1 11 0 6 3 32 0 2 55
05:00 PM 0 0 0 2 1 7 0 0 10
05:15 PM 0 1 0 0 0 6 0 0 7
05:30 PM 1 0 0 3 0 10 0 0 14
05:45 PM 1 0 0 1 0 6 0 0 8
Total 2 1 0 6 1 29 0 0 39
06:00 PM 0 7 0 4 0 2 0 0 13
06:15 PM 2 1 0 4 2 11 0 0 20
06:30 PM 1 1 0 0 0 6 0 0 8
06:45 PM 0 0 0 7 1 3 0 0 11
Total 3 9 0 15 3 22 0 0 52
Grand Total 7 25 1 55 7 141 0 2 238
Apprch %21.9 78.1 1.8 98.2 4.7 95.3 0 100
Total %2.9 10.5 0.4 23.1 2.9 59.2 0 0.8
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 1 1 0 0 0 0 3 3 0 0 0 4
07:15 AM 0 3 3 0 2 2 0 6 6 0 0 0 11
07:30 AM 0 0 0 1 20 21 0 30 30 0 0 0 51
07:45 AM 0 0 0 0 2 2 0 14 14 0 0 0 16
Total Volume 0 4 4 1 24 25 0 53 53 0 0 0 82
% App. Total 0 100 4 96 0 100 0 0
PHF .000 .333 .333 .250 .300 .298 .000 .442 .442 .000 .000 .000 .402
Meadows Ave Artesia Blvd Artesia Blvd
Thru0 Peds4
InOut Total0 4 4 Thru1 Peds24 OutTotalIn0 25 25 Thru0 Peds53
Out TotalIn0 53 53 Thru0 Peds0 TotalOutIn1 0 1 Peak Hour Begins at 07:00 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Meadows_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Meadows Ave
Southbound
Artesia Blvd
Westbound Northbound
Artesia Blvd
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 4 4 0 3 3 1 18 19 0 0 0 26
04:30 PM 1 2 3 0 2 2 2 9 11 0 0 0 16
04:45 PM 0 2 2 0 1 1 0 5 5 0 0 0 8
05:00 PM 0 0 0 0 2 2 1 7 8 0 0 0 10
Total Volume 1 8 9 0 8 8 4 39 43 0 0 0 60
% App. Total 11.1 88.9 0 100 9.3 90.7 0 0
PHF .250 .500 .563 .000 .667 .667 .500 .542 .566 .000 .000 .000 .577
Meadows Ave Artesia Blvd Artesia Blvd
Thru1 Peds8
InOut Total4 9 13 Thru0 Peds8 OutTotalIn0 8 8 Thru4 Peds39
Out TotalIn1 43 44 Thru0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 04:15 PM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Unshifted
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total
07:00 AM 22 1 29 2 201 17 17 14 4 31 122 9 469
07:15 AM 8 1 9 7 256 20 17 7 0 25 118 2 470
07:30 AM 21 3 16 5 215 28 38 19 1 47 175 4 572
07:45 AM 34 4 34 5 339 47 33 35 1 46 171 4 753
Total 85 9 88 19 1011 112 105 75 6 149 586 19 2264
08:00 AM 25 3 41 10 285 23 29 28 4 37 182 6 673
08:15 AM 14 6 15 7 270 15 52 27 2 22 154 8 592
08:30 AM 8 11 21 4 279 11 36 29 3 40 191 6 639
08:45 AM 10 5 35 4 319 10 34 20 4 21 156 3 621
Total 57 25 112 25 1153 59 151 104 13 120 683 23 2525
04:00 PM 12 10 9 9 189 11 11 10 1 19 253 10 544
04:15 PM 11 9 20 9 174 12 9 6 1 18 233 9 511
04:30 PM 13 9 22 6 169 17 13 4 0 24 290 6 573
04:45 PM 14 8 16 4 139 7 13 6 2 20 256 14 499
Total 50 36 67 28 671 47 46 26 4 81 1032 39 2127
05:00 PM 6 10 17 11 175 5 14 7 4 19 296 19 583
05:15 PM 9 11 17 16 263 9 15 8 2 15 258 18 641
05:30 PM 13 14 15 13 180 13 12 10 3 19 266 26 584
05:45 PM 13 8 22 17 205 16 17 9 2 33 274 23 639
Total 41 43 71 57 823 43 58 34 11 86 1094 86 2447
06:00 PM 16 11 32 16 194 11 11 7 1 14 292 15 620
06:15 PM 11 10 10 8 174 12 8 4 2 12 273 23 547
06:30 PM 12 2 7 7 226 13 12 2 4 10 220 16 531
06:45 PM 5 3 21 13 239 9 9 1 2 17 234 12 565
Total 44 26 70 44 833 45 40 14 9 53 1019 66 2263
Grand Total 277 139 408 173 4491 306 400 253 43 489 4414 233 11626
Apprch %33.6 16.9 49.5 3.5 90.4 6.2 57.5 36.4 6.2 9.5 85.9 4.5
Total %2.4 1.2 3.5 1.5 38.6 2.6 3.4 2.2 0.4 4.2 38 2
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 34 4 34 72 5 339 47 391 33 35 1 69 46 171 4 221 753
08:00 AM 25 3 41 69 10 285 23 318 29 28 4 61 37 182 6 225 673
08:15 AM 14 6 15 35 7 270 15 292 52 27 2 81 22 154 8 184 592
08:30 AM 8 11 21 40 4 279 11 294 36 29 3 68 40 191 6 237 639
Total Volume 81 24 111 216 26 1173 96 1295 150 119 10 279 145 698 24 867 2657
% App. Total 37.5 11.1 51.4 2 90.6 7.4 53.8 42.7 3.6 16.7 80.5 2.8
PHF .596 .545 .677 .750 .650 .865 .511 .828 .721 .850 .625 .861 .788 .914 .750 .915 .882
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Right
111
Thru
24
Left
81
InOut Total360 216 576 Right96 Thru1173 Left26 OutTotalIn789 1295 2084 Left150 Thru119 Right10
Out TotalIn
74 279 353 Left145 Thru698 Right24 TotalOutIn1434 867 2301 Peak Hour Begins at 07:45 AM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:15 PM
05:15 PM 9 11 17 37 16 263 9 288 15 8 2 25 15 258 18 291 641
05:30 PM 13 14 15 42 13 180 13 206 12 10 3 25 19 266 26 311 584
05:45 PM 13 8 22 43 17 205 16 238 17 9 2 28 33 274 23 330 639
06:00 PM 16 11 32 59 16 194 11 221 11 7 1 19 14 292 15 321 620
Total Volume 51 44 86 181 62 842 49 953 55 34 8 97 81 1090 82 1253 2484
% App. Total 28.2 24.3 47.5 6.5 88.4 5.1 56.7 35.1 8.2 6.5 87 6.5
PHF .797 .786 .672 .767 .912 .800 .766 .827 .809 .850 .667 .866 .614 .933 .788 .949 .969
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Right86 Thru44 Left51
InOut Total164 181 345 Right49 Thru842 Left62 OutTotalIn1149 953 2102 Left55 Thru34 Right8
Out TotalIn188 97 285 Left81 Thru1090 Right82 TotalOutIn983 1253 2236 Peak Hour Begins at 05:15 PM
Unshifted
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 1
Groups Printed- Bank 1
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds Thru Peds Thru Peds Thru Peds Int. Total
07:00 AM 0 4 0 1 0 1 0 0 6
07:15 AM 0 1 0 0 1 3 0 0 5
07:30 AM 0 1 0 4 0 3 1 0 9
07:45 AM 0 1 0 22 0 2 1 0 26
Total 0 7 0 27 1 9 2 0 46
08:00 AM 0 2 0 1 1 1 0 2 7
08:15 AM 0 3 0 1 0 0 0 0 4
08:30 AM 0 2 0 0 0 1 0 0 3
08:45 AM 0 3 0 3 0 0 0 0 6
Total 0 10 0 5 1 2 0 2 20
04:00 PM 0 5 2 1 0 3 1 2 14
04:15 PM 0 2 0 0 0 1 0 0 3
04:30 PM 0 3 0 2 0 0 0 1 6
04:45 PM 0 1 0 0 0 1 0 1 3
Total 0 11 2 3 0 5 1 4 26
05:00 PM 0 3 0 1 1 0 0 0 5
05:15 PM 0 5 1 0 0 0 1 0 7
05:30 PM 0 2 0 8 0 1 0 0 11
05:45 PM 0 2 0 3 0 1 0 0 6
Total 0 12 1 12 1 2 1 0 29
06:00 PM 0 2 0 4 0 0 0 0 6
06:15 PM 1 1 1 1 2 2 0 1 9
06:30 PM 2 1 1 2 0 6 2 3 17
06:45 PM 0 0 0 1 0 1 0 0 2
Total 3 4 2 8 2 9 2 4 34
Grand Total 3 44 5 55 5 27 6 10 155
Apprch %6.4 93.6 8.3 91.7 15.6 84.4 37.5 62.5
Total %1.9 28.4 3.2 35.5 3.2 17.4 3.9 6.5
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 2
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 1 1 0 0 0 1 3 4 0 0 0 5
07:30 AM 0 1 1 0 4 4 0 3 3 1 0 1 9
07:45 AM 0 1 1 0 22 22 0 2 2 1 0 1 26
08:00 AM 0 2 2 0 1 1 1 1 2 0 2 2 7
Total Volume 0 5 5 0 27 27 2 9 11 2 2 4 47
% App. Total 0 100 0 100 18.2 81.8 50 50
PHF .000 .625 .625 .000 .307 .307 .500 .750 .688 .500 .250 .500 .452
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Thru0 Peds5
InOut Total2 5 7 Thru0 Peds27 OutTotalIn2 27 29 Thru2 Peds9
Out TotalIn0 11 11 Thru2 Peds2 TotalOutIn0 4 4 Peak Hour Begins at 07:15 AM
Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
File Name : Peck-Ford_Artesia_BP
Site Code : 00000000
Start Date : 3/9/2016
Page No : 3
Pacific Coast Hwy
Southbound
21st Street
Westbound
Pacific Coast Hwy
Northbound
21st Street
Eastbound
Start Time Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Thru Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:45 PM
05:45 PM 0 2 2 0 3 3 0 1 1 0 0 0 6
06:00 PM 0 2 2 0 4 4 0 0 0 0 0 0 6
06:15 PM 1 1 2 1 1 2 2 2 4 0 1 1 9
06:30 PM 2 1 3 1 2 3 0 6 6 2 3 5 17
Total Volume 3 6 9 2 10 12 2 9 11 2 4 6 38
% App. Total 33.3 66.7 16.7 83.3 18.2 81.8 33.3 66.7
PHF .375 .750 .750 .500 .625 .750 .250 .375 .458 .250 .333 .300 .559
Pacific Coast Hwy 21st Street 21st Street Pacific Coast Hwy
Thru3 Peds6
InOut Total2 9 11 Thru2 Peds10 OutTotalIn2 12 14 Thru2 Peds9
Out TotalIn3 11 14 Thru2 Peds4 TotalOutIn2 6 8 Peak Hour Begins at 05:45 PM Bank 1
Peak Hour Data
North
CITY TRAFFIC COUNTERS
www.ctcounters.com
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:10 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 0 1 1 0 1 2 0 1 2 0 0 0 0 0
11:00 AM 13 1 1 5 3 11 8 192 5 12 238 5 494 0 0 1 4 511:15 AM 9 0 1 8 4 12 4 158 6 7 187 2 398 0 0 0 3 311:30 AM 8 1 0 24 2 10 9 138 8 3 198 3 404 0 0 0 1 111:45 AM 6 3 1 27 4 18 11 179 8 5 197 6 465 0 0 0 1 1
12:00 PM 6 2 0 45 16 15 7 209 4 13 205 9 531 0 0 1 2 312:15 PM 9 2 0 19 5 10 17 230 7 4 207 6 516 0 0 1 0 112:30 PM 11 4 2 22 2 6 13 187 14 12 215 4 492 0 0 0 1 1
12:45 PM 11 2 1 6 3 4 9 228 10 7 233 4 518 0 0 1 1 2VOLUMES731561563986781,521 62 63 1,680 39 3,818 0 0 4 13 17APPROACH %78%16%6%56%14%31%5%92%4%4%94%2%APP/DEPART 94 /128 281 /151 1,661 /1,696 1,782 /1,843 0
BEGIN PEAK HRVOLUMES 37 10 3 92 26 35 46 854 35 36 860 23 2,057APPROACH %74%20%6%60%17%23%5%91%4%4%94%3%PEAK HR FACTOR 0.735 0.503 0.920 0.942 0.968APP/DEPART 50 /76 153 /93 935 /953 919 /935 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Peck
NORTH SIDE
Artesia WEST SIDE EAST SIDE Artesia
SOUTH SIDE
Peck
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0
11:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 011:30 AM 0 2 0 3 5 0 2 0 3 5 0 0 0 0 0
11:45 AM 0 2 1 0 3 0 2 0 0 2 0 0 1 0 112:00 PM 0 2 2 2 6 0 0 0 1 1 0 2 2 1 512:15 PM 3 1 0 0 4 3 0 0 0 3 0 1 0 0 1
12:30 PM 5 2 0 1 8 4 0 0 1 5 1 2 0 0 312:45 PM 2 2 0 2 6 0 2 0 2 4 2 0 0 0 2
TOTAL 10 13 4 8 35 7 8 1 7 23 3 5 3 1 12
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachPeckArtesia
U-TURNS
Peck Peck Artesia Artesia
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:9 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 0 0 0 1 0 1 2 0 0 1 0 0 0 0 0
11:00 AM 0 0 1 34 0 14 11 142 2 0 222 36 462 0 0 0 0 011:15 AM 0 1 0 16 0 8 9 154 1 0 186 7 382 0 0 0 0 011:30 AM 0 0 1 9 0 11 6 144 0 0 198 10 379 0 0 0 0 011:45 AM 0 0 0 20 0 11 7 169 0 0 203 11 421 0 0 1 0 1
12:00 PM 0 0 0 35 0 17 3 187 0 0 233 17 492 0 0 0 0 012:15 PM 0 0 2 37 0 24 4 186 0 0 213 15 481 0 0 0 0 012:30 PM 0 0 0 26 0 14 6 169 0 0 238 9 462 0 0 0 0 0
12:45 PM 0 0 1 20 0 7 2 202 0 0 245 4 481 0 0 1 0 1VOLUMES0151970106481,353 3 0 1,738 109 3,560 0 0 2 0 2APPROACH %0%17%83%65%0%35%3%96%0%0%94%6%APP/DEPART 6 /156 303 /3 1,404 /1,555 1,847 /1,846 0
BEGIN PEAK HRVOLUMES 0 0 3 118 0 62 15 744 0 0 929 45 1,916APPROACH %0%0%100%66%0%34%2%98%0%0%95%5%PEAK HR FACTOR 0.375 0.738 0.930 0.974 0.974APP/DEPART 3 /59 180 /0 759 /865 974 /992 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 EAST WEST
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%0 0 0 0PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Meadows
NORTH SIDE
Artesia WEST SIDE EAST SIDE Artesia
SOUTH SIDE
Meadows
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 51 0 0 14 65 51 0 0 14 65 0 0 0 0 0
11:15 AM 23 2 0 3 28 22 2 0 3 27 1 0 0 0 111:30 AM 5 7 0 0 12 5 4 0 0 9 0 3 0 0 3
11:45 AM 2 1 0 0 3 2 1 0 0 3 0 0 0 0 012:00 PM 68 10 0 7 85 66 6 0 7 79 2 4 0 0 612:15 PM 45 1 0 9 55 45 0 0 9 54 0 1 0 0 1
12:30 PM 14 3 0 0 17 13 0 0 0 13 1 3 0 0 412:45 PM 10 1 0 2 13 7 0 0 2 9 3 1 0 0 4
TOTAL 218 25 0 35 278 211 13 0 35 259 7 12 0 0 19
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachMeadowsArtesia
U-TURNS
Meadows Meadows Artesia Artesia
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:8 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 1 0 1 0 1 2 0 1 2 0 0 0 0 0
11:00 AM 23 5 20 9 9 10 20 127 7 27 204 10 471 0 0 2 4 611:15 AM 20 6 19 10 5 9 17 132 17 20 170 4 429 0 0 2 3 511:30 AM 17 4 18 5 5 7 9 127 10 27 179 3 411 0 0 5 0 511:45 AM 23 4 17 5 4 6 8 153 12 17 193 5 447 0 0 3 1 4
12:00 PM 24 7 14 19 12 25 11 152 22 24 223 3 536 0 0 2 5 712:15 PM 27 4 17 10 16 20 10 160 11 22 211 4 512 0 0 3 3 612:30 PM 33 4 13 6 8 13 12 155 19 19 227 6 515 0 0 6 1 7
12:45 PM 24 3 15 7 8 6 18 182 21 22 223 8 537 0 0 7 0 7VOLUMES191371337167961051,188 119 178 1,630 43 3,858 0 0 30 17 47APPROACH %53%10%37%30%29%41%7%84%8%10%88%2%APP/DEPART 361 /155 234 /347 1,412 /1,409 1,851 /1,947 0
BEGIN PEAK HRVOLUMES 108 18 59 42 44 64 51 649 73 87 884 21 2,100APPROACH %58%10%32%28%29%43%7%84%9%9%89%2%PEAK HR FACTOR 0.925 0.670 0.874 0.980 0.978APP/DEPART 185 /72 150 /195 773 /759 992 /1,074 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Prospect
NORTH SIDE
Artesia WEST SIDE EAST SIDE Artesia
SOUTH SIDE
Prospect
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 26 5 25 14 70 25 5 24 14 68 1 0 1 0 2
11:15 AM 1 3 9 4 17 0 3 9 4 16 1 0 0 0 111:30 AM 3 5 0 8 16 3 5 0 8 16 0 0 0 0 0
11:45 AM 1 1 2 2 6 1 1 2 2 6 0 0 0 0 012:00 PM 32 12 24 6 74 30 11 24 6 71 2 1 0 0 312:15 PM 41 5 18 32 96 41 4 18 32 95 0 1 0 0 1
12:30 PM 8 2 6 7 23 7 2 5 7 21 1 0 1 0 212:45 PM 1 0 4 2 7 0 0 2 2 4 1 0 2 0 3
TOTAL 113 33 88 75 309 107 31 84 75 297 6 2 4 0 12
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
U-TURNS
Prospect Prospect Artesia Artesia
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachProspectArtesia
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:6 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 1 1 0 1 0.5 0 0.5 0 0 0 0
11:00 AM 31 328 5 1 270 31 30 0 33 5 0 5 739 1 0 0 0 111:15 AM 12 293 3 1 258 32 18 0 24 5 1 2 649 1 0 0 0 111:30 AM 21 314 4 2 287 24 24 0 21 2 0 1 700 1 0 0 0 111:45 AM 13 326 6 1 252 38 14 0 27 2 0 4 683 0 0 0 0 0
12:00 PM 18 313 3 2 273 38 33 0 31 4 0 4 719 1 0 0 0 112:15 PM 20 320 2 2 296 40 19 0 19 2 0 2 722 1 1 0 0 212:30 PM 17 290 0 2 292 39 20 1 15 2 0 5 683 0 0 0 0 0
12:45 PM 10 324 1 0 286 42 24 0 17 2 0 1 707 0 0 0 0 0VOLUMES1422,508 24 11 2,214 284 182 1 187 24 1 24 5,602 5 1 0 0 6APPROACH %5%94%1%0%88%11%49%0%51%49%2%49%APP/DEPART 2,674 /2,715 2,509 /2,430 370 /35 49 /422 0
BEGIN PEAK HRVOLUMES 65 1,247 6 6 1,147 159 96 1 82 10 0 12 2,831APPROACH %5%95%0%0%87%12%54%1%46%45%0%55%PEAK HR FACTOR 0.963 0.970 0.699 0.688 0.980APP/DEPART 1,318 /1,356 1,312 /1,241 179 /12 22 /222 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
PCH
NORTH SIDE
16th WEST SIDE EAST SIDE 16th
SOUTH SIDE
PCH
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 10 8 2 10 30 9 7 2 10 28 1 1 0 0 2
11:15 AM 12 6 6 8 32 10 6 6 8 30 2 0 0 0 211:30 AM 3 4 4 4 15 3 2 4 3 12 0 2 0 1 3
11:45 AM 4 8 5 3 20 4 8 5 2 19 0 0 0 1 112:00 PM 4 4 4 1 13 4 4 3 1 12 0 0 1 0 112:15 PM 5 5 1 7 18 2 5 1 7 15 3 0 0 0 3
12:30 PM 4 7 5 6 22 4 6 5 5 20 0 1 0 1 212:45 PM 8 7 6 9 30 8 7 6 7 28 0 0 0 2 2
TOTAL 50 49 33 48 180 44 45 32 43 164 6 4 1 5 16
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachPCH16th
U-TURNS
PCH PCH 16th 16th
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:5 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 0 1 0 0 1 0 0 0 0 0
11:00 AM 8 310 0 9 284 7 6 11 4 10 8 10 667 0 1 0 0 111:15 AM 6 316 3 10 282 9 6 6 8 13 9 3 671 0 1 0 0 111:30 AM 15 309 4 10 276 12 3 5 5 2 11 6 658 0 2 0 0 211:45 AM 8 315 1 6 275 10 6 8 3 4 5 6 647 1 0 0 0 1
12:00 PM 10 327 9 7 292 11 8 6 4 10 8 8 700 0 2 0 0 212:15 PM 5 343 4 8 349 12 1 5 5 2 5 2 741 0 0 0 0 012:30 PM 12 334 3 10 323 13 10 1 3 6 9 7 731 0 0 0 0 0
12:45 PM 12 364 6 11 360 18 4 6 3 7 13 8 812 0 1 0 0 1VOLUMES762,618 30 71 2,441 92 44 48 35 54 68 50 5,627 1 7 0 0 8APPROACH %3%96%1%3%94%4%35%38%28%31%40%29%APP/DEPART 2,724 /2,719 2,604 /2,531 127 /142 172 /235 0
BEGIN PEAK HRVOLUMES 39 1,368 22 36 1,324 54 23 18 15 25 35 25 2,984APPROACH %3%96%2%3%94%4%41%32%27%29%41%29%PEAK HR FACTOR 0.935 0.909 0.778 0.759 0.919APP/DEPART 1,429 /1,419 1,414 /1,364 56 /73 85 /128 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
PCH
NORTH SIDE
21st WEST SIDE EAST SIDE 21st
SOUTH SIDE
PCH
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 3 7 0 4 14 3 7 0 4 14 0 0 0 0 0
11:15 AM 3 3 3 0 9 2 2 3 0 7 1 1 0 0 211:30 AM 1 0 0 2 3 1 0 0 2 3 0 0 0 0 0
11:45 AM 0 1 2 1 4 0 0 2 1 3 0 1 0 0 112:00 PM 2 3 0 3 8 2 2 0 3 7 0 1 0 0 112:15 PM 1 1 1 2 5 0 0 0 2 2 1 1 1 0 3
12:30 PM 2 2 2 3 9 2 2 2 2 8 0 0 0 1 112:45 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
TOTAL 12 18 8 15 53 10 14 7 14 45 2 4 1 1 8
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachPCH21st
U-TURNS
PCH PCH 21st 21st
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:4 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 1 2 3 0 1 2 0 2 2 1 0 0 0 0
11:00 AM 18 250 43 54 204 20 17 50 22 63 90 64 895 0 0 0 0 011:15 AM 14 252 43 61 212 35 33 70 16 56 81 62 935 2 0 0 0 211:30 AM 13 273 42 37 217 14 23 68 20 57 74 60 898 0 0 0 0 011:45 AM 19 254 50 61 219 25 19 61 15 64 88 58 933 0 0 0 0 0
12:00 PM 10 248 57 44 209 27 26 77 16 73 105 81 973 0 0 0 0 012:15 PM 13 297 59 49 259 31 17 61 16 84 100 82 1,068 1 0 0 0 112:30 PM 11 254 50 56 257 23 25 67 17 98 83 98 1,039 2 0 0 0 2
12:45 PM 20 318 49 45 288 24 22 68 14 70 90 88 1,096 3 0 0 0 3VOLUMES1182,146 393 407 1,865 199 182 522 136 565 711 593 7,837 8 0 0 0 8APPROACH %4%81%15%16%75%8%22%62%16%30%38%32%APP/DEPART 2,657 /2,921 2,471 /2,574 840 /1,322 1,869 /1,020 0
BEGIN PEAK HRVOLUMES 54 1,117 215 194 1,013 105 90 273 63 325 378 349 4,176APPROACH %4%81%16%15%77%8%21%64%15%31%36%33%PEAK HR FACTOR 0.895 0.919 0.895 0.943 0.953APP/DEPART 1,386 /1,556 1,312 /1,407 426 /682 1,052 /531 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
PCH
NORTH SIDE
Artesia-Gould WEST SIDE EAST SIDE Artesia-Gould
SOUTH SIDE
PCH
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 1 5 4 1 11 0 5 4 1 10 1 0 0 0 1
11:15 AM 1 8 7 0 16 1 7 6 0 14 0 1 1 0 211:30 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 0 13 2 0 15 0 8 2 0 10 0 5 0 0 512:15 PM 0 2 3 1 6 0 2 1 0 3 0 0 2 1 3
12:30 PM 1 4 2 1 8 0 4 1 1 6 1 0 1 0 212:45 PM 0 2 6 0 8 0 2 6 0 8 0 0 0 0 0
TOTAL 3 36 24 3 66 1 30 20 2 53 2 6 4 1 13
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachPCHArtesia-Gould
U-TURNS
PCH PCH Artesia-Gould Artesia-Gould
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 1 1 0 0 1 0 0 0 0 0
11:00 AM 3 320 0 0 281 1 0 0 2 2 0 3 612 0 0 0 0 011:15 AM 3 369 1 1 294 5 4 0 0 3 0 1 681 1 0 0 0 111:30 AM 1 356 0 0 280 5 3 0 1 1 0 2 649 0 0 0 0 011:45 AM 1 362 0 0 321 4 1 0 1 0 0 6 696 0 0 0 0 0
12:00 PM 6 389 0 0 311 0 1 2 2 1 0 2 714 2 0 0 0 212:15 PM 1 409 0 2 335 4 0 1 4 0 1 3 760 1 0 0 0 112:30 PM 2 428 0 0 320 1 1 0 0 0 0 2 754 1 0 0 0 1
12:45 PM 0 448 0 0 388 5 1 0 2 0 0 2 846 0 0 0 0 0VOLUMES173,081 1 3 2,530 25 11 3 12 7 1 21 5,712 5 0 0 0 5APPROACH %1%99%0%0%99%1%42%12%46%24%3%72%APP/DEPART 3,099 /3,113 2,558 /2,554 26 /7 29 /38 0
BEGIN PEAK HRVOLUMES 9 1,674 0 2 1,354 10 3 3 8 1 1 9 3,074APPROACH %1%99%0%0%99%1%21%21%57%9%9%82%PEAK HR FACTOR 0.939 0.869 0.700 0.688 0.908APP/DEPART 1,683 /1,686 1,366 /1,367 14 /5 11 /16 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Sepulveda
NORTH SIDE
Longfellow WEST SIDE EAST SIDE Longfellow
SOUTH SIDE
Sepulveda
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 1 1 0 1 3 1 1 0 1 3 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 PM 0 0 3 1 4 0 0 2 1 3 0 0 1 0 1
12:30 PM 0 0 1 3 4 0 0 1 3 4 0 0 0 0 012:45 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
TOTAL 1 3 4 5 13 1 3 3 5 12 0 0 1 0 1
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachSepulvedaLongfellow
U-TURNS
Sepulveda Sepulveda Longfellow Longfellow
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
DATE:LOCATION:PROJECT #:SC1012Sun, Jun 26, 16 NORTH & SOUTH:LOCATION #:2 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 3 0 1 3 0 1 1 0 1 0.5 0.5 0 0 0 0
11:00 AM 2 313 4 7 264 12 14 7 11 7 11 12 664 0 2 0 0 211:15 AM 2 368 3 7 301 10 10 5 5 6 10 17 744 0 4 0 0 411:30 AM 2 351 2 4 288 18 13 5 3 5 9 15 715 0 1 0 0 111:45 AM 3 344 1 5 336 12 15 8 4 8 4 13 753 0 1 0 0 1
12:00 PM 3 382 1 1 303 18 12 4 4 4 9 6 747 0 0 0 0 012:15 PM 1 392 1 2 323 12 10 8 3 4 9 9 774 0 0 0 0 012:30 PM 2 408 4 5 352 16 10 5 4 1 6 14 827 0 1 0 0 1
12:45 PM 3 398 2 4 367 16 10 8 7 5 10 6 836 0 0 0 0 0VOLUMES182,956 18 35 2,534 114 94 50 41 40 68 92 6,060 0 9 0 0 9APPROACH %1%99%1%1%94%4%51%27%22%20%34%46%APP/DEPART 2,992 /3,151 2,683 /2,615 185 /94 200 /200 0
BEGIN PEAK HRVOLUMES 9 1,580 8 12 1,345 62 42 25 18 14 34 35 3,184APPROACH %1%99%1%1%95%4%49%29%21%17%41%42%PEAK HR FACTOR 0.964 0.917 0.850 0.943 0.952APP/DEPART 1,597 /1,658 1,419 /1,377 85 /44 83 /105 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VOLUMES000000000000000000
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %0%0%0%0%0%0%0%0%0%0%0%0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Sepulveda
NORTH SIDE
2nd WEST SIDE EAST SIDE 2nd
SOUTH SIDE
Sepulveda
N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL
11:00 AM 5 1 1 0 7 4 1 1 0 6 1 0 0 0 1
11:15 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 011:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 1 0 2 0 3 1 0 2 0 3 0 0 0 0 012:15 PM 1 0 1 0 2 1 0 0 0 1 0 0 1 0 1
12:30 PM 3 0 0 1 4 0 0 0 1 1 3 0 0 0 312:45 PM 0 1 3 1 5 0 1 3 1 5 0 0 0 0 0
TOTAL 10 3 7 3 23 6 3 6 3 18 4 0 1 0 5
BICYCLE CROSSINGS
AMAM12:00 PM
PM5:45 PM
PEDESTRIAN + BIKE CROSSINGS PEDESTRIAN CROSSINGS
U-TURNS
Sepulveda Sepulveda 2nd 2nd
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Hermosa BeachSepulveda2nd
Add U-Turns to Left Turns
Data Collection at Ralphs Supermarket 1644 Cloverfield, Santa Monica
Average Daily Traffic Volumes
Prepared by: Field Data Services of Arizona, Inc.
CITY:SANTA MONICA PROJECT:
AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out
00:30 0 1 0 0 12:00 31 22 0 0
00:15 1 1 0 0 12:15 25 13 0 0
00:30 3 2 0 0 12:30 15 18 0 0
00:45 3 7 3 7 0 0 0 0 14 12:45 15 86 11 64 0 0 0 0 150
01:00 1 1 0 0 13:00 23 16 0 0
01:15 0 0 0 0 13:15 23 19 0 0
01:30 1 0 0 0 13:30 25 18 0 0
01:45 0 2 1 2 0 0 0 0 4 13:45 26 97 17 70 0 0 0 0 167
02:00 0 0 0 0 14:00 21 15 0 0
02:15 0 1 0 0 14:15 34 21 0 0
02:30 1 1 0 0 14:30 25 16 0 0
02:45 2 3 0 2 0 0 0 0 5 14:45 30 110 28 80 0 0 0 0 190
03:00 1 0 0 0 15:00 22 22 0 0
03:15 0 0 0 0 15:15 30 17 0 0
03:30 1 0 0 0 15:30 36 20 0 0
03:45 1 3 1 1 0 0 0 0 4 15:45 30 118 25 84 0 0 0 0 202
04:00 0 0 0 0 16:00 31 22 0 0
04:15 0 0 0 0 16:15 17 22 0 0
04:30 0 0 0 0 16:30 24 21 0 0
04:45 0 0 0 0 0 0 0 0 16:45 20 92 16 81 0 0 0 0 173
05:00 0 1 0 0 17:00 31 24 0 0
05:15 0 0 0 0 17:15 26 26 0 0
05:30 1 1 0 0 17:30 30 20 0 0
05:45 2 3 3 5 0 0 0 0 8 17:45 21 108 31 101 0 0 0 0 209
06:00 6 2 0 0 18:00 22 20 0 0
06:15 2 2 0 0 18:15 22 27 0 0
06:30 5 6 0 0 18:30 15 18 0 0
06:45 8 21 1 11 0 0 0 0 32 18:45 26 85 21 86 0 0 0 0 171
07:00 5 2 0 0 19:00 24 12 0 0
07:15 9 2 0 0 19:15 18 24 0 0
07:30 6 5 0 0 19:30 14 9 0 0
07:45 5 25 5 14 0 0 0 0 39 19:45 13 69 12 57 0 0 0 0 126
08:00 9 2 0 0 20:00 15 11 0 0
08:15 6 10 0 0 20:15 23 10 0 0
08:30 17 10 0 0 20:30 18 8 0 0
08:45 10 42 24 46 0 0 0 0 88 20:45 19 75 13 42 0 0 0 0 117
09:00 11 13 0 0 21:00 10 6 0 0
09:15 14 13 0 0 21:15 6 11 0 0
09:30 26 18 0 0 21:30 8 7 0 0
09:45 15 66 19 63 0 0 0 0 129 21:45 12 36 11 35 0 0 0 0 71
10:00 19 18 0 0 22:00 10 2 0 0
10:15 24 16 0 0 22:15 10 5 0 0
10:30 35 23 0 0 22:30 9 6 0 0
10:45 26 104 17 74 0 0 0 0 178 22:45 5 34 1 14 0 0 0 0 48
11:00 40 21 0 0 23:00 4 5 0 0
11:15 26 16 0 0 23:15 6 2 0 0
11:30 25 15 0 0 23:30 4 4 0 0
11:45 17 108 27 79 0 0 0 0 187 23:45 3 17 3 14 0 0 0 0 31
Total Vol.384 304 688 927 728 1655
In Dwy1 Out In Dwy1 Out Combined
1311 1032 2343
Split %55.8%44.2%29.4%56.0%44.0%70.6%
Peak Hour 10:30 11:15 00:30 00:30 10:30 15:15 17:00 15:15
Volume 127 80 204 127 101 211
P.H.F.0.79 0.74 0.84 0.88 0.81 0.94
Daily Totals
AM PM
cs@aimtd.com Tell. 714 458 3281
Sunday, May 08, 2016 sc0946
VADT Santa Monica Dwy1 Day1.Prepared by AimTD LLC tel. 714 458 3281
Average Daily Traffic Volumes
Prepared by: Field Data Services of Arizona, Inc.
CITY:SANTA MONICA PROJECT:
AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out
00:30 1 0 0 0 12:00 33 20 0 0
00:15 1 1 0 0 12:15 26 29 0 0
00:30 3 3 0 0 12:30 22 18 0 0
00:45 2 7 2 6 0 0 0 0 13 12:45 23 104 26 93 0 0 0 0 197
01:00 1 1 0 0 13:00 27 26 0 0
01:15 1 0 0 0 13:15 25 34 0 0
01:30 0 0 0 0 13:30 33 24 0 0
01:45 0 2 0 1 0 0 0 0 3 13:45 28 113 17 101 0 0 0 0 214
02:00 0 0 0 0 14:00 38 16 0 0
02:15 0 1 0 0 14:15 21 27 0 0
02:30 2 2 0 0 14:30 27 33 0 0
02:45 2 4 0 3 0 0 0 0 7 14:45 27 113 27 103 0 0 0 0 216
03:00 0 0 0 0 15:00 28 35 0 0
03:15 0 0 0 0 15:15 27 19 0 0
03:30 1 0 0 0 15:30 22 23 0 0
03:45 0 1 0 0 0 0 0 0 1 15:45 27 104 29 106 0 0 0 0 210
04:00 0 0 0 0 16:00 24 26 0 0
04:15 0 0 0 0 16:15 32 21 0 0
04:30 0 0 0 0 16:30 37 37 0 0
04:45 0 0 0 0 0 0 0 0 16:45 29 122 26 110 0 0 0 0 232
05:00 0 0 0 0 17:00 39 29 0 0
05:15 0 0 0 0 17:15 18 26 0 0
05:30 2 4 0 0 17:30 21 30 0 0
05:45 0 2 2 6 0 0 0 0 8 17:45 25 103 15 100 0 0 0 0 203
06:00 4 4 0 0 18:00 24 23 0 0
06:15 2 2 0 0 18:15 32 13 0 0
06:30 3 6 0 0 18:30 31 23 0 0
06:45 7 16 3 15 0 0 0 0 31 18:45 20 107 18 77 0 0 0 0 184
07:00 7 2 0 0 19:00 23 17 0 0
07:15 9 4 0 0 19:15 17 20 0 0
07:30 7 4 0 0 19:30 16 16 0 0
07:45 7 30 1 11 0 0 0 0 41 19:45 16 72 13 66 0 0 0 0 138
08:00 10 4 0 0 20:00 21 16 0 0
08:15 6 9 0 0 20:15 14 13 0 0
08:30 17 10 0 0 20:30 10 8 0 0
08:45 10 43 22 45 0 0 0 0 88 20:45 11 56 9 46 0 0 0 0 102
09:00 9 15 0 0 21:00 18 13 0 0
09:15 15 14 0 0 21:15 15 6 0 0
09:30 25 9 0 0 21:30 10 26 0 0
09:45 14 63 20 58 0 0 0 0 121 21:45 8 51 5 50 0 0 0 0 101
10:00 18 20 0 0 22:00 9 7 0 0
10:15 22 18 0 0 22:15 5 6 0 0
10:30 35 22 0 0 22:30 2 4 0 0
10:45 26 101 17 77 0 0 0 0 178 22:45 8 24 2 19 0 0 0 0 43
11:00 40 21 0 0 23:00 8 3 0 0
11:15 12 23 0 0 23:15 4 4 0 0
11:30 16 15 0 0 23:30 7 5 0 0
11:45 12 80 13 72 0 0 0 0 152 23:45 0 19 4 16 0 0 0 0 35
Total Vol.349 294 643 988 887 1875
In Dwy1 Out In Dwy1 Out Combined
1337 1181 2518
Split %54.3%45.7%25.5%52.7%47.3%74.5%
Peak Hour 10:15 10:30 00:30 00:30 10:15 16:15 14:15 16:15
Volume 123 83 201 137 122 250
P.H.F.0.77 0.90 0.82 0.86 0.87 0.84
Daily Totals
AM PM
cs@aimtd.com Tell. 714 458 3281
Sunday, May 15, 2016 sc0946
VADT Santa Monica Dwy1 Day3.Prepared by AimTD LLC tel. 714 458 3281
Average Daily Traffic Volumes
Prepared by: Field Data Services of Arizona, Inc.
CITY:SANTA MONICA PROJECT:
AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out
00:30 9 7 0 0 12:00 31 28 0 0
00:15 6 2 0 0 12:15 33 28 0 0
00:30 0 3 0 0 12:30 27 34 0 0
00:45 4 19 9 21 0 0 0 0 40 12:45 35 126 31 121 0 0 0 0 247
01:00 2 1 0 0 13:00 56 38 0 0
01:15 2 1 0 0 13:15 36 34 0 0
01:30 1 2 0 0 13:30 51 41 0 0
01:45 1 6 1 5 0 0 0 0 11 13:45 26 169 39 152 0 0 0 0 321
02:00 1 2 0 0 14:00 41 46 0 0
02:15 4 0 0 0 14:15 41 26 0 0
02:30 1 2 0 0 14:30 37 23 0 0
02:45 4 10 0 4 0 0 0 0 14 14:45 23 142 36 131 0 0 0 0 273
03:00 2 1 0 0 15:00 24 33 0 0
03:15 1 1 0 0 15:15 25 31 0 0
03:30 2 1 0 0 15:30 22 30 0 0
03:45 3 8 2 5 0 0 0 0 13 15:45 27 98 42 136 0 0 0 0 234
04:00 4 0 0 0 16:00 40 30 0 0
04:15 2 1 0 0 16:15 25 36 0 0
04:30 1 1 0 0 16:30 30 31 0 0
04:45 4 11 1 3 0 0 0 0 14 16:45 35 130 37 134 0 0 0 0 264
05:00 5 1 0 0 17:00 28 37 0 0
05:15 2 1 0 0 17:15 42 28 0 0
05:30 2 1 0 0 17:30 39 47 0 0
05:45 2 11 4 7 0 0 0 0 18 17:45 28 137 31 143 0 0 0 0 280
06:00 2 1 0 0 18:00 39 37 0 0
06:15 5 2 0 0 18:15 20 25 0 0
06:30 6 0 0 0 18:30 60 56 0 0
06:45 10 23 3 6 0 0 0 0 29 18:45 27 146 24 142 0 0 0 0 288
07:00 7 7 0 0 19:00 21 37 0 0
07:15 3 7 0 0 19:15 56 31 0 0
07:30 10 4 0 0 19:30 22 23 0 0
07:45 3 23 5 23 0 0 0 0 46 19:45 33 132 23 114 0 0 0 0 246
08:00 13 13 0 0 20:00 14 18 0 0
08:15 12 3 0 0 20:15 12 20 0 0
08:30 8 9 0 0 20:30 14 15 0 0
08:45 14 47 9 34 0 0 0 0 81 20:45 21 61 25 78 0 0 0 0 139
09:00 13 9 0 0 21:00 10 12 0 0
09:15 14 18 0 0 21:15 7 18 0 0
09:30 12 8 0 0 21:30 9 8 0 0
09:45 12 51 12 47 0 0 0 0 98 21:45 5 31 12 50 0 0 0 0 81
10:00 12 12 0 0 22:00 10 8 0 0
10:15 13 20 0 0 22:15 7 7 0 0
10:30 12 12 0 0 22:30 10 11 0 0
10:45 19 56 16 60 0 0 1 1 117 22:45 6 33 11 37 0 0 0 0 70
11:00 22 15 0 0 23:00 3 8 0 0
11:15 27 29 0 0 23:15 5 4 0 0
11:30 21 30 0 0 23:30 4 9 0 0
11:45 21 91 31 105 0 0 0 0 196 23:45 2 14 3 24 0 0 0 0 38
Total Vol.356 320 1 677 1219 1262 2481
In Dwy1 Out In Dwy1 Out Combined
1575 1582 3158
Split %52.6%47.3%0.1%21.4%49.1%50.9%78.6%
Peak Hour 11:45 11:45 00:30 10:00 11:45 12:45 13:15 12:45
Volume 112 121 1 233 178 160 322
P.H.F.0.85 0.89 0.25 0.95 0.73 0.87 0.86
Daily Totals
AM PM
cs@aimtd.com Tell. 714 458 3281
Sunday, May 08, 2016 sc0946
VADT Santa Monica Dwy2 Day1.Prepared by AimTD LLC tel. 714 458 3281
Average Daily Traffic Volumes
Prepared by: Field Data Services of Arizona, Inc.
CITY:SANTA MONICA PROJECT:
AM Period In Dwy1 Out In Dwy2 Out PM Period In Dwy1 Out In Dwy2 Out
00:30 8 9 0 0 12:00 38 25 0 0
00:15 5 1 0 0 12:15 31 32 0 0
00:30 2 1 0 0 12:30 31 40 0 0
00:45 2 17 7 18 0 0 0 0 35 12:45 38 138 34 131 0 0 0 0 269
01:00 0 2 0 0 13:00 42 28 0 0
01:15 1 0 0 0 13:15 39 39 0 0
01:30 0 2 0 0 13:30 31 24 0 0
01:45 1 2 2 6 0 0 0 0 8 13:45 37 149 31 122 0 0 0 0 271
02:00 0 0 0 0 14:00 24 37 0 0
02:15 2 1 0 0 14:15 39 35 0 0
02:30 0 0 0 0 14:30 24 37 0 0
02:45 2 4 2 3 0 0 0 0 7 14:45 26 113 31 140 0 0 0 0 253
03:00 0 0 0 0 15:00 27 28 0 0
03:15 0 0 0 0 15:15 53 41 0 0
03:30 1 0 0 0 15:30 29 39 0 0
03:45 1 2 0 0 0 0 0 0 2 15:45 40 149 29 137 0 0 0 0 286
04:00 2 0 0 0 16:00 31 36 0 0
04:15 1 0 0 0 16:15 28 36 0 0
04:30 2 0 0 0 16:30 28 37 0 0
04:45 2 7 0 0 0 0 0 0 7 16:45 25 112 37 146 0 0 0 0 258
05:00 4 0 0 0 17:00 28 36 0 0
05:15 2 0 0 0 17:15 30 37 0 0
05:30 2 1 0 0 17:30 20 26 0 0
05:45 1 9 2 3 0 0 0 0 12 17:45 19 97 23 122 0 0 0 0 219
06:00 2 0 0 0 18:00 19 22 0 0
06:15 4 3 0 0 18:15 19 37 0 0
06:30 4 1 0 0 18:30 34 31 0 0
06:45 10 20 2 6 0 0 0 0 26 18:45 42 114 35 125 0 0 0 0 239
07:00 5 5 0 0 19:00 29 29 0 0
07:15 4 6 0 0 19:15 30 30 0 0
07:30 9 5 0 0 19:30 23 32 0 0
07:45 3 21 6 22 0 0 0 0 43 19:45 23 105 16 107 0 0 0 0 212
08:00 11 13 0 0 20:00 28 21 0 0
08:15 12 5 0 0 20:15 15 28 0 0
08:30 10 10 0 0 20:30 11 17 0 0
08:45 16 49 7 35 0 0 0 0 84 20:45 22 76 36 102 0 0 0 0 178
09:00 12 11 0 0 21:00 14 12 0 0
09:15 14 18 0 0 21:15 8 7 0 0
09:30 12 8 0 0 21:30 8 3 0 0
09:45 11 49 10 47 0 0 0 0 96 21:45 15 45 24 46 0 0 0 0 91
10:00 12 13 0 0 22:00 13 17 0 0
10:15 12 18 0 0 22:15 12 18 0 0
10:30 13 12 0 0 22:30 11 16 0 0
10:45 17 54 18 61 0 0 0 0 115 22:45 6 42 7 58 0 0 0 0 100
11:00 23 14 0 0 23:00 5 10 0 0
11:15 21 15 0 0 23:15 5 7 0 0
11:30 30 23 0 0 23:30 2 10 0 0
11:45 31 105 28 80 0 0 0 0 185 23:45 2 14 5 32 0 0 0 0 46
Total Vol.339 281 620 1154 1268 2422
In Dwy1 Out In Dwy1 Out Combined
1493 1549 3042
Split %54.7%45.3%20.4%47.6%52.4%79.6%
Peak Hour 11:45 11:45 00:30 00:30 11:45 15:15 16:30 15:15
Volume 131 125 256 153 147 298
P.H.F.0.86 0.78 0.90 0.76 0.99 0.79
Daily Totals
AM PM
cs@aimtd.com Tell. 714 458 3281
Sunday, May 15, 2016 sc0946
VADT Santa Monica Dwy2 Day3.Prepared by AimTD LLC tel. 714 458 3281
APPENDIX D
ICU ANALYSIS WORKSHEETS
EXISTING CONDITIONS
EXAM Fri Jul 15, 2016 09:01:50 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.868 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 2903 17 43 979 65 55 108 15 39 93 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 2903 17 43 979 65 55 108 15 39 93 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 2903 17 43 979 65 55 108 15 39 93 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.81 0.19 1.00 0.88 0.12 1.00 0.59 0.41 Final Sat.: 1600 4772 28 1600 4501 299 1600 1405 195 1600 948 652 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.61 0.61 0.03 0.22 0.22 0.03 0.08 0.08 0.02 0.10 0.10
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:50 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 3038 21 47 963 11 11 25 10 15 18 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3038 21 47 963 11 11 25 10 15 18 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3038 21 47 963 11 11 25 10 15 18 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.97 0.03 0.24 0.54 0.22 1.00 0.28 0.72 Final Sat.: 1600 4767 33 1600 4746 54 383 870 348 1600 443 1157 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.64 0.64 0.03 0.20 0.20 0.01 0.03 0.03 0.01 0.04 0.04
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:50 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.006 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 2299 154 176 706 45 92 363 69 282 506 592 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 2299 154 176 706 45 92 363 69 282 506 592 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 2299 154 176 706 45 92 363 69 282 506 592 OvlAdjVol: 494 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.68 0.32 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4512 288 1600 2689 511 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.48 0.10 0.06 0.16 0.16 0.06 0.13 0.14 0.10 0.16 0.37 OvlAdjV/S: 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:50 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 2477 33 20 897 14 54 84 13 75 92 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 2477 33 20 897 14 54 84 13 75 92 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 2477 33 20 897 14 54 84 13 75 92 63 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.95 0.05 0.36 0.56 0.08 0.33 0.40 0.27 Final Sat.: 1600 4737 63 1600 4726 74 572 890 138 522 640 438 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.52 0.52 0.01 0.19 0.19 0.03 0.09 0.09 0.05 0.14 0.14
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:50 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 2311 30 7 813 159 79 0 52 29 0 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 2311 30 7 813 159 79 0 52 29 0 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 2311 30 7 813 159 79 0 52 29 0 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4738 62 1600 4800 1600 1600 0 1600 859 0 741 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.49 0.49 0.00 0.17 0.10 0.05 0.00 0.03 0.03 0.00 0.03
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:51 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 179 76 224 27 49 44 42 655 116 125 1151 83 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 179 76 224 27 49 44 42 655 116 125 1151 83 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 179 76 224 27 49 44 42 655 116 125 1151 83 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.70 0.30 1.00 0.22 0.41 0.37 1.00 1.70 0.30 1.00 1.87 0.13 Final Sat.: 1123 477 1600 360 653 587 1600 2719 481 1600 2985 215 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.16 0.14 0.02 0.08 0.07 0.03 0.24 0.24 0.08 0.39 0.39
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:51 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.690 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 74 0 56 99 835 0 0 1274 157 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 74 0 56 99 835 0 0 1274 157 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 74 0 56 99 835 0 0 1274 157 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.78 0.22 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2849 351 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.26 0.00 0.00 0.45 0.45
Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAM Fri Jul 15, 2016 09:01:51 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.813 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 119 10 81 24 111 145 699 24 26 1175 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 150 119 10 81 24 111 145 699 24 26 1175 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 150 119 10 81 24 111 145 699 24 26 1175 96 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.43 0.03 0.77 0.23 1.00 1.00 1.93 0.07 1.00 1.85 0.15 Final Sat.: 860 682 57 1234 366 1600 1600 3094 106 1600 2958 242 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.17 0.17 0.05 0.07 0.07 0.09 0.23 0.23 0.02 0.40 0.40
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.712 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1368 26 35 2292 27 69 77 68 39 52 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1368 26 35 2292 27 69 77 68 39 52 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1368 26 35 2292 27 69 77 68 39 52 33 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.97 0.03 1.00 0.53 0.47 1.00 0.61 0.39 Final Sat.: 1600 4710 90 1600 4744 56 1600 850 750 1600 979 621 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.29 0.29 0.02 0.48 0.48 0.04 0.09 0.09 0.02 0.05 0.05
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1338 21 20 2398 13 13 14 15 39 17 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1338 21 20 2398 13 13 14 15 39 17 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1338 21 20 2398 13 13 14 15 39 17 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.98 0.02 0.31 0.33 0.36 1.00 0.40 0.60 Final Sat.: 1600 4726 74 1600 4774 26 495 533 571 1600 633 967 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.28 0.28 0.01 0.50 0.50 0.01 0.03 0.03 0.02 0.03 0.03
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.769 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 993 265 481 1893 66 67 404 53 268 346 274 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 993 265 481 1893 66 67 404 53 268 346 274 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 993 265 481 1893 66 67 404 53 268 346 274 OvlAdjVol: 7 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.90 0.10 1.00 1.77 0.23 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4638 162 1600 2829 371 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.21 0.17 0.17 0.41 0.41 0.04 0.14 0.14 0.09 0.11 0.17 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.662 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 1245 25 74 2074 76 21 47 13 33 56 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 1245 25 74 2074 76 21 47 13 33 56 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 1245 25 74 2074 76 21 47 13 33 56 41 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.89 0.11 0.26 0.58 0.16 0.25 0.43 0.32 Final Sat.: 1600 4706 94 1600 4630 170 415 928 257 406 689 505 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.26 0.26 0.05 0.45 0.45 0.01 0.05 0.05 0.02 0.08 0.08
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.672 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 1026 21 4 1884 271 167 0 112 27 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 89 1026 21 4 1884 271 167 0 112 27 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 89 1026 21 4 1884 271 167 0 112 27 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4704 96 1600 4800 1600 1600 0 1600 1394 0 206 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.22 0.00 0.39 0.17 0.10 0.00 0.07 0.02 0.00 0.02
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.743 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 56 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 40 53 50 97 21 33 1072 119 167 696 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 40 53 50 97 21 33 1072 119 167 696 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 40 53 50 97 21 33 1072 119 167 696 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.30 0.58 0.12 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1136 464 1600 476 924 200 1600 2880 320 1600 3034 166 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.09 0.03 0.03 0.11 0.11 0.02 0.37 0.37 0.10 0.23 0.23
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.620 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 152 0 92 70 1176 0 0 909 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 152 0 92 70 1176 0 0 909 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 152 0 92 70 1176 0 0 909 92 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.82 0.18 Final Sat.: 0 0 0 997 0 603 1600 3200 0 0 2906 294 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.15 0.00 0.15 0.04 0.37 0.00 0.00 0.31 0.31
Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPM Fri Jul 15, 2016 09:02:10 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.600 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 34 8 51 44 86 81 1094 82 62 846 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 34 8 51 44 86 81 1094 82 62 846 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 55 34 8 51 44 86 81 1094 82 62 846 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.57 0.35 0.08 0.54 0.46 1.00 1.00 1.86 0.14 1.00 1.89 0.11 Final Sat.: 907 561 132 859 741 1600 1600 2977 223 1600 3025 175 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.06 0.06 0.03 0.06 0.05 0.05 0.37 0.37 0.04 0.28 0.28
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:39 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.508 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1580 8 12 1345 62 42 25 18 14 34 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1580 8 12 1345 62 42 25 18 14 34 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1580 8 12 1345 62 42 25 18 14 34 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.87 0.13 1.00 0.58 0.42 1.00 0.49 0.51 Final Sat.: 1600 4776 24 1600 4588 212 1600 930 670 1600 788 812 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.33 0.33 0.01 0.29 0.29 0.03 0.03 0.03 0.01 0.04 0.04
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:39 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1674 0 2 1354 10 3 3 8 1 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1674 0 2 1354 10 3 3 8 1 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1674 0 2 1354 10 3 3 8 1 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 0.00 1.00 2.98 0.02 0.21 0.21 0.58 1.00 0.10 0.90 Final Sat.: 1600 4800 0 1600 4765 35 343 343 914 1600 160 1440 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.35 0.00 0.00 0.28 0.28 0.00 0.01 0.01 0.00 0.01 0.01
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:39 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.618 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 1117 215 194 1013 105 90 273 63 325 378 349 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 54 1117 215 194 1013 105 90 273 63 325 378 349 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 54 1117 215 194 1013 105 90 273 63 325 378 349 OvlAdjVol: 241 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.72 0.28 1.00 1.62 0.38 2.00 2.00 1.00 Final Sat.: 1600 4800 1600 2880 4349 451 1600 2600 600 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.23 0.13 0.07 0.23 0.23 0.06 0.11 0.11 0.11 0.12 0.22 OvlAdjV/S: 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:40 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 1368 22 36 1324 54 23 18 15 25 35 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 39 1368 22 36 1324 54 23 18 15 25 35 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 1368 22 36 1324 54 23 18 15 25 35 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.88 0.12 0.41 0.32 0.27 0.29 0.42 0.29 Final Sat.: 1600 4724 76 1600 4612 188 657 514 429 471 659 471 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.29 0.29 0.02 0.29 0.29 0.01 0.04 0.03 0.02 0.05 0.05
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:40 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.453 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 65 1247 6 6 1147 159 96 1 82 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 1247 6 6 1147 159 96 1 82 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 1247 6 6 1147 159 96 1 82 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.08 0.92 0.45 0.00 0.55 Final Sat.: 1600 4777 23 1600 4800 1600 1600 134 1466 727 0 873 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.26 0.26 0.00 0.24 0.10 0.06 0.01 0.06 0.01 0.00 0.01
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:40 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.572 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 38 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 18 59 42 44 64 51 649 73 87 884 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 18 59 42 44 64 51 649 73 87 884 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 18 59 42 44 64 51 649 73 87 884 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 18 59 42 44 64 51 649 73 87 884 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.85 0.15 1.00 0.28 0.29 0.43 1.00 1.80 0.20 1.00 1.95 0.05 Final Sat.: 1358 242 1600 448 469 683 1600 2876 324 1600 3126 74 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.07 0.04 0.03 0.09 0.09 0.03 0.23 0.23 0.05 0.28 0.28
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:40 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 118 0 62 15 744 0 0 929 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 118 0 62 15 744 0 0 929 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 118 0 62 15 744 0 0 929 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 118 0 62 15 744 0 0 929 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.66 0.00 0.34 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 1049 0 551 1600 3200 0 0 3052 148 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.11 0.01 0.23 0.00 0.00 0.30 0.30
Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUN Fri Jul 15, 2016 09:13:40 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.502 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 10 3 92 26 35 46 854 35 36 860 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 10 3 92 26 35 46 854 35 36 860 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 37 10 3 92 26 35 46 854 35 36 860 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 37 10 3 92 26 35 46 854 35 36 860 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.74 0.20 0.06 0.78 0.22 1.00 1.00 1.92 0.08 1.00 1.95 0.05 Final Sat.: 1184 320 96 1247 353 1600 1600 3074 126 1600 3117 83 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.06 0.07 0.02 0.03 0.28 0.28 0.02 0.28 0.28
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXISTING PLUS PROJECT CONDITIONS
EXAMP Fri Jul 15, 2016 09:46:57 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.868 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 2903 17 43 979 65 55 108 15 39 93 64 Added Vol: 0 0 0 0 -1 0 0 0 -1 -1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 2903 17 43 978 65 55 108 14 38 93 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 2903 17 43 978 65 55 108 14 38 93 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 2903 17 43 978 65 55 108 14 38 93 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 2903 17 43 978 65 55 108 14 38 93 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.81 0.19 1.00 0.89 0.11 1.00 0.59 0.41 Final Sat.: 1600 4772 28 1600 4501 299 1600 1416 184 1600 948 652
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.61 0.61 0.03 0.22 0.22 0.03 0.08 0.08 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 70 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 3038 21 47 963 11 11 25 10 15 18 47 Added Vol: 0 1 0 0 -2 0 0 0 -1 -1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 7 3039 21 47 961 11 11 25 9 14 18 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3039 21 47 961 11 11 25 9 14 18 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3039 21 47 961 11 11 25 9 14 18 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3039 21 47 961 11 11 25 9 14 18 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.97 0.03 0.24 0.56 0.20 1.00 0.28 0.72
Final Sat.: 1600 4767 33 1600 4746 54 391 889 320 1600 443 1157 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.64 0.64 0.03 0.20 0.20 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.007 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 2299 154 176 706 45 92 363 69 282 506 592 Added Vol: 1 1 0 -3 0 0 0 -2 0 1 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 47 2300 154 173 706 45 92 361 69 283 507 592 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 47 2300 154 173 706 45 92 361 69 283 507 592 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 2300 154 173 706 45 92 361 69 283 507 592 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 47 2300 154 173 706 45 92 361 69 283 507 592 OvlAdjVol: 496 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.68 0.32 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4512 288 1600 2687 513 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.48 0.10 0.06 0.16 0.16 0.06 0.13 0.13 0.10 0.16 0.37 OvlAdjV/S: 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.812 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 69 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 2477 33 20 897 14 54 84 13 75 92 63 Added Vol: 0 -2 0 0 1 0 -1 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 2475 33 20 898 14 53 84 13 75 92 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 2475 33 20 898 14 53 84 13 75 92 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 2475 33 20 898 14 53 84 13 75 92 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 2475 33 20 898 14 53 84 13 75 92 63 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.95 0.05 0.35 0.56 0.09 0.33 0.40 0.27 Final Sat.: 1600 4737 63 1600 4726 74 565 896 139 522 640 438
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.52 0.52 0.01 0.19 0.19 0.03 0.09 0.09 0.05 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.674 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 2311 30 7 813 159 79 0 52 29 0 25 Added Vol: 0 -1 0 0 1 0 -1 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 70 2310 30 7 814 159 78 0 52 29 0 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 2310 30 7 814 159 78 0 52 29 0 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 2310 30 7 814 159 78 0 52 29 0 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 2310 30 7 814 159 78 0 52 29 0 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4738 62 1600 4800 1600 1600 0 1600 859 0 741
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.49 0.49 0.00 0.17 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.697 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 179 76 224 27 49 44 42 655 116 125 1151 83 Added Vol: -1 0 0 0 0 -1 0 1 1 0 -2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 178 76 224 27 49 43 42 656 117 125 1149 83 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 178 76 224 27 49 43 42 656 117 125 1149 83 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 178 76 224 27 49 43 42 656 117 125 1149 83 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 178 76 224 27 49 43 42 656 117 125 1149 83 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.70 0.30 1.00 0.23 0.41 0.36 1.00 1.70 0.30 1.00 1.87 0.13 Final Sat.: 1121 479 1600 363 659 578 1600 2716 484 1600 2984 216
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.16 0.14 0.02 0.07 0.07 0.03 0.24 0.24 0.08 0.39 0.38 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.689 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 74 0 56 99 835 0 0 1274 157 Added Vol: 0 0 0 0 0 -1 0 1 0 0 -2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 74 0 55 99 836 0 0 1272 157 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 74 0 55 99 836 0 0 1272 157 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 74 0 55 99 836 0 0 1272 157 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 74 0 55 99 836 0 0 1272 157 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.78 0.22 Final Sat.: 0 0 0 918 0 682 1600 3200 0 0 2848 352
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.26 0.00 0.00 0.45 0.45 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXAMP Fri Jul 15, 2016 09:46:57 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.812 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 69 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 119 10 81 24 111 145 699 24 26 1175 96 Added Vol: -1 0 0 0 0 -1 0 0 0 0 -1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 149 119 10 81 24 110 145 699 24 26 1174 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 149 119 10 81 24 110 145 699 24 26 1174 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 149 119 10 81 24 110 145 699 24 26 1174 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 149 119 10 81 24 110 145 699 24 26 1174 96 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.43 0.03 0.77 0.23 1.00 1.00 1.93 0.07 1.00 1.85 0.15 Final Sat.: 858 685 58 1234 366 1600 1600 3094 106 1600 2958 242
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.17 0.17 0.05 0.07 0.07 0.09 0.23 0.23 0.02 0.40 0.40 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.717 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 52 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1368 26 35 2292 27 69 77 68 39 52 33 Added Vol: 2 2 2 0 3 0 0 0 3 3 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 1370 28 35 2295 27 69 77 71 42 52 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1370 28 35 2295 27 69 77 71 42 52 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1370 28 35 2295 27 69 77 71 42 52 33 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1370 28 35 2295 27 69 77 71 42 52 33 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.97 0.03 1.00 0.52 0.48 1.00 0.61 0.39 Final Sat.: 1600 4704 96 1600 4744 56 1600 832 768 1600 979 621
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.29 0.29 0.02 0.48 0.48 0.04 0.09 0.09 0.03 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1338 21 20 2398 13 13 14 15 39 17 26 Added Vol: 2 5 2 0 8 0 0 0 3 3 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 26 1343 23 20 2406 13 13 14 18 42 17 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1343 23 20 2406 13 13 14 18 42 17 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 26 1343 23 20 2406 13 13 14 18 42 17 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 1343 23 20 2406 13 13 14 18 42 17 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.98 0.02 0.29 0.31 0.40 1.00 0.40 0.60 Final Sat.: 1600 4719 81 1600 4774 26 462 498 640 1600 633 967
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.28 0.28 0.01 0.50 0.50 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.777 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 993 265 481 1893 66 67 404 53 268 346 274 Added Vol: 5 6 0 13 0 0 0 10 0 5 3 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 45 999 265 494 1893 66 67 414 53 273 349 276 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 999 265 494 1893 66 67 414 53 273 349 276 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 999 265 494 1893 66 67 414 53 273 349 276 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 999 265 494 1893 66 67 414 53 273 349 276 OvlAdjVol: 2 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.90 0.10 1.00 1.77 0.23 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4638 162 1600 2837 363 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.21 0.17 0.17 0.41 0.41 0.04 0.15 0.15 0.09 0.11 0.17 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.665 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 1245 25 74 2074 76 21 47 13 33 56 41 Added Vol: 0 8 0 0 5 2 3 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 1253 25 74 2079 78 24 47 13 33 56 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 1253 25 74 2079 78 24 47 13 33 56 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 1253 25 74 2079 78 24 47 13 33 56 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 1253 25 74 2079 78 24 47 13 33 56 41 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 2.89 0.11 0.29 0.56 0.15 0.25 0.43 0.32 Final Sat.: 1600 4706 94 1600 4626 174 457 895 248 406 689 505
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.27 0.27 0.05 0.45 0.45 0.02 0.05 0.05 0.02 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.674 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 1026 21 4 1884 271 167 0 112 27 0 4 Added Vol: 0 5 0 0 3 2 3 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 89 1031 21 4 1887 273 170 0 112 27 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 89 1031 21 4 1887 273 170 0 112 27 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 1031 21 4 1887 273 170 0 112 27 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 89 1031 21 4 1887 273 170 0 112 27 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.94 0.06 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4704 96 1600 4800 1600 1600 0 1600 1394 0 206
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.22 0.00 0.39 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.751 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 40 53 50 97 21 33 1072 119 167 696 38 Added Vol: 5 0 0 0 0 3 2 7 3 0 10 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 103 40 53 50 97 24 35 1079 122 167 706 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 103 40 53 50 97 24 35 1079 122 167 706 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 40 53 50 97 24 35 1079 122 167 706 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 103 40 53 50 97 24 35 1079 122 167 706 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.28 1.00 0.29 0.57 0.14 1.00 1.80 0.20 1.00 1.90 0.10 Final Sat.: 1152 448 1600 468 908 225 1600 2875 325 1600 3037 163
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.09 0.03 0.03 0.11 0.11 0.02 0.38 0.38 0.10 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.623 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 152 0 92 70 1176 0 0 909 92 Added Vol: 0 0 0 0 0 3 2 5 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 152 0 95 72 1181 0 0 917 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 152 0 95 72 1181 0 0 917 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 152 0 95 72 1181 0 0 917 92 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 152 0 95 72 1181 0 0 917 92 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.82 0.18 Final Sat.: 0 0 0 985 0 615 1600 3200 0 0 2908 292
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.15 0.00 0.15 0.05 0.37 0.00 0.00 0.32 0.32 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXPMP Fri Jul 15, 2016 09:49:05 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.603 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 34 8 51 44 86 81 1094 82 62 846 49 Added Vol: 3 0 0 0 0 3 2 2 2 0 3 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 34 8 51 44 89 83 1096 84 62 849 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 34 8 51 44 89 83 1096 84 62 849 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 34 8 51 44 89 83 1096 84 62 849 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 34 8 51 44 89 83 1096 84 62 849 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.58 0.34 0.08 0.54 0.46 1.00 1.00 1.86 0.14 1.00 1.89 0.11 Final Sat.: 928 544 128 859 741 1600 1600 2972 228 1600 3025 175
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.06 0.06 0.03 0.06 0.06 0.05 0.37 0.37 0.04 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.516 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1580 8 12 1345 62 42 25 18 14 34 35 Added Vol: 13 26 13 0 25 0 0 0 13 13 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 22 1606 21 12 1370 62 42 25 31 27 34 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1606 21 12 1370 62 42 25 31 27 34 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1606 21 12 1370 62 42 25 31 27 34 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1606 21 12 1370 62 42 25 31 27 34 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.87 0.13 1.00 0.45 0.55 1.00 0.49 0.51 Final Sat.: 1600 4738 62 1600 4592 208 1600 714 886 1600 788 812
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.34 0.34 0.01 0.30 0.30 0.03 0.04 0.03 0.02 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.489 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 9 1674 0 2 1354 10 3 3 8 1 1 9 Added Vol: 13 52 13 0 51 0 0 0 13 13 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 22 1726 13 2 1405 10 3 3 21 14 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1726 13 2 1405 10 3 3 21 14 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1726 13 2 1405 10 3 3 21 14 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1726 13 2 1405 10 3 3 21 14 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.98 0.02 0.11 0.11 0.78 1.00 0.10 0.90 Final Sat.: 1600 4764 36 1600 4766 34 178 178 1244 1600 160 1440
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.36 0.36 0.00 0.29 0.29 0.00 0.02 0.02 0.01 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.678 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 1117 215 194 1013 105 90 273 63 325 378 349 Added Vol: 26 58 0 76 0 0 0 25 0 39 13 19 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 80 1175 215 270 1013 105 90 298 63 364 391 368 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 80 1175 215 270 1013 105 90 298 63 364 391 368 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 80 1175 215 270 1013 105 90 298 63 364 391 368 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 80 1175 215 270 1013 105 90 298 63 364 391 368 OvlAdjVol: 218 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.72 0.28 1.00 1.65 0.35 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4349 451 1600 2642 558 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.24 0.13 0.09 0.23 0.23 0.06 0.11 0.11 0.13 0.12 0.23 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.498 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 1368 22 36 1324 54 23 18 15 25 35 25 Added Vol: 0 38 0 0 39 13 13 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 39 1406 22 36 1363 67 36 18 15 25 35 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 39 1406 22 36 1363 67 36 18 15 25 35 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1406 22 36 1363 67 36 18 15 25 35 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 1406 22 36 1363 67 36 18 15 25 35 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.86 0.14 0.52 0.26 0.22 0.29 0.42 0.29 Final Sat.: 1600 4726 74 1600 4575 225 835 417 348 471 659 471
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.30 0.30 0.02 0.30 0.30 0.02 0.04 0.04 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 65 1247 6 6 1147 159 96 1 82 10 0 12 Added Vol: 0 25 0 0 26 13 13 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 65 1272 6 6 1173 172 109 1 82 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 1272 6 6 1173 172 109 1 82 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 1272 6 6 1173 172 109 1 82 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 1272 6 6 1173 172 109 1 82 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.15 0.85 0.45 0.00 0.55 Final Sat.: 1600 4777 23 1600 4800 1600 1600 233 1367 727 0 873
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.27 0.27 0.00 0.24 0.11 0.07 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.623 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 18 59 42 44 64 51 649 73 87 884 21 Added Vol: 25 0 0 0 0 13 13 65 26 0 63 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 18 59 42 44 77 64 714 99 87 947 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 126 18 59 42 44 77 64 714 99 87 947 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 18 59 42 44 77 64 714 99 87 947 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 126 18 59 42 44 77 64 714 99 87 947 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.88 0.12 1.00 0.26 0.27 0.47 1.00 1.76 0.24 1.00 1.96 0.04 Final Sat.: 1400 200 1600 412 432 756 1600 2810 390 1600 3131 69
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.09 0.04 0.03 0.10 0.10 0.04 0.25 0.25 0.05 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.558 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 118 0 62 15 744 0 0 929 45 Added Vol: 0 0 0 0 0 13 13 52 0 0 51 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 118 0 75 28 796 0 0 980 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 118 0 75 28 796 0 0 980 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 118 0 75 28 796 0 0 980 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 118 0 75 28 796 0 0 980 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.61 0.00 0.39 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 978 0 622 1600 3200 0 0 3060 140
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.12 0.02 0.25 0.00 0.00 0.32 0.32 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
EXSUNP Fri Jul 15, 2016 09:50:37 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA Existing Plus Project Conditions Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.518 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 10 3 92 26 35 46 854 35 36 860 23 Added Vol: 13 0 0 0 0 13 13 26 13 0 25 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 50 10 3 92 26 48 59 880 48 36 885 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 50 10 3 92 26 48 59 880 48 36 885 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 50 10 3 92 26 48 59 880 48 36 885 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 50 10 3 92 26 48 59 880 48 36 885 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.79 0.16 0.05 0.78 0.22 1.00 1.00 1.90 0.10 1.00 1.95 0.05 Final Sat.: 1270 254 76 1247 353 1600 1600 3034 166 1600 3119 81
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.04 0.04 0.06 0.07 0.03 0.04 0.29 0.29 0.02 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
PROJECT OPENING YEAR WITHOUT PROJECT CONDITIONS
2018AM Fri Jul 15, 2016 10:56:15 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.928 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 117 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 20 2961 17 44 999 66 56 110 15 40 95 65 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 2 172 0 5 220 2 2 0 4 0 3 5 Initial Fut: 22 3133 17 49 1219 68 58 110 19 40 98 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 3133 17 49 1219 68 58 110 19 40 98 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 3133 17 49 1219 68 58 110 19 40 98 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 3133 17 49 1219 68 58 110 19 40 98 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.84 0.16 1.00 0.85 0.15 1.00 0.58 0.42 Final Sat.: 1600 4774 26 1600 4545 255 1600 1361 239 1600 931 669
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.66 0.66 0.03 0.27 0.27 0.04 0.08 0.08 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.882 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 7 3099 21 48 982 11 11 26 10 15 18 48 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 207 11 12 179 0 0 2 0 0 0 1 Initial Fut: 7 3306 32 60 1161 11 11 28 10 15 18 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3306 32 60 1161 11 11 28 10 15 18 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3306 32 60 1161 11 11 28 10 15 18 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3306 32 60 1161 11 11 28 10 15 18 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.97 0.03 0.23 0.56 0.21 1.00 0.27 0.73 Final Sat.: 1600 4753 47 1600 4754 46 367 899 334 1600 436 1164
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.70 0.70 0.04 0.24 0.24 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.130 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 47 2345 157 180 720 46 94 370 70 288 516 604 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 181 42 36 95 5 9 19 0 61 28 99 Initial Fut: 47 2526 199 216 815 51 103 389 70 349 544 703 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 47 2526 199 216 815 51 103 389 70 349 544 703 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 2526 199 216 815 51 103 389 70 349 544 703 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 47 2526 199 216 815 51 103 389 70 349 544 703 OvlAdjVol: 583 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.69 0.31 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4518 282 1600 2710 490 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.53 0.12 0.07 0.18 0.18 0.06 0.14 0.14 0.12 0.17 0.44 OvlAdjV/S: 0.36 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.881 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 43 2527 34 20 915 14 55 86 13 77 94 64 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 223 0 5 152 0 0 0 0 0 0 6 Initial Fut: 43 2750 34 25 1067 14 55 86 13 77 94 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 2750 34 25 1067 14 55 86 13 77 94 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 2750 34 25 1067 14 55 86 13 77 94 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 2750 34 25 1067 14 55 86 13 77 94 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.96 0.04 0.36 0.56 0.08 0.32 0.39 0.29 Final Sat.: 1600 4742 58 1600 4737 63 572 890 138 509 624 467
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.58 0.58 0.02 0.23 0.23 0.03 0.10 0.10 0.05 0.15 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.733 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 71 2357 31 7 829 162 81 0 53 30 0 26 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 223 0 0 152 0 0 0 0 0 0 0 Initial Fut: 71 2580 31 7 981 162 81 0 53 30 0 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 71 2580 31 7 981 162 81 0 53 30 0 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 71 2580 31 7 981 162 81 0 53 30 0 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 71 2580 31 7 981 162 81 0 53 30 0 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4744 56 1600 4800 1600 1600 0 1600 859 0 741
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.54 0.54 0.00 0.20 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.780 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 183 78 229 28 50 45 43 668 118 128 1174 85 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 9 0 5 5 2 0 0 94 1 6 191 0 Initial Fut: 192 78 234 33 52 45 43 762 119 134 1365 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 192 78 234 33 52 45 43 762 119 134 1365 85 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 192 78 234 33 52 45 43 762 119 134 1365 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 192 78 234 33 52 45 43 762 119 134 1365 85 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.25 0.40 0.35 1.00 1.73 0.27 1.00 1.88 0.12 Final Sat.: 1139 461 1600 402 643 555 1600 2767 433 1600 3013 187
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.17 0.15 0.02 0.08 0.08 0.03 0.28 0.28 0.08 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.763 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 75 0 57 101 852 0 0 1300 160 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 104 0 0 196 0 Initial Fut: 0 0 0 75 0 57 101 956 0 0 1496 160 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 75 0 57 101 956 0 0 1496 160 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 75 0 57 101 956 0 0 1496 160 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 75 0 57 101 956 0 0 1496 160 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.81 0.19 Final Sat.: 0 0 0 911 0 689 1600 3200 0 0 2890 310
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.30 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AM Fri Jul 15, 2016 10:56:15 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.904 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 102 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 153 121 10 83 24 113 148 713 24 27 1199 98 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 3 0 0 14 0 0 0 102 2 0 193 20 Initial Fut: 156 121 10 97 24 113 148 815 26 27 1392 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 156 121 10 97 24 113 148 815 26 27 1392 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 156 121 10 97 24 113 148 815 26 27 1392 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 156 121 10 97 24 113 148 815 26 27 1392 118 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.42 0.04 0.80 0.20 1.00 1.00 1.94 0.06 1.00 1.84 0.16 Final Sat.: 868 675 57 1277 323 1600 1600 3099 101 1600 2950 250
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.18 0.18 0.06 0.08 0.07 0.09 0.26 0.26 0.02 0.47 0.47 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.779 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 22 1395 27 36 2338 28 70 79 69 40 53 34 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 8 304 0 6 227 2 1 0 3 0 3 4 Initial Fut: 30 1699 27 42 2565 30 71 79 72 40 56 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 1699 27 42 2565 30 71 79 72 40 56 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 1699 27 42 2565 30 71 79 72 40 56 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 1699 27 42 2565 30 71 79 72 40 56 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.97 0.03 1.00 0.52 0.48 1.00 0.60 0.40 Final Sat.: 1600 4726 74 1600 4745 55 1600 833 767 1600 957 643
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.36 0.36 0.03 0.54 0.54 0.04 0.09 0.09 0.02 0.06 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.747 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 1365 21 20 2446 13 13 14 15 40 17 27 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 259 -1 -4 303 0 0 0 0 7 0 1 Initial Fut: 24 1624 20 16 2749 13 13 14 15 47 17 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1624 20 16 2749 13 13 14 15 47 17 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 1624 20 16 2749 13 13 14 15 47 17 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 1624 20 16 2749 13 13 14 15 47 17 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.99 0.01 0.31 0.33 0.36 1.00 0.39 0.61 Final Sat.: 1600 4740 60 1600 4777 23 495 533 571 1600 618 982
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.34 0.34 0.01 0.58 0.58 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.890 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 95 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 41 1013 270 491 1931 67 68 412 54 273 353 280 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 149 109 108 245 24 15 45 0 107 39 54 Initial Fut: 41 1162 379 599 2176 91 83 457 54 380 392 334 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 1162 379 599 2176 91 83 457 54 380 392 334 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1162 379 599 2176 91 83 457 54 380 392 334 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 1162 379 599 2176 91 83 457 54 380 392 334 OvlAdjVol: 1 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.88 0.12 1.00 1.79 0.21 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4607 193 1600 2862 338 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.24 0.21 0.47 0.47 0.05 0.16 0.16 0.13 0.12 0.21 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.758 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 32 1270 26 75 2116 78 21 48 13 34 57 42 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 249 0 20 338 0 0 0 0 0 0 23 Initial Fut: 32 1519 26 95 2454 78 21 48 13 34 57 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1519 26 95 2454 78 21 48 13 34 57 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1519 26 95 2454 78 21 48 13 34 57 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1519 26 95 2454 78 21 48 13 34 57 65 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.91 0.09 0.26 0.58 0.16 0.21 0.37 0.42 Final Sat.: 1600 4721 79 1600 4653 147 415 928 257 346 587 667
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.06 0.53 0.53 0.01 0.05 0.05 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.754 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 91 1047 21 4 1922 276 170 0 114 28 0 4 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 249 0 0 338 0 0 0 0 0 0 0 Initial Fut: 91 1296 21 4 2260 276 170 0 114 28 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1296 21 4 2260 276 170 0 114 28 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1296 21 4 2260 276 170 0 114 28 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1296 21 4 2260 276 170 0 114 28 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4722 78 1600 4800 1600 1600 0 1600 1394 0 206
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.27 0.27 0.00 0.47 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.870 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 100 41 54 51 99 21 34 1094 121 170 710 39 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 7 0 20 17 6 0 0 256 5 23 216 0 Initial Fut: 107 41 74 68 105 21 34 1350 126 193 926 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 107 41 74 68 105 21 34 1350 126 193 926 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 41 74 68 105 21 34 1350 126 193 926 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 107 41 74 68 105 21 34 1350 126 193 926 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.28 1.00 0.35 0.54 0.11 1.00 1.83 0.17 1.00 1.92 0.08 Final Sat.: 1158 442 1600 560 864 176 1600 2926 274 1600 3071 129
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.09 0.05 0.04 0.12 0.12 0.02 0.46 0.46 0.12 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.722 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 155 0 94 71 1200 0 0 927 94 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 294 0 0 239 0 Initial Fut: 0 0 0 155 0 94 71 1494 0 0 1166 94 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 155 0 94 71 1494 0 0 1166 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 155 0 94 71 1494 0 0 1166 94 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 155 0 94 71 1494 0 0 1166 94 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.85 0.15 Final Sat.: 0 0 0 997 0 603 1600 3200 0 0 2962 238
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.16 0.00 0.16 0.04 0.47 0.00 0.00 0.39 0.39 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PM Fri Jul 15, 2016 10:59:09 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.728 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 56 35 8 52 45 88 83 1116 84 63 863 50 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 6 0 0 38 0 0 0 288 6 0 234 32 Initial Fut: 62 35 8 90 45 88 83 1404 90 63 1097 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 62 35 8 90 45 88 83 1404 90 63 1097 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 62 35 8 90 45 88 83 1404 90 63 1097 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 35 8 90 45 88 83 1404 90 63 1097 82 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.59 0.33 0.08 0.67 0.33 1.00 1.00 1.88 0.12 1.00 1.86 0.14 Final Sat.: 947 529 124 1068 532 1600 1600 3008 192 1600 2977 223
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.07 0.07 0.06 0.08 0.05 0.05 0.47 0.47 0.04 0.37 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.537 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1612 8 12 1372 63 43 26 18 14 35 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 9 1712 8 12 1472 63 43 26 18 14 35 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1712 8 12 1472 63 43 26 18 14 35 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1712 8 12 1472 63 43 26 18 14 35 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1712 8 12 1472 63 43 26 18 14 35 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 2.88 0.12 1.00 0.58 0.42 1.00 0.49 0.51 Final Sat.: 1600 4777 23 1600 4602 198 1600 930 670 1600 788 812
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.36 0.36 0.01 0.32 0.32 0.03 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.486 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1708 0 2 1381 10 3 3 8 1 1 9 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 9 1808 0 2 1481 10 3 3 8 1 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 1808 0 2 1481 10 3 3 8 1 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 1808 0 2 1481 10 3 3 8 1 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 1808 0 2 1481 10 3 3 8 1 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 0.00 1.00 2.98 0.02 0.21 0.21 0.58 1.00 0.10 0.90 Final Sat.: 1600 4800 0 1600 4767 33 343 343 914 1600 160 1440
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.38 0.00 0.00 0.31 0.31 0.00 0.01 0.01 0.00 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.666 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 55 1139 219 198 1033 107 92 278 64 332 386 356 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 5 70 15 20 70 10 10 30 5 15 30 20 Initial Fut: 60 1209 234 218 1103 117 102 308 69 347 416 376 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 60 1209 234 218 1103 117 102 308 69 347 416 376 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 1209 234 218 1103 117 102 308 69 347 416 376 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 60 1209 234 218 1103 117 102 308 69 347 416 376 OvlAdjVol: 255 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.71 0.29 1.00 1.63 0.37 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4339 461 1600 2613 587 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.25 0.15 0.08 0.25 0.25 0.06 0.12 0.12 0.12 0.13 0.24 OvlAdjV/S: 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.505 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 40 1395 22 37 1351 55 23 18 15 26 36 26 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 90 0 0 90 0 0 0 0 0 0 0 Initial Fut: 40 1485 22 37 1441 55 23 18 15 26 36 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 1485 22 37 1441 55 23 18 15 26 36 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 1485 22 37 1441 55 23 18 15 26 36 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 1485 22 37 1441 55 23 18 15 26 36 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.89 0.11 0.41 0.32 0.27 0.29 0.42 0.29 Final Sat.: 1600 4729 71 1600 4623 177 657 514 429 471 659 471
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.31 0.31 0.02 0.31 0.31 0.01 0.04 0.04 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 32 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 66 1272 6 6 1170 162 98 1 84 10 0 12 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 80 0 0 80 10 10 0 0 0 0 0 Initial Fut: 66 1352 6 6 1250 172 108 1 84 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 66 1352 6 6 1250 172 108 1 84 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 66 1352 6 6 1250 172 108 1 84 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 66 1352 6 6 1250 172 108 1 84 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.13 0.87 0.45 0.00 0.55 Final Sat.: 1600 4778 22 1600 4800 1600 1600 210 1390 727 0 873
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.28 0.28 0.00 0.26 0.11 0.07 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.601 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 103 18 60 43 45 65 52 662 74 89 902 21 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 103 18 60 43 45 65 52 727 74 89 967 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 103 18 60 43 45 65 52 727 74 89 967 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 18 60 43 45 65 52 727 74 89 967 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 103 18 60 43 45 65 52 727 74 89 967 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.85 0.15 1.00 0.28 0.29 0.43 1.00 1.81 0.19 1.00 1.96 0.04 Final Sat.: 1358 242 1600 448 469 683 1600 2903 297 1600 3131 69
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.08 0.04 0.03 0.10 0.10 0.03 0.25 0.25 0.06 0.31 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:27 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.555 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 120 0 63 15 759 0 0 948 46 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 0 0 0 120 0 63 15 824 0 0 1013 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 120 0 63 15 824 0 0 1013 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 120 0 63 15 824 0 0 1013 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 120 0 63 15 824 0 0 1013 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.66 0.00 0.34 1.00 2.00 0.00 0.00 1.91 0.09 Final Sat.: 0 0 0 1049 0 551 1600 3200 0 0 3061 139
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.11 0.01 0.26 0.00 0.00 0.33 0.33 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUN Fri Jul 15, 2016 10:59:28 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 Without Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.532 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 38 10 3 94 27 36 47 871 36 37 877 23 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Related Pro: 5 0 0 0 0 0 0 60 5 0 60 0 Initial Fut: 43 10 3 94 27 36 47 931 41 37 937 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 10 3 94 27 36 47 931 41 37 937 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 10 3 94 27 36 47 931 41 37 937 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 10 3 94 27 36 47 931 41 37 937 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.77 0.18 0.05 0.78 0.22 1.00 1.00 1.92 0.08 1.00 1.95 0.05 Final Sat.: 1221 291 87 1247 353 1600 1600 3066 134 1600 3122 78
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.04 0.04 0.06 0.08 0.02 0.03 0.30 0.30 0.02 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
PROJECT OPENING YEAR WITH PROJECT CONDITIONS
2018AMP Fri Jul 15, 2016 10:59:44 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.928 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 117 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 20 2903 17 43 979 65 55 108 15 39 93 64 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 20 2961 17 44 999 66 56 110 15 40 95 65 Added Vol: 0 0 0 0 -1 0 0 0 -1 -1 0 0 Related Pro: 2 172 0 5 220 2 2 0 4 0 3 5 Initial Fut: 22 3133 17 49 1218 68 58 110 18 39 98 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 3133 17 49 1218 68 58 110 18 39 98 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 3133 17 49 1218 68 58 110 18 39 98 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 3133 17 49 1218 68 58 110 18 39 98 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.84 0.16 1.00 0.86 0.14 1.00 0.58 0.42 Final Sat.: 1600 4774 26 1600 4545 255 1600 1372 228 1600 931 669
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.66 0.66 0.03 0.27 0.27 0.04 0.08 0.08 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.882 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 7 3038 21 47 963 11 11 25 10 15 18 47 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 7 3099 21 48 982 11 11 26 10 15 18 48 Added Vol: 0 1 0 0 -2 0 0 0 -1 -1 0 0 Related Pro: 0 207 11 12 179 0 0 2 0 0 0 1 Initial Fut: 7 3307 32 60 1159 11 11 28 9 14 18 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 3307 32 60 1159 11 11 28 9 14 18 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 3307 32 60 1159 11 11 28 9 14 18 49 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 3307 32 60 1159 11 11 28 9 14 18 49 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.97 0.03 1.00 2.97 0.03 0.23 0.58 0.19 1.00 0.27 0.73 Final Sat.: 1600 4753 47 1600 4754 46 375 918 307 1600 436 1164
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.70 0.70 0.04 0.24 0.24 0.01 0.03 0.03 0.01 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.130 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 180 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 2299 154 176 706 45 92 363 69 282 506 592 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 47 2345 157 180 720 46 94 370 70 288 516 604 Added Vol: 1 1 0 -3 0 0 0 -2 0 1 1 0 Related Pro: 0 181 42 36 95 5 9 19 0 61 28 99 Initial Fut: 48 2527 199 213 815 51 103 387 70 350 545 703 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 48 2527 199 213 815 51 103 387 70 350 545 703 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 2527 199 213 815 51 103 387 70 350 545 703 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 48 2527 199 213 815 51 103 387 70 350 545 703 OvlAdjVol: 585 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.82 0.18 1.00 1.69 0.31 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4518 282 1600 2708 492 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.53 0.12 0.07 0.18 0.18 0.06 0.14 0.14 0.12 0.17 0.44 OvlAdjV/S: 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.880 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 42 2477 33 20 897 14 54 84 13 75 92 63 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 43 2527 34 20 915 14 55 86 13 77 94 64 Added Vol: 0 -2 0 0 1 0 -1 0 0 0 0 0 Related Pro: 0 223 0 5 152 0 0 0 0 0 0 6 Initial Fut: 43 2748 34 25 1068 14 54 86 13 77 94 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 2748 34 25 1068 14 54 86 13 77 94 70 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 2748 34 25 1068 14 54 86 13 77 94 70 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 43 2748 34 25 1068 14 54 86 13 77 94 70 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.96 0.04 0.35 0.56 0.09 0.32 0.39 0.29 Final Sat.: 1600 4742 58 1600 4737 63 565 896 139 509 624 467
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.58 0.58 0.02 0.23 0.23 0.03 0.10 0.10 0.05 0.15 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.732 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 70 2311 30 7 813 159 79 0 52 29 0 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 71 2357 31 7 829 162 81 0 53 30 0 26 Added Vol: 0 -1 0 0 1 0 -1 0 0 0 0 0 Related Pro: 0 223 0 0 152 0 0 0 0 0 0 0 Initial Fut: 71 2579 31 7 982 162 80 0 53 30 0 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 71 2579 31 7 982 162 80 0 53 30 0 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 71 2579 31 7 982 162 80 0 53 30 0 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 71 2579 31 7 982 162 80 0 53 30 0 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 3.00 1.00 1.00 0.00 1.00 0.54 0.00 0.46 Final Sat.: 1600 4744 56 1600 4800 1600 1600 0 1600 859 0 741
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.54 0.54 0.00 0.20 0.10 0.05 0.00 0.03 0.03 0.00 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.779 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 179 76 224 27 49 44 42 655 116 125 1151 83 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 183 78 229 28 50 45 43 668 118 128 1174 85 Added Vol: -1 0 0 0 0 -1 0 1 1 0 -2 0 Related Pro: 9 0 5 5 2 0 0 94 1 6 191 0 Initial Fut: 191 78 234 33 52 44 43 763 120 134 1363 85 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 191 78 234 33 52 44 43 763 120 134 1363 85 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 191 78 234 33 52 44 43 763 120 134 1363 85 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 191 78 234 33 52 44 43 763 120 134 1363 85 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.71 0.29 1.00 0.25 0.41 0.34 1.00 1.73 0.27 1.00 1.88 0.12 Final Sat.: 1137 463 1600 405 648 547 1600 2764 436 1600 3013 187
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.17 0.15 0.02 0.08 0.08 0.03 0.28 0.28 0.08 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.762 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 74 0 56 99 835 0 0 1274 157 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 75 0 57 101 852 0 0 1300 160 Added Vol: 0 0 0 0 0 -1 0 1 0 0 -2 0 Related Pro: 0 0 0 0 0 0 0 104 0 0 196 0 Initial Fut: 0 0 0 75 0 56 101 957 0 0 1494 160 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 75 0 56 101 957 0 0 1494 160 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 75 0 56 101 957 0 0 1494 160 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 75 0 56 101 957 0 0 1494 160 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.57 0.00 0.43 1.00 2.00 0.00 0.00 1.81 0.19 Final Sat.: 0 0 0 918 0 682 1600 3200 0 0 2890 310
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.08 0.06 0.30 0.00 0.00 0.52 0.52 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018AMP Fri Jul 15, 2016 10:59:44 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.903 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 102 Level Of Service: E ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 150 119 10 81 24 111 145 699 24 26 1175 96 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 153 121 10 83 24 113 148 713 24 27 1199 98 Added Vol: -1 0 0 0 0 -1 0 0 0 0 -1 0 Related Pro: 3 0 0 14 0 0 0 102 2 0 193 20 Initial Fut: 155 121 10 97 24 112 148 815 26 27 1391 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 155 121 10 97 24 112 148 815 26 27 1391 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 155 121 10 97 24 112 148 815 26 27 1391 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 155 121 10 97 24 112 148 815 26 27 1391 118 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.54 0.42 0.04 0.80 0.20 1.00 1.00 1.94 0.06 1.00 1.84 0.16 Final Sat.: 865 678 57 1277 323 1600 1600 3099 101 1600 2950 250
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.18 0.18 0.06 0.08 0.07 0.09 0.26 0.26 0.02 0.47 0.47 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.784 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 1368 26 35 2292 27 69 77 68 39 52 33 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 22 1395 27 36 2338 28 70 79 69 40 53 34 Added Vol: 2 2 2 0 3 0 0 0 3 3 0 0 Related Pro: 8 304 0 6 227 2 1 0 3 0 3 4 Initial Fut: 32 1701 29 42 2568 30 71 79 75 43 56 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1701 29 42 2568 30 71 79 75 43 56 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1701 29 42 2568 30 71 79 75 43 56 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1701 29 42 2568 30 71 79 75 43 56 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.97 0.03 1.00 0.51 0.49 1.00 0.60 0.40 Final Sat.: 1600 4721 79 1600 4745 55 1600 817 783 1600 957 643
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.36 0.36 0.03 0.54 0.54 0.04 0.10 0.10 0.03 0.06 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.753 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 1338 21 20 2398 13 13 14 15 39 17 26 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 24 1365 21 20 2446 13 13 14 15 40 17 27 Added Vol: 2 5 2 0 8 0 0 0 3 3 0 0 Related Pro: 0 259 -1 -4 303 0 0 0 0 7 0 1 Initial Fut: 26 1629 22 16 2757 13 13 14 18 50 17 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1629 22 16 2757 13 13 14 18 50 17 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 26 1629 22 16 2757 13 13 14 18 50 17 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 1629 22 16 2757 13 13 14 18 50 17 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.99 0.01 0.29 0.31 0.40 1.00 0.39 0.61 Final Sat.: 1600 4735 65 1600 4777 23 463 498 639 1600 618 982
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.34 0.34 0.01 0.58 0.58 0.01 0.03 0.03 0.03 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.898 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 99 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 40 993 265 481 1893 66 67 404 53 268 346 274 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 41 1013 270 491 1931 67 68 412 54 273 353 280 Added Vol: 5 6 0 13 0 0 0 10 0 5 3 2 Related Pro: 0 149 109 108 245 24 15 45 0 107 39 54 Initial Fut: 46 1168 379 612 2176 91 83 467 54 385 395 336 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 1168 379 612 2176 91 83 467 54 385 395 336 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1168 379 612 2176 91 83 467 54 385 395 336 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 1168 379 612 2176 91 83 467 54 385 395 336 OvlAdjVol: 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.88 0.12 1.00 1.79 0.21 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4607 193 1600 2868 332 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.24 0.21 0.47 0.47 0.05 0.16 0.16 0.13 0.12 0.21 OvlAdjV/S: 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.761 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 1245 25 74 2074 76 21 47 13 33 56 41 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 32 1270 26 75 2116 78 21 48 13 34 57 42 Added Vol: 0 8 0 0 5 2 3 0 0 0 0 0 Related Pro: 0 249 0 20 338 0 0 0 0 0 0 23 Initial Fut: 32 1527 26 95 2459 80 24 48 13 34 57 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 1527 26 95 2459 80 24 48 13 34 57 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1527 26 95 2459 80 24 48 13 34 57 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1527 26 95 2459 80 24 48 13 34 57 65 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 2.91 0.09 0.29 0.56 0.15 0.21 0.37 0.42 Final Sat.: 1600 4721 79 1600 4650 150 456 896 248 346 587 667
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.06 0.53 0.53 0.02 0.05 0.05 0.02 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.756 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 1 0 0 0 1 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 89 1026 21 4 1884 271 167 0 112 27 0 4 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 91 1047 21 4 1922 276 170 0 114 28 0 4 Added Vol: 0 5 0 0 3 2 3 0 0 0 0 0 Related Pro: 0 249 0 0 338 0 0 0 0 0 0 0 Initial Fut: 91 1301 21 4 2263 278 173 0 114 28 0 4 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1301 21 4 2263 278 173 0 114 28 0 4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1301 21 4 2263 278 173 0 114 28 0 4 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1301 21 4 2263 278 173 0 114 28 0 4 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.95 0.05 1.00 3.00 1.00 1.00 0.00 1.00 0.87 0.00 0.13 Final Sat.: 1600 4722 78 1600 4800 1600 1600 0 1600 1394 0 206
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.06 0.28 0.28 0.00 0.47 0.17 0.11 0.00 0.07 0.02 0.00 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.879 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 90 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 98 40 53 50 97 21 33 1072 119 167 696 38 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 100 41 54 51 99 21 34 1094 121 170 710 39 Added Vol: 5 0 0 0 0 3 2 7 3 0 10 0 Related Pro: 7 0 20 17 6 0 0 256 5 23 216 0 Initial Fut: 112 41 74 68 105 24 36 1357 129 193 936 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 41 74 68 105 24 36 1357 129 193 936 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 41 74 68 105 24 36 1357 129 193 936 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 41 74 68 105 24 36 1357 129 193 936 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.73 0.27 1.00 0.34 0.54 0.12 1.00 1.83 0.17 1.00 1.92 0.08 Final Sat.: 1173 427 1600 551 851 198 1600 2921 279 1600 3073 127
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.10 0.05 0.04 0.12 0.12 0.02 0.46 0.46 0.12 0.30 0.30 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.726 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 152 0 92 70 1176 0 0 909 92 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 155 0 94 71 1200 0 0 927 94 Added Vol: 0 0 0 0 0 3 2 5 0 0 8 0 Related Pro: 0 0 0 0 0 0 0 294 0 0 239 0 Initial Fut: 0 0 0 155 0 97 73 1499 0 0 1174 94 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 155 0 97 73 1499 0 0 1174 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 155 0 97 73 1499 0 0 1174 94 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 155 0 97 73 1499 0 0 1174 94 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.62 0.00 0.38 1.00 2.00 0.00 0.00 1.85 0.15 Final Sat.: 0 0 0 985 0 615 1600 3200 0 0 2963 237
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.16 0.00 0.16 0.05 0.47 0.00 0.00 0.40 0.40 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018PMP Fri Jul 15, 2016 11:00:03 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.731 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 55 34 8 51 44 86 81 1094 82 62 846 49 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 56 35 8 52 45 88 83 1116 84 63 863 50 Added Vol: 3 0 0 0 0 3 2 2 2 0 3 0 Related Pro: 6 0 0 38 0 0 0 288 6 0 234 32 Initial Fut: 65 35 8 90 45 91 85 1406 92 63 1100 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 65 35 8 90 45 91 85 1406 92 63 1100 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 35 8 90 45 91 85 1406 92 63 1100 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 65 35 8 90 45 91 85 1406 92 63 1100 82 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.60 0.32 0.08 0.67 0.33 1.00 1.00 1.88 0.12 1.00 1.86 0.14 Final Sat.: 965 514 121 1068 532 1600 1600 3004 196 1600 2978 222
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.07 0.07 0.06 0.08 0.06 0.05 0.47 0.47 0.04 0.37 0.37 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 3-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Sepulveda Blvd/2nd St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.545 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1580 8 12 1345 62 42 25 18 14 34 35 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1612 8 12 1372 63 43 26 18 14 35 36 Added Vol: 13 26 13 0 25 0 0 0 13 13 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 22 1738 21 12 1497 63 43 26 31 27 35 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1738 21 12 1497 63 43 26 31 27 35 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1738 21 12 1497 63 43 26 31 27 35 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1738 21 12 1497 63 43 26 31 27 35 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.88 0.12 1.00 0.45 0.55 1.00 0.49 0.51 Final Sat.: 1600 4742 58 1600 4605 195 1600 718 882 1600 788 812
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.37 0.37 0.01 0.33 0.33 0.03 0.04 0.04 0.02 0.04 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 4-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Sepulveda Blvd/Longfellow Ave ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.517 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 9 1674 0 2 1354 10 3 3 8 1 1 9 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 1708 0 2 1381 10 3 3 8 1 1 9 Added Vol: 13 52 13 0 51 0 0 0 13 13 0 0 Related Pro: 0 100 0 0 100 0 0 0 0 0 0 0 Initial Fut: 22 1860 13 2 1532 10 3 3 21 14 1 9 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1860 13 2 1532 10 3 3 21 14 1 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 1860 13 2 1532 10 3 3 21 14 1 9 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1860 13 2 1532 10 3 3 21 14 1 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.98 0.02 0.11 0.11 0.78 1.00 0.10 0.90 Final Sat.: 1600 4767 33 1600 4768 32 179 179 1241 1600 160 1440
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.39 0.39 0.00 0.32 0.32 0.00 0.02 0.02 0.01 0.01 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 5-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 PCH/Gould-Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.726 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 2 1 0 1 0 1 1 0 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 54 1117 215 194 1013 105 90 273 63 325 378 349 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 55 1139 219 198 1033 107 92 278 64 332 386 356 Added Vol: 26 58 0 76 0 0 0 25 0 39 13 19 Related Pro: 5 70 15 20 70 10 10 30 5 15 30 20 Initial Fut: 86 1267 234 294 1103 117 102 333 69 386 429 395 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 1267 234 294 1103 117 102 333 69 386 429 395 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 86 1267 234 294 1103 117 102 333 69 386 429 395 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 1267 234 294 1103 117 102 333 69 386 429 395 OvlAdjVol: 232 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 2.71 0.29 1.00 1.66 0.34 2.00 2.00 1.00
Final Sat.: 1600 4800 1600 2880 4339 461 1600 2650 550 2880 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.26 0.15 0.10 0.25 0.25 0.06 0.13 0.13 0.13 0.13 0.25 OvlAdjV/S: 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 6-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 PCH/21st St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.524 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 2 1 0 0 0 1! 0 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 39 1368 22 36 1324 54 23 18 15 25 35 25 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 40 1395 22 37 1351 55 23 18 15 26 36 26 Added Vol: 0 38 0 0 39 13 13 0 0 0 0 0 Related Pro: 0 90 0 0 90 0 0 0 0 0 0 0 Initial Fut: 40 1523 22 37 1480 68 36 18 15 26 36 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 1523 22 37 1480 68 36 18 15 26 36 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 1523 22 37 1480 68 36 18 15 26 36 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 1523 22 37 1480 68 36 18 15 26 36 26 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.96 0.04 1.00 2.87 0.13 0.52 0.26 0.22 0.29 0.42 0.29 Final Sat.: 1600 4730 70 1600 4589 211 832 419 349 471 659 471
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.32 0.32 0.02 0.32 0.32 0.02 0.04 0.04 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 7-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 PCH/16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.497 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 1 0 1 0 3 0 1 0 1 0 1 0 0 0 1! 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 1247 6 6 1147 159 96 1 82 10 0 12 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 66 1272 6 6 1170 162 98 1 84 10 0 12 Added Vol: 0 25 0 0 26 13 13 0 0 0 0 0 Related Pro: 0 80 0 0 80 10 10 0 0 0 0 0 Initial Fut: 66 1377 6 6 1276 185 121 1 84 10 0 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 66 1377 6 6 1276 185 121 1 84 10 0 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 66 1377 6 6 1276 185 121 1 84 10 0 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 66 1377 6 6 1276 185 121 1 84 10 0 12 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 1.00 0.19 0.81 0.45 0.00 0.55 Final Sat.: 1600 4779 21 1600 4800 1600 1600 298 1302 727 0 873
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.29 0.29 0.00 0.27 0.12 0.08 0.00 0.06 0.01 0.00 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 8-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Prospect St/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.653 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 45 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 101 18 59 42 44 64 51 649 73 87 884 21 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 103 18 60 43 45 65 52 662 74 89 902 21 Added Vol: 25 0 0 0 0 13 13 65 26 0 63 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 128 18 60 43 45 78 65 792 100 89 1030 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 128 18 60 43 45 78 65 792 100 89 1030 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 128 18 60 43 45 78 65 792 100 89 1030 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 128 18 60 43 45 78 65 792 100 89 1030 21 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.87 0.13 1.00 0.26 0.27 0.47 1.00 1.77 0.23 1.00 1.96 0.04 Final Sat.: 1399 201 1600 413 433 754 1600 2840 360 1600 3135 65
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.09 0.04 0.03 0.10 0.10 0.04 0.28 0.28 0.06 0.33 0.33 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 9-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Meadows Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.587 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 39 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 2 0 0 0 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 118 0 62 15 744 0 0 929 45 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 0 0 120 0 63 15 759 0 0 948 46 Added Vol: 0 0 0 0 0 13 13 52 0 0 51 0 Related Pro: 0 0 0 0 0 0 0 65 0 0 65 0 Initial Fut: 0 0 0 120 0 76 28 876 0 0 1064 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 120 0 76 28 876 0 0 1064 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 120 0 76 28 876 0 0 1064 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 120 0 76 28 876 0 0 1064 46 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 0.61 0.00 0.39 1.00 2.00 0.00 0.00 1.92 0.08 Final Sat.: 0 0 0 980 0 620 1600 3200 0 0 3068 132
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.12 0.02 0.27 0.00 0.00 0.35 0.35 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
2018SUNP Fri Jul 15, 2016 11:00:15 Page 10-1 -------------------------------------------------------------------------------- Lazy Acres/Hope Chapel Expansion TIA 2018 With Project Sunday Mid-day Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Peck Ave-Ford Ave/Artesia Blvd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.556 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 10 3 92 26 35 46 854 35 36 860 23 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 38 10 3 94 27 36 47 871 36 37 877 23 Added Vol: 13 0 0 0 0 13 13 26 13 0 25 0 Related Pro: 5 0 0 0 0 0 0 60 5 0 60 0 Initial Fut: 56 10 3 94 27 49 60 957 54 37 962 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 56 10 3 94 27 49 60 957 54 37 962 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 56 10 3 94 27 49 60 957 54 37 962 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 56 10 3 94 27 49 60 957 54 37 962 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.81 0.15 0.04 0.78 0.22 1.00 1.00 1.89 0.11 1.00 1.95 0.05 Final Sat.: 1293 237 71 1247 353 1600 1600 3030 170 1600 3124 76
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.04 0.04 0.06 0.08 0.03 0.04 0.32 0.32 0.02 0.31 0.31 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering
APPENDIX E
HCM ANALYSIS WORKSHEETS
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
1: Sepulveda Blvd & 2nd St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65
Future Volume (veh/h) 55 108 15 39 93 64 20 2903 17 43 979 65
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 55 108 15 39 93 64 20 2903 17 43 979 65
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 147 242 34 178 155 107 123 3482 20 120 3244 215
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.14 1.00 1.00 0.07 0.66 0.66
Sat Flow, veh/h 1237 1617 225 1276 1040 715 1792 5269 31 1792 4921 326
Grp Volume(v), veh/h 55 0 123 39 0 157 20 1885 1035 43 681 363
Grp Sat Flow(s),veh/h/ln 1237 0 1842 1276 0 1755 1792 1712 1876 1792 1712 1824
Q Serve(g_s), s 4.8 0.0 6.7 3.2 0.0 9.2 1.1 0.0 0.0 2.5 9.3 9.3
Cycle Q Clear(g_c), s 14.0 0.0 6.7 9.9 0.0 9.2 1.1 0.0 0.0 2.5 9.3 9.3
Prop In Lane 1.00 0.12 1.00 0.41 1.00 0.02 1.00 0.18
Lane Grp Cap(c), veh/h 147 0 275 178 0 262 123 2263 1240 120 2257 1202
V/C Ratio(X)0.37 0.00 0.45 0.22 0.00 0.60 0.16 0.83 0.84 0.36 0.30 0.30
Avail Cap(c_a), veh/h 168 0 306 200 0 292 123 2263 1240 120 2257 1202
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.2 0.0 42.6 47.1 0.0 43.7 44.6 0.0 0.0 49.1 8.0 8.0
Incr Delay (d2), s/veh 1.6 0.0 1.1 0.6 0.0 2.8 0.4 2.3 4.1 1.8 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 3.5 1.1 0.0 4.7 0.5 0.7 1.4 1.3 4.5 4.9
LnGrp Delay(d),s/veh 51.8 0.0 43.8 47.7 0.0 46.5 45.0 2.3 4.1 50.9 8.3 8.6
LnGrp LOS D D D D D A A D A A
Approach Vol, veh/h 178 196 2940 1087
Approach Delay, s/veh 46.3 46.7 3.2 10.1
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 77.2 20.9 12.1 77.0 20.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3
Max Q Clear Time (g_c+I1), s 4.5 2.0 16.0 3.1 11.3 11.9
Green Ext Time (p_c), s 0.0 53.9 0.5 0.0 8.6 1.0
Intersection Summary
HCM 2010 Ctrl Delay 8.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
2: Sepulveda Blvd & Longfellow AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 11 25 10 15 18 47 7 3038 21 47 963 11
Future Volume (veh/h) 11 25 10 15 18 47 7 3038 21 47 963 11
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 11 25 10 15 18 47 7 3038 21 47 963 11
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 50 53 17 158 29 75 267 3487 24 274 3488 40
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.31 1.00 1.00
Sat Flow, veh/h 153 849 278 1381 462 1206 1792 5262 36 1792 5235 60
Grp Volume(v), veh/h 46 0 0 15 0 65 7 1974 1085 47 630 344
Grp Sat Flow(s),veh/h/ln 1280 0 0 1381 0 1668 1792 1712 1875 1792 1712 1871
Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.2 0.3 32.3 32.7 2.1 0.0 0.0
Cycle Q Clear(g_c), s 4.5 0.0 0.0 1.0 0.0 4.2 0.3 32.3 32.7 2.1 0.0 0.0
Prop In Lane 0.24 0.22 1.00 0.72 1.00 0.02 1.00 0.03
Lane Grp Cap(c), veh/h 120 0 0 158 0 103 267 2269 1242 274 2281 1247
V/C Ratio(X)0.38 0.00 0.00 0.10 0.00 0.63 0.03 0.87 0.87 0.17 0.28 0.28
Avail Cap(c_a), veh/h 290 0 0 299 0 275 267 2269 1242 274 2281 1247
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.97 0.97 0.97
Uniform Delay (d), s/veh 49.9 0.0 0.0 48.9 0.0 50.4 37.7 4.1 4.1 33.1 0.0 0.0
Incr Delay (d2), s/veh 2.0 0.0 0.0 0.3 0.0 6.2 0.0 0.5 0.9 0.3 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 0.4 0.0 2.1 0.2 14.3 15.8 1.1 0.1 0.2
LnGrp Delay(d),s/veh 51.9 0.0 0.0 49.1 0.0 56.6 37.7 4.6 5.0 33.4 0.3 0.5
LnGrp LOS D D E D A A C A A
Approach Vol, veh/h 46 80 3066 1021
Approach Delay, s/veh 51.9 55.2 4.8 1.9
Approach LOS D E A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.3 77.4 11.3 20.9 77.8 11.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1
Max Q Clear Time (g_c+I1), s 4.1 34.7 6.5 2.3 2.0 6.2
Green Ext Time (p_c), s 0.0 33.8 0.4 0.0 7.8 0.4
Intersection Summary
HCM 2010 Ctrl Delay 5.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 92 363 69 282 506 592 46 2299 154 176 706 45
Future Volume (veh/h) 92 363 69 282 506 592 46 2299 154 176 706 45
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 92 363 69 282 506 592 46 2299 0 176 706 45
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 109 432 81 363 669 413 114 2655 827 248 2589 164
Arrive On Green 0.06 0.14 0.14 0.10 0.19 0.19 0.13 1.00 0.00 0.02 0.17 0.17
Sat Flow, veh/h 1792 3003 565 3476 3574 1599 1792 5136 1599 3476 4937 313
Grp Volume(v), veh/h 92 215 217 282 506 592 46 2299 0 176 489 262
Grp Sat Flow(s),veh/h/ln 1792 1787 1781 1738 1787 1599 1792 1712 1599 1738 1712 1826
Q Serve(g_s), s 5.6 12.9 13.1 8.7 14.7 20.6 2.6 0.0 0.0 5.5 13.6 13.7
Cycle Q Clear(g_c), s 5.6 12.9 13.1 8.7 14.7 20.6 2.6 0.0 0.0 5.5 13.6 13.7
Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 109 257 256 363 669 413 114 2655 827 248 1796 958
V/C Ratio(X)0.84 0.84 0.85 0.78 0.76 1.43 0.40 0.87 0.00 0.71 0.27 0.27
Avail Cap(c_a), veh/h 109 292 292 363 669 413 114 2655 827 521 1796 958
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.00 0.98 0.98 0.98
Uniform Delay (d), s/veh 51.1 45.8 45.9 48.0 42.3 24.2 46.1 0.0 0.0 52.6 27.3 27.3
Incr Delay (d2), s/veh 41.9 16.8 18.7 10.2 4.9 207.9 1.6 2.9 0.0 3.7 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 7.5 7.8 4.7 7.7 35.1 1.3 0.7 0.0 2.8 6.5 7.1
LnGrp Delay(d),s/veh 93.1 62.7 64.6 58.2 47.2 232.1 47.6 2.9 0.0 56.3 27.6 28.0
LnGrp LOS F E E E D F D A E C C
Approach Vol, veh/h 524 1380 2345 927
Approach Delay, s/veh 68.8 128.8 3.7 33.2
Approach LOS E F A C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.3 61.4 16.0 20.3 11.5 62.2 11.2 25.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6
Max Q Clear Time (g_c+I1), s 7.5 2.0 10.7 15.1 4.6 15.7 7.6 22.6
Green Ext Time (p_c), s 0.3 30.6 0.0 0.7 0.0 5.4 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 48.9
HCM 2010 LOS D
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
4: PCH & 21st St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 54 84 13 75 92 63 42 2477 33 20 897 14
Future Volume (veh/h) 54 84 13 75 92 63 42 2477 33 20 897 14
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 54 84 13 75 92 63 42 2477 33 20 897 14
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 114 162 22 120 124 76 524 3888 52 163 3877 60
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 399 934 126 441 710 434 616 5223 69 131 5209 81
Grp Volume(v), veh/h 151 0 0 230 0 0 42 1622 888 20 589 322
Grp Sat Flow(s),veh/h/ln 1458 0 0 1586 0 0 616 1712 1869 131 1712 1867
Q Serve(g_s), s 0.0 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.2 0.0 0.0 15.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.36 0.09 0.33 0.27 1.00 0.04 1.00 0.04
Lane Grp Cap(c), veh/h 298 0 0 319 0 0 524 2548 1391 163 2548 1390
V/C Ratio(X)0.51 0.00 0.00 0.72 0.00 0.00 0.08 0.64 0.64 0.12 0.23 0.23
Avail Cap(c_a), veh/h 432 0 0 454 0 0 524 2548 1391 163 2548 1390
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.77 0.77 0.77 0.90 0.90 0.90
Uniform Delay (d), s/veh 41.4 0.0 0.0 43.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 3.2 0.0 0.0 0.2 1.0 1.8 1.4 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 7.1 0.0 0.0 0.0 0.3 0.7 0.1 0.1 0.1
LnGrp Delay(d),s/veh 42.7 0.0 0.0 47.0 0.0 0.0 0.2 1.0 1.8 1.4 0.2 0.4
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 151 230 2552 931
Approach Delay, s/veh 42.7 47.0 1.2 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 86.4 23.6 86.4 23.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5
Max Q Clear Time (g_c+I1), s 2.0 12.2 2.0 17.4
Green Ext Time (p_c), s 59.8 2.1 59.8 1.7
Intersection Summary
HCM 2010 Ctrl Delay 5.3
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
5: PCH & 16th St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 79 0 52 29 0 25 70 2311 30 7 813 159
Future Volume (veh/h) 79 0 52 29 0 25 70 2311 30 7 813 159
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 79 0 52 29 0 25 70 2311 30 7 813 159
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 113 0 101 37 0 32 90 2902 38 318 3505 1091
Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00
Sat Flow, veh/h 1792 0 1599 911 0 786 1792 5225 68 1792 5136 1599
Grp Volume(v), veh/h 79 0 52 54 0 0 70 1513 828 7 813 159
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1869 1792 1712 1599
Q Serve(g_s), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0
Cycle Q Clear(g_c), s 4.8 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0
Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 113 0 101 69 0 0 90 1902 1038 318 3505 1091
V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.80 0.80 0.02 0.23 0.15
Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1038 318 3505 1091
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.98 0.98 0.98
Uniform Delay (d), s/veh 50.5 0.0 49.9 52.3 0.0 0.0 51.6 19.5 19.5 29.3 0.0 0.0
Incr Delay (d2), s/veh 7.5 0.0 4.0 17.8 0.0 0.0 13.1 3.5 6.4 0.0 0.2 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.6 2.0 0.0 0.0 2.4 19.0 21.6 0.1 0.0 0.1
LnGrp Delay(d),s/veh 58.0 0.0 53.9 70.1 0.0 0.0 64.8 23.0 25.9 29.3 0.2 0.3
LnGrp LOS E D E E C C C A A
Approach Vol, veh/h 131 54 2411 979
Approach Delay, s/veh 56.4 70.1 25.2 0.4
Approach LOS E E C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.0 65.6 11.4 10.0 79.6 8.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5
Max Q Clear Time (g_c+I1), s 2.3 40.9 6.8 6.2 2.0 5.5
Green Ext Time (p_c), s 1.2 16.1 0.3 0.0 7.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 20.2
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
1: Sepulveda Blvd & 2nd St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 69 77 68 39 52 33 22 1368 26 35 2292 27
Future Volume (veh/h) 69 77 68 39 52 33 22 1368 26 35 2292 27
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 69 77 68 39 52 33 22 1368 26 35 2292 27
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 196 127 112 146 148 94 210 3612 69 56 3192 38
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.03 0.61 0.61
Sat Flow, veh/h 1320 923 815 1250 1077 684 1792 5189 99 1792 5233 62
Grp Volume(v), veh/h 69 0 145 39 0 85 22 903 491 35 1499 820
Grp Sat Flow(s),veh/h/ln 1320 0 1737 1250 0 1761 1792 1712 1864 1792 1712 1870
Q Serve(g_s), s 5.0 0.0 7.9 3.0 0.0 4.4 1.0 0.0 0.0 1.9 30.4 30.5
Cycle Q Clear(g_c), s 9.4 0.0 7.9 10.9 0.0 4.4 1.0 0.0 0.0 1.9 30.4 30.5
Prop In Lane 1.00 0.47 1.00 0.39 1.00 0.05 1.00 0.03
Lane Grp Cap(c), veh/h 196 0 239 146 0 243 210 2383 1297 56 2088 1141
V/C Ratio(X)0.35 0.00 0.61 0.27 0.00 0.35 0.10 0.38 0.38 0.63 0.72 0.72
Avail Cap(c_a), veh/h 272 0 339 218 0 343 210 2383 1297 116 2088 1141
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.3 0.0 40.6 45.7 0.0 39.1 34.2 0.0 0.0 47.9 13.5 13.5
Incr Delay (d2), s/veh 1.1 0.0 2.5 1.0 0.0 0.9 0.2 0.4 0.8 11.1 2.2 3.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 3.9 1.1 0.0 2.2 0.5 0.1 0.3 1.1 14.8 16.7
LnGrp Delay(d),s/veh 44.4 0.0 43.0 46.6 0.0 39.9 34.4 0.4 0.8 58.9 15.7 17.5
LnGrp LOS D D D D C AAEBB
Approach Vol, veh/h 214 124 1416 2354
Approach Delay, s/veh 43.4 42.0 1.1 16.9
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 74.1 18.3 16.2 65.5 18.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 11.4 3.0 32.5 12.9
Green Ext Time (p_c), s 0.0 13.5 1.0 2.2 20.9 0.9
Intersection Summary
HCM 2010 Ctrl Delay 13.6
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
2: Sepulveda Blvd & Longfellow PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 14 15 39 17 26 24 1338 21 20 2398 13
Future Volume (veh/h) 13 14 15 39 17 26 24 1338 21 20 2398 13
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 13 14 15 39 17 26 24 1338 21 20 2398 13
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 62 34 27 162 37 57 341 3245 51 334 3263 18
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.38 1.00 1.00 0.37 1.00 1.00
Sat Flow, veh/h 275 609 491 1389 672 1028 1792 5209 82 1792 5271 29
Grp Volume(v), veh/h 42 0 0 39 0 43 24 879 480 20 1557 854
Grp Sat Flow(s),veh/h/ln 1376 0 0 1389 0 1700 1792 1712 1867 1792 1712 1876
Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 2.5 0.9 0.0 0.0 0.7 0.0 0.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 2.1 0.0 2.5 0.9 0.0 0.0 0.7 0.0 0.0
Prop In Lane 0.31 0.36 1.00 0.60 1.00 0.04 1.00 0.02
Lane Grp Cap(c), veh/h 123 0 0 162 0 94 341 2133 1163 334 2119 1161
V/C Ratio(X)0.34 0.00 0.00 0.24 0.00 0.46 0.07 0.41 0.41 0.06 0.73 0.74
Avail Cap(c_a), veh/h 330 0 0 342 0 314 341 2133 1163 334 2119 1161
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.85 0.85 0.85 0.77 0.77 0.77
Uniform Delay (d), s/veh 46.0 0.0 0.0 45.6 0.0 45.8 25.3 0.0 0.0 25.7 0.0 0.0
Incr Delay (d2), s/veh 1.6 0.0 0.0 0.8 0.0 3.4 0.1 0.5 0.9 0.1 1.8 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.1 0.0 1.2 0.4 0.1 0.3 0.4 0.5 1.0
LnGrp Delay(d),s/veh 47.6 0.0 0.0 46.4 0.0 49.2 25.4 0.5 0.9 25.8 1.8 3.2
LnGrp LOS D D D C A A C A A
Approach Vol, veh/h 42 82 1383 2431
Approach Delay, s/veh 47.6 47.8 1.1 2.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.2 66.8 10.0 23.6 66.4 10.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5
Max Q Clear Time (g_c+I1), s 2.7 2.0 5.3 2.9 2.0 4.5
Green Ext Time (p_c), s 0.0 12.9 0.4 0.0 36.1 0.4
Intersection Summary
HCM 2010 Ctrl Delay 3.4
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 67 404 53 268 346 274 40 993 265 481 1893 66
Future Volume (veh/h) 67 404 53 268 346 274 40 993 265 481 1893 66
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 67 404 53 268 346 274 40 993 0 481 1893 66
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 87 490 64 355 743 737 177 1597 497 879 2370 83
Arrive On Green 0.05 0.15 0.15 0.10 0.21 0.21 0.20 0.62 0.00 0.51 0.93 0.93
Sat Flow, veh/h 1792 3180 415 3476 3574 1599 1792 5136 1599 3476 5096 177
Grp Volume(v), veh/h 67 226 231 268 346 274 40 993 0 481 1271 688
Grp Sat Flow(s),veh/h/ln 1792 1787 1808 1738 1787 1599 1792 1712 1599 1738 1712 1850
Q Serve(g_s), s 3.7 12.2 12.4 7.5 8.5 1.9 1.9 11.9 0.0 9.5 10.1 10.2
Cycle Q Clear(g_c), s 3.7 12.2 12.4 7.5 8.5 1.9 1.9 11.9 0.0 9.5 10.1 10.2
Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 87 276 279 355 743 737 177 1597 497 879 1592 860
V/C Ratio(X)0.77 0.82 0.83 0.76 0.47 0.37 0.23 0.62 0.00 0.55 0.80 0.80
Avail Cap(c_a), veh/h 167 331 334 400 743 737 177 1597 497 879 1592 860
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.00 0.80 0.80 0.80
Uniform Delay (d), s/veh 47.0 40.9 41.0 43.7 34.7 8.2 36.9 15.3 0.0 20.8 2.2 2.2
Incr Delay (d2), s/veh 13.5 12.9 13.7 7.1 0.5 0.3 0.6 1.8 0.0 0.6 3.4 6.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 7.0 7.2 4.0 4.2 3.3 1.0 5.8 0.0 4.5 4.3 5.3
LnGrp Delay(d),s/veh 60.5 53.9 54.7 50.8 35.2 8.5 37.5 17.0 0.0 21.4 5.7 8.5
LnGrp LOS E DDDDADB CAA
Approach Vol, veh/h 524 888 1033 2440
Approach Delay, s/veh 55.1 31.7 17.8 9.5
Approach LOS E C B A
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.8 35.6 14.7 19.9 14.4 51.0 9.3 25.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7
Max Q Clear Time (g_c+I1), s 11.5 13.9 9.5 14.4 3.9 12.2 5.7 10.5
Green Ext Time (p_c), s 1.4 6.4 0.7 1.0 0.4 19.4 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 20.2
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
4: PCH & 21st St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 21 47 13 33 56 41 31 1245 25 74 2074 76
Future Volume (veh/h) 21 47 13 33 56 41 31 1245 25 74 2074 76
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 21 47 13 33 56 41 31 1245 25 74 2074 76
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 75 120 29 77 84 54 223 4199 84 427 4121 151
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 302 1199 287 323 844 538 187 5183 104 439 5086 186
Grp Volume(v), veh/h 81 0 0 130 0 0 31 822 448 74 1394 756
Grp Sat Flow(s),veh/h/ln 1788 0 0 1706 0 0 187 1712 1863 439 1712 1848
Q Serve(g_s), s 0.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.2 0.0 0.0 7.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.26 0.16 0.25 0.32 1.00 0.06 1.00 0.10
Lane Grp Cap(c), veh/h 224 0 0 215 0 0 223 2774 1509 427 2774 1498
V/C Ratio(X)0.36 0.00 0.00 0.60 0.00 0.00 0.14 0.30 0.30 0.17 0.50 0.50
Avail Cap(c_a), veh/h 357 0 0 348 0 0 223 2774 1509 427 2774 1498
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.62 0.62 0.62
Uniform Delay (d), s/veh 42.4 0.0 0.0 43.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.0 0.0 0.0 2.7 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 3.7 0.0 0.0 0.1 0.1 0.2 0.1 0.2 0.3
LnGrp Delay(d),s/veh 43.4 0.0 0.0 46.4 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 81 130 1301 2224
Approach Delay, s/veh 43.4 46.4 0.4 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 85.5 14.5 85.5 14.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1
Max Q Clear Time (g_c+I1), s 2.0 6.2 2.0 9.3
Green Ext Time (p_c), s 60.1 0.9 60.1 0.7
Intersection Summary
HCM 2010 Ctrl Delay 3.0
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
5: PCH & 16th St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 167 0 112 27 0 4 89 1026 21 4 1884 271
Future Volume (veh/h) 167 0 112 27 0 4 89 1026 21 4 1884 271
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 167 0 112 27 0 4 89 1026 21 4 1884 271
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 210 0 187 44 0 7 384 3465 71 9 2362 736
Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.21 0.67 0.67 0.00 0.15 0.15
Sat Flow, veh/h 1792 0 1599 1537 0 228 1792 5180 106 1792 5136 1599
Grp Volume(v), veh/h 167 0 112 31 0 0 89 678 369 4 1884 271
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1764 0 0 1792 1712 1862 1792 1712 1599
Q Serve(g_s), s 9.1 0.0 6.7 1.7 0.0 0.0 4.1 8.2 8.2 0.2 35.4 15.2
Cycle Q Clear(g_c), s 9.1 0.0 6.7 1.7 0.0 0.0 4.1 8.2 8.2 0.2 35.4 15.2
Prop In Lane 1.00 1.00 0.87 0.13 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 210 0 187 51 0 0 384 2290 1246 9 2362 736
V/C Ratio(X)0.80 0.00 0.60 0.61 0.00 0.00 0.23 0.30 0.30 0.42 0.80 0.37
Avail Cap(c_a), veh/h 322 0 288 132 0 0 384 2290 1246 90 2362 736
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.83 0.83 0.83
Uniform Delay (d), s/veh 43.0 0.0 41.9 48.0 0.0 0.0 32.5 6.8 6.8 49.8 37.9 29.4
Incr Delay (d2), s/veh 7.6 0.0 3.0 11.2 0.0 0.0 0.3 0.3 0.6 23.2 2.4 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 0.0 3.1 1.0 0.0 0.0 2.1 4.0 4.4 0.2 17.3 7.0
LnGrp Delay(d),s/veh 50.6 0.0 45.0 59.2 0.0 0.0 32.8 7.2 7.4 73.0 40.3 30.5
LnGrp LOS D D E C A A E D C
Approach Vol, veh/h 279 31 1136 2159
Approach Delay, s/veh 48.3 59.2 9.3 39.2
Approach LOS D E A D
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 71.4 16.2 25.9 50.5 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5
Max Q Clear Time (g_c+I1), s 2.2 10.2 11.1 6.1 37.4 3.7
Green Ext Time (p_c), s 0.0 8.7 0.6 0.8 7.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay 30.6
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 42 25 18 14 34 35 9 1580 8 12 1345 62
Future Volume (veh/h) 42 25 18 14 34 35 9 1580 8 12 1345 62
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 42 25 18 14 34 35 9 1580 8 12 1345 62
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 170 99 71 192 83 85 385 3793 19 26 2610 120
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.01 0.52 0.52
Sat Flow, veh/h 1340 1018 733 1371 851 876 1792 5274 27 1792 5032 232
Grp Volume(v), veh/h 42 0 43 14 0 69 9 1026 562 12 915 492
Grp Sat Flow(s),veh/h/ln 1340 0 1752 1371 0 1727 1792 1712 1876 1792 1712 1840
Q Serve(g_s), s 2.4 0.0 1.8 0.8 0.0 3.0 0.2 0.0 0.0 0.5 14.0 14.0
Cycle Q Clear(g_c), s 5.4 0.0 1.8 2.6 0.0 3.0 0.2 0.0 0.0 0.5 14.0 14.0
Prop In Lane 1.00 0.42 1.00 0.51 1.00 0.01 1.00 0.13
Lane Grp Cap(c), veh/h 170 0 171 192 0 168 385 2463 1350 26 1776 955
V/C Ratio(X)0.25 0.00 0.25 0.07 0.00 0.41 0.02 0.42 0.42 0.46 0.52 0.52
Avail Cap(c_a), veh/h 366 0 427 393 0 421 385 2463 1350 123 1776 955
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.5 0.0 33.4 34.6 0.0 33.9 18.0 0.0 0.0 39.1 12.6 12.6
Incr Delay (d2), s/veh 0.7 0.0 0.8 0.2 0.0 1.6 0.0 0.5 0.9 11.9 1.1 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 0.9 0.3 0.0 1.5 0.1 0.2 0.3 0.4 6.9 7.6
LnGrp Delay(d),s/veh 37.3 0.0 34.2 34.8 0.0 35.5 18.0 0.5 0.9 51.0 13.7 14.6
LnGrp LOS D C C D B A A D B B
Approach Vol, veh/h 85 83 1597 1419
Approach Delay, s/veh 35.7 35.4 0.7 14.3
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.7 62.0 12.3 21.7 46.0 12.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5
Max Q Clear Time (g_c+I1), s 2.5 2.0 7.4 2.2 16.0 5.0
Green Ext Time (p_c), s 0.0 15.2 0.5 2.6 10.8 0.6
Intersection Summary
HCM 2010 Ctrl Delay 8.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)33811991674 0 2 1354 10
Future Volume (veh/h)33811991674 0 2 1354 10
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 33811991674 0 2 1354 10
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 62 7 19 133 4 39 20 2728 0 490 4172 31
Arrive On Green 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.71 0.00 0.55 1.00 1.00
Sat Flow, veh/h 266 266 710 1412 162 1461 1792 5305 0 1792 5259 39
Grp Volume(v), veh/h 14 00101091674 0 2 881 483
Grp Sat Flow(s),veh/h/ln 1242 0 0 1412 0 1623 1792 1712 0 1792 1712 1874
Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.5 0.4 13.5 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.0 0.0 0.5 0.4 13.5 0.0 0.0 0.0 0.0
Prop In Lane 0.21 0.57 1.00 0.90 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 88 0 0 133 0 43 20 2728 0 490 2716 1487
V/C Ratio(X)0.16 0.00 0.00 0.01 0.00 0.23 0.44 0.61 0.00 0.00 0.32 0.32
Avail Cap(c_a), veh/h 416 0 0 422 0 375 123 2728 0 490 2716 1487
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.78 0.78 0.00 0.95 0.95 0.95
Uniform Delay (d), s/veh 38.7 0.0 0.0 37.9 0.0 38.1 39.1 7.5 0.0 13.2 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 2.7 11.4 0.8 0.0 0.0 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.0 0.0 0.2 0.3 6.4 0.0 0.0 0.1 0.2
LnGrp Delay(d),s/veh 39.5 0.0 0.0 37.9 0.0 40.8 50.5 8.3 0.0 13.2 0.3 0.6
LnGrp LOS D D D D A B A A
Approach Vol, veh/h 14 11 1683 1366
Approach Delay, s/veh 39.5 40.6 8.5 0.4
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.4 47.0 6.6 5.4 68.0 6.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5
Max Q Clear Time (g_c+I1), s 2.0 15.5 3.2 2.4 2.0 2.5
Green Ext Time (p_c), s 2.5 14.6 0.0 0.0 12.1 0.1
Intersection Summary
HCM 2010 Ctrl Delay 5.2
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 90 273 63 325 378 349 54 1117 215 194 1013 105
Future Volume (veh/h) 90 273 63 325 378 349 54 1117 215 194 1013 105
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 90 273 63 325 378 349 54 1117 0 194 1013 105
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 116 383 87 430 683 656 78 1541 480 761 2247 233
Arrive On Green 0.06 0.13 0.13 0.12 0.19 0.19 0.01 0.10 0.00 0.07 0.16 0.16
Sat Flow, veh/h 1792 2895 657 3476 3574 1599 1792 5136 1599 3476 4729 489
Grp Volume(v), veh/h 90 167 169 325 378 349 54 1117 0 194 733 385
Grp Sat Flow(s),veh/h/ln 1792 1787 1765 1738 1787 1599 1792 1712 1599 1738 1712 1795
Q Serve(g_s), s 4.0 7.1 7.4 7.2 7.7 2.7 2.4 16.9 0.0 4.2 15.5 15.6
Cycle Q Clear(g_c), s 4.0 7.1 7.4 7.2 7.7 2.7 2.4 16.9 0.0 4.2 15.5 15.6
Prop In Lane 1.00 0.37 1.00 1.00 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 116 237 234 430 683 656 78 1541 480 761 1627 853
V/C Ratio(X)0.77 0.70 0.72 0.76 0.55 0.53 0.69 0.72 0.00 0.26 0.45 0.45
Avail Cap(c_a), veh/h 215 402 397 456 844 728 123 1541 480 761 1627 853
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.00 0.97 0.97 0.97
Uniform Delay (d), s/veh 36.8 33.2 33.3 33.9 29.3 7.2 38.9 32.8 0.0 30.9 24.3 24.3
Incr Delay (d2), s/veh 10.3 3.8 4.2 6.7 0.7 0.7 9.8 2.9 0.0 0.2 0.9 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 3.8 3.8 3.9 3.8 3.5 1.4 8.4 0.0 2.0 7.6 8.1
LnGrp Delay(d),s/veh 47.2 37.0 37.5 40.6 30.0 7.9 48.7 35.7 0.0 31.1 25.1 25.9
LnGrp LOS DDDDCADD CCC
Approach Vol, veh/h 426 1052 1171 1312
Approach Delay, s/veh 39.4 25.9 36.3 26.3
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.0 28.5 14.4 15.1 8.0 42.5 9.7 19.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9
Max Q Clear Time (g_c+I1), s 6.2 18.9 9.2 9.4 4.4 17.6 6.0 9.7
Green Ext Time (p_c), s 1.5 3.1 0.7 1.2 0.0 5.6 0.1 3.4
Intersection Summary
HCM 2010 Ctrl Delay 30.5
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
4: PCH & 21st St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 23 18 15 25 35 25 39 1368 22 36 1324 54
Future Volume (veh/h) 23 18 15 25 35 25 39 1368 22 36 1324 54
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 23 18 15 25 35 25 39 1368 22 36 1324 54
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 104 56 35 87 62 38 411 4223 68 407 4106 167
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 529 732 461 381 818 500 396 5206 84 391 5062 206
Grp Volume(v), veh/h 56 0 0 85 0 0 39 900 490 36 895 483
Grp Sat Flow(s),veh/h/ln 1723 0 0 1698 0 0 396 1712 1866 391 1712 1845
Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.4 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.41 0.27 0.29 0.29 1.00 0.04 1.00 0.11
Lane Grp Cap(c), veh/h 195 0 0 188 0 0 411 2777 1514 407 2777 1496
V/C Ratio(X)0.29 0.00 0.00 0.45 0.00 0.00 0.09 0.32 0.32 0.09 0.32 0.32
Avail Cap(c_a), veh/h 494 0 0 501 0 0 411 2777 1514 407 2777 1496
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.84 0.84 0.84
Uniform Delay (d), s/veh 35.2 0.0 0.0 35.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 1.7 0.0 0.0 0.4 0.3 0.5 0.4 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.9 0.0 0.0 0.0 0.1 0.2 0.0 0.1 0.2
LnGrp Delay(d),s/veh 36.0 0.0 0.0 37.5 0.0 0.0 0.4 0.3 0.5 0.4 0.3 0.5
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 56 85 1429 1414
Approach Delay, s/veh 36.0 37.5 0.4 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 69.4 10.6 69.4 10.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5
Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 5.8
Green Ext Time (p_c), s 34.7 0.6 34.7 0.6
Intersection Summary
HCM 2010 Ctrl Delay 2.1
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Conditions
5: PCH & 16th St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 96 1 82 10 0 12 65 1247 6 6 1147 159
Future Volume (veh/h) 96 1 82 10 0 12 65 1247 6 6 1147 159
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 96 1 82 10 0 12 65 1247 6 6 1147 159
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 147 2 130 18 0 22 86 2011 10 515 3189 993
Arrive On Green 0.08 0.08 0.08 0.02 0.00 0.02 0.05 0.38 0.38 0.57 1.00 1.00
Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5275 25 1792 5136 1599
Grp Volume(v), veh/h 96 0 83 22 0 0 65 809 444 6 1147 159
Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599
Q Serve(g_s), s 4.2 0.0 4.0 1.0 0.0 0.0 2.9 15.3 15.3 0.1 0.0 0.0
Cycle Q Clear(g_c), s 4.2 0.0 4.0 1.0 0.0 0.0 2.9 15.3 15.3 0.1 0.0 0.0
Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 147 0 131 41 0 0 86 1305 715 515 3189 993
V/C Ratio(X)0.65 0.00 0.63 0.54 0.00 0.00 0.76 0.62 0.62 0.01 0.36 0.16
Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 715 515 3189 993
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.95 0.95 0.95
Uniform Delay (d), s/veh 35.6 0.0 35.5 38.6 0.0 0.0 37.6 20.1 20.1 12.1 0.0 0.0
Incr Delay (d2), s/veh 4.8 0.0 4.9 10.7 0.0 0.0 12.8 2.2 4.0 0.0 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 0.0 2.0 0.6 0.0 0.0 1.7 7.6 8.7 0.1 0.1 0.1
LnGrp Delay(d),s/veh 40.4 0.0 40.5 49.3 0.0 0.0 50.5 22.3 24.1 12.1 0.3 0.3
LnGrp LOS D D D D C C B A A
Approach Vol, veh/h 179 22 1318 1312
Approach Delay, s/veh 40.4 49.3 24.3 0.4
Approach LOS D D C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 27.5 35.0 11.1 8.3 54.2 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5
Max Q Clear Time (g_c+I1), s 2.1 17.3 6.2 4.9 2.0 3.0
Green Ext Time (p_c), s 2.3 6.6 0.5 0.0 9.8 0.0
Intersection Summary
HCM 2010 Ctrl Delay 14.4
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
1: Sepulveda Blvd & 2nd St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 108 14 38 93 64 20 2903 17 43 978 65
Future Volume (veh/h) 55 108 14 38 93 64 20 2903 17 43 978 65
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 55 108 14 38 93 64 20 2903 17 43 978 65
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 147 244 32 179 155 107 123 3482 20 120 3243 215
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.14 1.00 1.00 0.07 0.66 0.66
Sat Flow, veh/h 1237 1632 212 1277 1040 715 1792 5269 31 1792 4921 326
Grp Volume(v), veh/h 55 0 122 38 0 157 20 1885 1035 43 680 363
Grp Sat Flow(s),veh/h/ln 1237 0 1844 1277 0 1755 1792 1712 1876 1792 1712 1824
Q Serve(g_s), s 4.8 0.0 6.6 3.1 0.0 9.2 1.1 0.0 0.0 2.5 9.3 9.3
Cycle Q Clear(g_c), s 14.0 0.0 6.6 9.7 0.0 9.2 1.1 0.0 0.0 2.5 9.3 9.3
Prop In Lane 1.00 0.11 1.00 0.41 1.00 0.02 1.00 0.18
Lane Grp Cap(c), veh/h 147 0 275 179 0 262 123 2263 1240 120 2257 1202
V/C Ratio(X)0.37 0.00 0.44 0.21 0.00 0.60 0.16 0.83 0.84 0.36 0.30 0.30
Avail Cap(c_a), veh/h 168 0 307 201 0 292 123 2263 1240 120 2257 1202
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.2 0.0 42.6 47.0 0.0 43.7 44.6 0.0 0.0 49.1 8.0 8.0
Incr Delay (d2), s/veh 1.6 0.0 1.1 0.6 0.0 2.8 0.4 2.3 4.1 1.8 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 3.5 1.1 0.0 4.7 0.5 0.7 1.4 1.3 4.5 4.9
LnGrp Delay(d),s/veh 51.8 0.0 43.7 47.6 0.0 46.5 45.0 2.3 4.1 50.8 8.3 8.6
LnGrp LOS D D D D D A A D A A
Approach Vol, veh/h 177 195 2940 1086
Approach Delay, s/veh 46.2 46.7 3.2 10.1
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 77.2 20.9 12.1 77.0 20.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3
Max Q Clear Time (g_c+I1), s 4.5 2.0 16.0 3.1 11.3 11.7
Green Ext Time (p_c), s 0.0 53.9 0.5 0.0 8.6 1.0
Intersection Summary
HCM 2010 Ctrl Delay 8.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
2: Sepulveda Blvd & Longfellow AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 11 25 9 14 18 47 7 3039 21 47 961 11
Future Volume (veh/h) 11 25 9 14 18 47 7 3039 21 47 961 11
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 11 25 9 14 18 47 7 3039 21 47 961 11
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 50 53 16 157 28 74 268 3487 24 274 3488 40
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.31 1.00 1.00
Sat Flow, veh/h 154 862 254 1383 462 1206 1792 5262 36 1792 5234 60
Grp Volume(v), veh/h 45 0 0 14 0 65 7 1975 1085 47 628 344
Grp Sat Flow(s),veh/h/ln 1271 0 0 1383 0 1668 1792 1712 1875 1792 1712 1871
Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 4.2 0.3 32.3 32.8 2.1 0.0 0.0
Cycle Q Clear(g_c), s 4.5 0.0 0.0 0.9 0.0 4.2 0.3 32.3 32.8 2.1 0.0 0.0
Prop In Lane 0.24 0.20 1.00 0.72 1.00 0.02 1.00 0.03
Lane Grp Cap(c), veh/h 119 0 0 157 0 102 268 2269 1242 274 2281 1247
V/C Ratio(X)0.38 0.00 0.00 0.09 0.00 0.63 0.03 0.87 0.87 0.17 0.28 0.28
Avail Cap(c_a), veh/h 290 0 0 300 0 275 268 2269 1242 274 2281 1247
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.97 0.97 0.97
Uniform Delay (d), s/veh 49.9 0.0 0.0 48.9 0.0 50.4 37.6 4.1 4.1 33.0 0.0 0.0
Incr Delay (d2), s/veh 2.0 0.0 0.0 0.2 0.0 6.4 0.0 0.5 0.9 0.3 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 0.4 0.0 2.1 0.2 14.3 15.8 1.1 0.1 0.2
LnGrp Delay(d),s/veh 51.9 0.0 0.0 49.1 0.0 56.8 37.6 4.6 5.0 33.3 0.3 0.5
LnGrp LOS D D E D A A C A A
Approach Vol, veh/h 45 79 3067 1019
Approach Delay, s/veh 51.9 55.4 4.8 1.9
Approach LOS D E A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.3 77.4 11.3 20.9 77.8 11.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1
Max Q Clear Time (g_c+I1), s 4.1 34.8 6.5 2.3 2.0 6.2
Green Ext Time (p_c), s 0.0 33.7 0.4 0.0 7.7 0.4
Intersection Summary
HCM 2010 Ctrl Delay 5.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 92 361 69 283 507 592 47 2300 154 173 706 45
Future Volume (veh/h) 92 361 69 283 507 592 47 2300 154 173 706 45
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 92 361 69 283 507 592 47 2300 0 173 706 45
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 109 430 81 365 669 412 114 2660 828 244 2589 164
Arrive On Green 0.06 0.14 0.14 0.10 0.19 0.19 0.13 1.00 0.00 0.02 0.17 0.17
Sat Flow, veh/h 1792 3000 568 3476 3574 1599 1792 5136 1599 3476 4937 313
Grp Volume(v), veh/h 92 214 216 283 507 592 47 2300 0 173 489 262
Grp Sat Flow(s),veh/h/ln 1792 1787 1781 1738 1787 1599 1792 1712 1599 1738 1712 1826
Q Serve(g_s), s 5.6 12.8 13.0 8.7 14.8 20.6 2.7 0.0 0.0 5.4 13.6 13.7
Cycle Q Clear(g_c), s 5.6 12.8 13.0 8.7 14.8 20.6 2.7 0.0 0.0 5.4 13.6 13.7
Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 109 256 255 365 669 412 114 2660 828 244 1796 958
V/C Ratio(X)0.84 0.83 0.85 0.78 0.76 1.44 0.41 0.86 0.00 0.71 0.27 0.27
Avail Cap(c_a), veh/h 109 292 291 365 669 412 114 2660 828 521 1796 958
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.00 0.98 0.98 0.98
Uniform Delay (d), s/veh 51.1 45.8 45.9 48.0 42.3 24.2 46.1 0.0 0.0 52.6 27.3 27.3
Incr Delay (d2), s/veh 41.9 16.7 18.5 10.1 5.0 210.2 1.6 2.8 0.0 3.7 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 7.5 7.7 4.7 7.8 35.2 1.4 0.7 0.0 2.7 6.5 7.1
LnGrp Delay(d),s/veh 93.1 62.5 64.4 58.1 47.3 234.4 47.7 2.8 0.0 56.3 27.6 28.0
LnGrp LOS F E E E D F D A E C C
Approach Vol, veh/h 522 1382 2347 924
Approach Delay, s/veh 68.7 129.7 3.7 33.1
Approach LOS E F A C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 61.5 16.0 20.3 11.5 62.2 11.2 25.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6
Max Q Clear Time (g_c+I1), s 7.4 2.0 10.7 15.0 4.7 15.7 7.6 22.6
Green Ext Time (p_c), s 0.3 30.7 0.0 0.7 0.0 5.4 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 49.2
HCM 2010 LOS D
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
4: PCH & 21st St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 53 84 13 75 92 63 42 2475 33 20 898 14
Future Volume (veh/h) 53 84 13 75 92 63 42 2475 33 20 898 14
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 53 84 13 75 92 63 42 2475 33 20 898 14
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 113 164 22 120 123 76 524 3889 52 163 3879 60
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 394 944 127 442 711 435 616 5223 69 131 5209 81
Grp Volume(v), veh/h 150 0 0 230 0 0 42 1620 888 20 590 322
Grp Sat Flow(s),veh/h/ln 1465 0 0 1588 0 0 616 1712 1869 131 1712 1867
Q Serve(g_s), s 0.0 0.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.0 0.0 0.0 15.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.35 0.09 0.33 0.27 1.00 0.04 1.00 0.04
Lane Grp Cap(c), veh/h 299 0 0 319 0 0 524 2549 1392 163 2549 1390
V/C Ratio(X)0.50 0.00 0.00 0.72 0.00 0.00 0.08 0.64 0.64 0.12 0.23 0.23
Avail Cap(c_a), veh/h 433 0 0 454 0 0 524 2549 1392 163 2549 1390
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.77 0.77 0.77 0.90 0.90 0.90
Uniform Delay (d), s/veh 41.3 0.0 0.0 43.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 3.2 0.0 0.0 0.2 0.9 1.7 1.4 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 7.1 0.0 0.0 0.0 0.3 0.7 0.1 0.1 0.1
LnGrp Delay(d),s/veh 42.6 0.0 0.0 47.0 0.0 0.0 0.2 0.9 1.7 1.4 0.2 0.4
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 150 230 2550 932
Approach Delay, s/veh 42.6 47.0 1.2 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 86.4 23.6 86.4 23.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5
Max Q Clear Time (g_c+I1), s 2.0 12.0 2.0 17.4
Green Ext Time (p_c), s 59.8 2.1 59.8 1.7
Intersection Summary
HCM 2010 Ctrl Delay 5.3
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
5: PCH & 16th St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 78 0 52 29 0 25 70 2310 30 7 814 159
Future Volume (veh/h) 78 0 52 29 0 25 70 2310 30 7 814 159
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 78 0 52 29 0 25 70 2310 30 7 814 159
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 112 0 100 37 0 32 90 2902 38 319 3508 1092
Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.36 1.00 1.00
Sat Flow, veh/h 1792 0 1599 911 0 786 1792 5225 68 1792 5136 1599
Grp Volume(v), veh/h 78 0 52 54 0 0 70 1512 828 7 814 159
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1869 1792 1712 1599
Q Serve(g_s), s 4.7 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 3.5 3.5 0.0 0.0 4.2 38.7 38.9 0.3 0.0 0.0
Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 112 0 100 69 0 0 90 1902 1038 319 3508 1092
V/C Ratio(X)0.70 0.00 0.52 0.79 0.00 0.00 0.78 0.80 0.80 0.02 0.23 0.15
Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1038 319 3508 1092
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.98 0.98 0.98
Uniform Delay (d), s/veh 50.5 0.0 50.0 52.3 0.0 0.0 51.6 19.5 19.5 29.2 0.0 0.0
Incr Delay (d2), s/veh 7.5 0.0 4.1 17.8 0.0 0.0 13.1 3.5 6.4 0.0 0.2 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.6 2.0 0.0 0.0 2.4 19.0 21.6 0.1 0.0 0.1
LnGrp Delay(d),s/veh 58.1 0.0 54.1 70.1 0.0 0.0 64.8 23.0 25.9 29.2 0.2 0.3
LnGrp LOS E D E E C C C A A
Approach Vol, veh/h 130 54 2410 980
Approach Delay, s/veh 56.5 70.1 25.2 0.4
Approach LOS E E C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.1 65.6 11.4 10.0 79.6 8.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5
Max Q Clear Time (g_c+I1), s 2.3 40.9 6.7 6.2 2.0 5.5
Green Ext Time (p_c), s 1.2 16.1 0.3 0.0 7.4 0.0
Intersection Summary
HCM 2010 Ctrl Delay 20.2
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
1: Sepulveda Blvd & 2nd St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 69 77 71 42 52 33 24 1370 28 35 2295 27
Future Volume (veh/h) 69 77 71 42 52 33 24 1370 28 35 2295 27
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 69 77 71 42 52 33 24 1370 28 35 2295 27
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 201 128 118 149 153 97 203 3586 73 56 3192 38
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.03 0.61 0.61
Sat Flow, veh/h 1320 902 832 1247 1077 684 1792 5180 106 1792 5233 61
Grp Volume(v), veh/h 69 0 148 42 0 85 24 905 493 35 1501 821
Grp Sat Flow(s),veh/h/ln 1320 0 1734 1247 0 1761 1792 1712 1863 1792 1712 1870
Q Serve(g_s), s 5.0 0.0 8.0 3.3 0.0 4.4 1.1 0.0 0.0 1.9 30.4 30.5
Cycle Q Clear(g_c), s 9.3 0.0 8.0 11.3 0.0 4.4 1.1 0.0 0.0 1.9 30.4 30.5
Prop In Lane 1.00 0.48 1.00 0.39 1.00 0.06 1.00 0.03
Lane Grp Cap(c), veh/h 201 0 246 149 0 249 203 2370 1289 56 2088 1141
V/C Ratio(X)0.34 0.00 0.60 0.28 0.00 0.34 0.12 0.38 0.38 0.63 0.72 0.72
Avail Cap(c_a), veh/h 272 0 338 215 0 343 203 2370 1289 116 2088 1141
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00
Uniform Delay (d), s/veh 42.9 0.0 40.3 45.6 0.0 38.7 34.7 0.0 0.0 47.9 13.5 13.6
Incr Delay (d2), s/veh 1.0 0.0 2.4 1.0 0.0 0.8 0.2 0.4 0.8 11.1 2.2 3.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 4.0 1.2 0.0 2.2 0.5 0.1 0.3 1.1 14.8 16.8
LnGrp Delay(d),s/veh 43.9 0.0 42.6 46.6 0.0 39.5 34.9 0.4 0.8 58.9 15.7 17.5
LnGrp LOS D D D D C AAEBB
Approach Vol, veh/h 217 127 1422 2357
Approach Delay, s/veh 43.0 41.9 1.2 17.0
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 73.7 18.7 15.8 65.5 18.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 11.3 3.1 32.5 13.3
Green Ext Time (p_c), s 0.0 13.6 1.1 2.2 20.9 0.9
Intersection Summary
HCM 2010 Ctrl Delay 13.7
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
2: Sepulveda Blvd & Longfellow PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 14 18 42 17 26 26 1343 23 20 2406 13
Future Volume (veh/h) 13 14 18 42 17 26 26 1343 23 20 2406 13
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 13 14 18 42 17 26 26 1343 23 20 2406 13
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 61 33 32 165 38 58 339 3240 55 332 3263 18
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.38 1.00 1.00 0.37 1.00 1.00
Sat Flow, veh/h 262 581 563 1385 672 1028 1792 5200 89 1792 5271 28
Grp Volume(v), veh/h 45 0 0 42 0 43 26 884 482 20 1562 857
Grp Sat Flow(s),veh/h/ln 1407 0 0 1385 0 1700 1792 1712 1865 1792 1712 1876
Q Serve(g_s), s 1.0 0.0 0.0 0.0 0.0 2.4 0.9 0.0 0.0 0.7 0.0 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 2.3 0.0 2.4 0.9 0.0 0.0 0.7 0.0 0.0
Prop In Lane 0.29 0.40 1.00 0.60 1.00 0.05 1.00 0.02
Lane Grp Cap(c), veh/h 126 0 0 165 0 97 339 2133 1162 332 2119 1161
V/C Ratio(X)0.36 0.00 0.00 0.26 0.00 0.45 0.08 0.41 0.41 0.06 0.74 0.74
Avail Cap(c_a), veh/h 331 0 0 342 0 314 339 2133 1162 332 2119 1161
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.85 0.85 0.85 0.77 0.77 0.77
Uniform Delay (d), s/veh 46.0 0.0 0.0 45.6 0.0 45.6 25.5 0.0 0.0 25.9 0.0 0.0
Incr Delay (d2), s/veh 1.7 0.0 0.0 0.8 0.0 3.2 0.1 0.5 0.9 0.1 1.8 3.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 0.0 0.0 1.2 0.0 1.2 0.5 0.1 0.3 0.4 0.5 1.1
LnGrp Delay(d),s/veh 47.7 0.0 0.0 46.4 0.0 48.8 25.6 0.5 0.9 25.9 1.8 3.3
LnGrp LOS D D D C A A C A A
Approach Vol, veh/h 45 85 1392 2439
Approach Delay, s/veh 47.7 47.6 1.1 2.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 66.8 10.2 23.4 66.4 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5
Max Q Clear Time (g_c+I1), s 2.7 2.0 5.4 2.9 2.0 4.4
Green Ext Time (p_c), s 0.0 13.0 0.4 0.0 36.3 0.4
Intersection Summary
HCM 2010 Ctrl Delay 3.5
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 67 414 53 273 349 276 45 999 265 494 1893 66
Future Volume (veh/h) 67 414 53 273 349 276 45 999 265 494 1893 66
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 67 414 53 273 349 276 45 999 0 494 1893 66
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 87 499 64 350 746 737 175 1597 497 875 2370 83
Arrive On Green 0.05 0.16 0.16 0.10 0.21 0.21 0.20 0.62 0.00 0.50 0.93 0.93
Sat Flow, veh/h 1792 3191 406 3476 3574 1599 1792 5136 1599 3476 5096 177
Grp Volume(v), veh/h 67 231 236 273 349 276 45 999 0 494 1271 688
Grp Sat Flow(s),veh/h/ln 1792 1787 1810 1738 1787 1599 1792 1712 1599 1738 1712 1850
Q Serve(g_s), s 3.7 12.5 12.7 7.7 8.6 1.9 2.1 12.0 0.0 9.9 10.1 10.2
Cycle Q Clear(g_c), s 3.7 12.5 12.7 7.7 8.6 1.9 2.1 12.0 0.0 9.9 10.1 10.2
Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 87 280 283 350 746 737 175 1597 497 875 1592 860
V/C Ratio(X)0.77 0.83 0.83 0.78 0.47 0.37 0.26 0.63 0.00 0.56 0.80 0.80
Avail Cap(c_a), veh/h 167 331 335 400 746 737 175 1597 497 875 1592 860
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.00 0.79 0.79 0.79
Uniform Delay (d), s/veh 47.0 40.8 40.9 43.9 34.7 8.2 37.1 15.3 0.0 21.0 2.2 2.2
Incr Delay (d2), s/veh 13.5 13.6 14.4 8.5 0.5 0.3 0.7 1.8 0.0 0.7 3.4 6.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 7.2 7.4 4.1 4.3 3.3 1.1 5.8 0.0 4.7 4.3 5.3
LnGrp Delay(d),s/veh 60.5 54.5 55.3 52.3 35.1 8.5 37.9 17.1 0.0 21.7 5.7 8.4
LnGrp LOS E D E D D A D B C A A
Approach Vol, veh/h 534 898 1044 2453
Approach Delay, s/veh 55.6 32.2 18.0 9.7
Approach LOS E C B A
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.7 35.6 14.6 20.2 14.3 51.0 9.3 25.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7
Max Q Clear Time (g_c+I1), s 11.9 14.0 9.7 14.7 4.1 12.2 5.7 10.6
Green Ext Time (p_c), s 1.4 6.4 0.4 1.0 0.3 19.4 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 20.5
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
4: PCH & 21st St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 24 47 13 33 56 41 31 1253 25 74 2079 78
Future Volume (veh/h) 24 47 13 33 56 41 31 1253 25 74 2079 78
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 24 47 13 33 56 41 31 1253 25 74 2079 78
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 80 115 27 77 84 54 222 4200 84 425 4117 154
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 342 1154 274 324 846 539 186 5183 103 435 5081 190
Grp Volume(v), veh/h 84 0 0 130 0 0 31 828 450 74 1399 758
Grp Sat Flow(s),veh/h/ln 1770 0 0 1710 0 0 186 1712 1863 435 1712 1848
Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 0.0 0.0 7.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.29 0.15 0.25 0.32 1.00 0.06 1.00 0.10
Lane Grp Cap(c), veh/h 223 0 0 216 0 0 222 2774 1510 425 2774 1497
V/C Ratio(X)0.38 0.00 0.00 0.60 0.00 0.00 0.14 0.30 0.30 0.17 0.50 0.51
Avail Cap(c_a), veh/h 355 0 0 348 0 0 222 2774 1510 425 2774 1497
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.95 0.95 0.61 0.61 0.61
Uniform Delay (d), s/veh 42.5 0.0 0.0 43.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.1 0.0 0.0 2.7 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 3.7 0.0 0.0 0.1 0.1 0.2 0.1 0.2 0.3
LnGrp Delay(d),s/veh 43.5 0.0 0.0 46.4 0.0 0.0 1.2 0.3 0.5 0.5 0.4 0.8
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 84 130 1309 2231
Approach Delay, s/veh 43.5 46.4 0.4 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 85.5 14.5 85.5 14.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1
Max Q Clear Time (g_c+I1), s 2.0 6.3 2.0 9.3
Green Ext Time (p_c), s 60.3 0.9 60.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 3.0
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
5: PCH & 16th St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 170 0 112 27 0 4 89 1031 21 4 1887 273
Future Volume (veh/h) 170 0 112 27 0 4 89 1031 21 4 1887 273
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 170 0 112 27 0 4 89 1031 21 4 1887 273
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 213 0 190 44 0 7 381 3457 70 9 2362 736
Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.21 0.67 0.67 0.00 0.15 0.15
Sat Flow, veh/h 1792 0 1599 1537 0 228 1792 5181 105 1792 5136 1599
Grp Volume(v), veh/h 170 0 112 31 0 0 89 681 371 4 1887 273
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1764 0 0 1792 1712 1863 1792 1712 1599
Q Serve(g_s), s 9.2 0.0 6.6 1.7 0.0 0.0 4.1 8.3 8.3 0.2 35.5 15.3
Cycle Q Clear(g_c), s 9.2 0.0 6.6 1.7 0.0 0.0 4.1 8.3 8.3 0.2 35.5 15.3
Prop In Lane 1.00 1.00 0.87 0.13 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 213 0 190 51 0 0 381 2284 1243 9 2362 736
V/C Ratio(X)0.80 0.00 0.59 0.61 0.00 0.00 0.23 0.30 0.30 0.42 0.80 0.37
Avail Cap(c_a), veh/h 322 0 288 132 0 0 381 2284 1243 90 2362 736
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.83 0.83 0.83
Uniform Delay (d), s/veh 42.9 0.0 41.8 48.0 0.0 0.0 32.6 6.9 6.9 49.8 37.9 29.4
Incr Delay (d2), s/veh 8.0 0.0 2.9 11.2 0.0 0.0 0.3 0.3 0.6 23.2 2.4 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.1 0.0 3.1 1.0 0.0 0.0 2.1 4.0 4.4 0.2 17.4 7.1
LnGrp Delay(d),s/veh 50.9 0.0 44.7 59.2 0.0 0.0 32.9 7.2 7.5 73.0 40.4 30.6
LnGrp LOS D D E C A A E D C
Approach Vol, veh/h 282 31 1141 2164
Approach Delay, s/veh 48.5 59.2 9.3 39.2
Approach LOS D E A D
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 71.2 16.4 25.7 50.5 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5
Max Q Clear Time (g_c+I1), s 2.2 10.3 11.2 6.1 37.5 3.7
Green Ext Time (p_c), s 0.0 8.7 0.6 0.8 7.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 30.7
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 42 25 31 27 34 35 22 1606 21 12 1370 62
Future Volume (veh/h) 42 25 31 27 34 35 22 1606 21 12 1370 62
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 42 25 31 27 34 35 22 1606 21 12 1370 62
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 173 76 94 184 85 87 382 3747 49 26 2613 118
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.01 0.52 0.52
Sat Flow, veh/h 1340 765 949 1355 851 876 1792 5225 68 1792 5037 228
Grp Volume(v), veh/h 42 0 56 27 0 69 22 1052 575 12 931 501
Grp Sat Flow(s),veh/h/ln 1340 0 1714 1355 0 1727 1792 1712 1869 1792 1712 1841
Q Serve(g_s), s 2.4 0.0 2.4 1.5 0.0 3.0 0.6 0.0 0.0 0.5 14.4 14.4
Cycle Q Clear(g_c), s 5.4 0.0 2.4 3.9 0.0 3.0 0.6 0.0 0.0 0.5 14.4 14.4
Prop In Lane 1.00 0.55 1.00 0.51 1.00 0.04 1.00 0.12
Lane Grp Cap(c), veh/h 173 0 171 184 0 172 382 2455 1340 26 1776 955
V/C Ratio(X)0.24 0.00 0.33 0.15 0.00 0.40 0.06 0.43 0.43 0.46 0.52 0.52
Avail Cap(c_a), veh/h 366 0 418 379 0 421 382 2455 1340 123 1776 955
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.3 0.0 33.5 35.4 0.0 33.8 18.2 0.0 0.0 39.1 12.7 12.7
Incr Delay (d2), s/veh 0.7 0.0 1.1 0.4 0.0 1.5 0.1 0.5 0.9 11.9 1.1 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.2 0.6 0.0 1.5 0.3 0.2 0.3 0.4 7.0 7.8
LnGrp Delay(d),s/veh 37.0 0.0 34.6 35.7 0.0 35.3 18.3 0.5 0.9 51.0 13.8 14.8
LnGrp LOS D C D D B A A D B B
Approach Vol, veh/h 98 96 1649 1444
Approach Delay, s/veh 35.7 35.4 0.9 14.5
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.7 61.9 12.5 21.5 46.0 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5
Max Q Clear Time (g_c+I1), s 2.5 2.0 7.4 2.6 16.4 5.9
Green Ext Time (p_c), s 0.0 15.8 0.6 1.6 11.0 0.7
Intersection Summary
HCM 2010 Ctrl Delay 8.9
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 3 3 21 14 1 9 22 1726 13 2 1405 10
Future Volume (veh/h) 3 3 21 14 1 9 22 1726 13 2 1405 10
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 3 3 21 14 1 9 22 1726 13 2 1405 10
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 56 10 53 155 7 62 43 2794 21 462 4023 29
Arrive On Green 0.04 0.04 0.04 0.04 0.04 0.04 0.05 1.00 1.00 0.52 1.00 1.00
Sat Flow, veh/h 131 228 1257 1395 162 1461 1792 5258 40 1792 5261 37
Grp Volume(v), veh/h 27 0 0 14 0 10 22 1124 615 2 914 501
Grp Sat Flow(s),veh/h/ln 1616 0 0 1395 0 1623 1792 1712 1874 1792 1712 1875
Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.3 0.0 0.0 0.6 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.11 0.78 1.00 0.90 1.00 0.02 1.00 0.02
Lane Grp Cap(c), veh/h 118 0 0 155 0 69 43 1819 996 462 2618 1433
V/C Ratio(X)0.23 0.00 0.00 0.09 0.00 0.15 0.51 0.62 0.62 0.00 0.35 0.35
Avail Cap(c_a), veh/h 421 0 0 419 0 375 123 1819 996 462 2618 1433
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.73 0.73 0.73 0.94 0.94 0.94
Uniform Delay (d), s/veh 37.3 0.0 0.0 37.0 0.0 36.9 37.6 0.0 0.0 14.4 0.0 0.0
Incr Delay (d2), s/veh 1.0 0.0 0.0 0.2 0.0 1.0 6.6 1.2 2.1 0.0 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 0.3 0.0 0.2 0.6 0.3 0.6 0.0 0.1 0.3
LnGrp Delay(d),s/veh 38.3 0.0 0.0 37.2 0.0 37.9 44.2 1.2 2.1 14.4 0.3 0.6
LnGrp LOS D D D D AABAA
Approach Vol, veh/h 27 24 1761 1417
Approach Delay, s/veh 38.3 37.5 2.0 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.1 47.0 7.9 6.4 65.7 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5
Max Q Clear Time (g_c+I1), s 2.0 2.0 3.3 3.0 2.0 2.6
Green Ext Time (p_c), s 2.5 17.6 0.1 0.0 12.8 0.1
Intersection Summary
HCM 2010 Ctrl Delay 1.9
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 90 298 63 364 391 368 80 1175 215 270 1013 105
Future Volume (veh/h) 90 298 63 364 391 368 80 1175 215 270 1013 105
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 90 298 63 364 391 368 80 1175 0 270 1013 105
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 116 411 86 450 729 656 103 1541 480 716 2121 219
Arrive On Green 0.06 0.14 0.14 0.13 0.20 0.20 0.02 0.10 0.00 0.07 0.15 0.15
Sat Flow, veh/h 1792 2946 614 3476 3574 1599 1792 5136 1599 3476 4729 489
Grp Volume(v), veh/h 90 179 182 364 391 368 80 1175 0 270 733 385
Grp Sat Flow(s),veh/h/ln 1792 1787 1773 1738 1787 1599 1792 1712 1599 1738 1712 1795
Q Serve(g_s), s 4.0 7.7 7.9 8.1 7.8 2.9 3.6 17.8 0.0 5.9 15.7 15.7
Cycle Q Clear(g_c), s 4.0 7.7 7.9 8.1 7.8 2.9 3.6 17.8 0.0 5.9 15.7 15.7
Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 116 249 247 450 729 656 103 1541 480 716 1535 805
V/C Ratio(X)0.77 0.72 0.74 0.81 0.54 0.56 0.77 0.76 0.00 0.38 0.48 0.48
Avail Cap(c_a), veh/h 215 402 399 456 844 707 123 1541 480 716 1535 805
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.00 0.96 0.96 0.96
Uniform Delay (d), s/veh 36.8 32.9 33.0 33.9 28.5 7.4 38.7 33.3 0.0 32.4 25.5 25.5
Incr Delay (d2), s/veh 10.3 3.9 4.2 10.4 0.6 0.9 21.1 3.5 0.0 0.3 1.0 1.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 4.0 4.1 4.5 3.9 3.8 2.4 8.9 0.0 2.9 7.7 8.3
LnGrp Delay(d),s/veh 47.2 36.8 37.2 44.2 29.1 8.2 59.8 36.7 0.0 32.7 26.5 27.5
LnGrp LOS DDDDCAED CCC
Approach Vol, veh/h 451 1123 1255 1388
Approach Delay, s/veh 39.0 27.2 38.2 28.0
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 28.5 14.9 15.7 9.1 40.4 9.7 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9
Max Q Clear Time (g_c+I1), s 7.9 19.8 10.1 9.9 5.6 17.7 6.0 9.8
Green Ext Time (p_c), s 0.8 2.7 0.2 1.3 0.0 5.7 0.1 3.5
Intersection Summary
HCM 2010 Ctrl Delay 32.0
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
4: PCH & 21st St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 36 18 15 25 35 25 39 1406 22 36 1363 67
Future Volume (veh/h) 36 18 15 25 35 25 39 1406 22 36 1363 67
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 36 18 15 25 35 25 39 1406 22 36 1363 67
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 126 45 29 88 64 39 395 4221 66 396 4064 200
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 747 585 370 385 827 505 376 5209 82 377 5015 247
Grp Volume(v), veh/h 69 0 0 85 0 0 39 924 504 36 931 499
Grp Sat Flow(s),veh/h/ln 1702 0 0 1718 0 0 376 1712 1867 377 1712 1838
Q Serve(g_s), s 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.9 0.0 0.0 3.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.52 0.22 0.29 0.29 1.00 0.04 1.00 0.13
Lane Grp Cap(c), veh/h 200 0 0 191 0 0 395 2774 1513 396 2774 1489
V/C Ratio(X)0.35 0.00 0.00 0.45 0.00 0.00 0.10 0.33 0.33 0.09 0.34 0.34
Avail Cap(c_a), veh/h 490 0 0 502 0 0 395 2774 1513 396 2774 1489
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.94 0.94 0.94 0.79 0.79 0.79
Uniform Delay (d), s/veh 35.4 0.0 0.0 35.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.0 0.0 0.0 1.6 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 1.9 0.0 0.0 0.1 0.1 0.2 0.0 0.1 0.2
LnGrp Delay(d),s/veh 36.4 0.0 0.0 37.4 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 69 85 1467 1466
Approach Delay, s/veh 36.4 37.4 0.4 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 69.3 10.7 69.3 10.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5
Max Q Clear Time (g_c+I1), s 2.0 4.9 2.0 5.7
Green Ext Time (p_c), s 36.0 0.7 36.0 0.7
Intersection Summary
HCM 2010 Ctrl Delay 2.2
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA Existing Plus Project Conditions
5: PCH & 16th St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 109 1 82 10 0 12 65 1272 6 6 1173 172
Future Volume (veh/h) 109 1 82 10 0 12 65 1272 6 6 1173 172
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 109 1 82 10 0 12 65 1272 6 6 1173 172
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 161 2 142 18 0 22 86 2011 9 502 3150 981
Arrive On Green 0.09 0.09 0.09 0.02 0.00 0.02 0.05 0.38 0.38 0.56 1.00 1.00
Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5276 25 1792 5136 1599
Grp Volume(v), veh/h 109 0 83 22 0 0 65 825 453 6 1173 172
Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599
Q Serve(g_s), s 4.7 0.0 4.0 1.0 0.0 0.0 2.9 15.7 15.7 0.1 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 4.0 1.0 0.0 0.0 2.9 15.7 15.7 0.1 0.0 0.0
Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 161 0 144 41 0 0 86 1305 716 502 3150 981
V/C Ratio(X)0.68 0.00 0.58 0.54 0.00 0.00 0.76 0.63 0.63 0.01 0.37 0.18
Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 502 3150 981
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.95 0.95 0.95
Uniform Delay (d), s/veh 35.3 0.0 35.0 38.6 0.0 0.0 37.6 20.2 20.2 12.7 0.0 0.0
Incr Delay (d2), s/veh 4.9 0.0 3.6 10.7 0.0 0.0 12.8 2.3 4.2 0.0 0.3 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.9 0.6 0.0 0.0 1.7 7.8 8.9 0.1 0.1 0.1
LnGrp Delay(d),s/veh 40.2 0.0 38.6 49.3 0.0 0.0 50.5 22.5 24.4 12.7 0.3 0.4
LnGrp LOS D D D D C C B A A
Approach Vol, veh/h 192 22 1343 1351
Approach Delay, s/veh 39.5 49.3 24.5 0.4
Approach LOS D D C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.9 35.0 11.7 8.3 53.6 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5
Max Q Clear Time (g_c+I1), s 2.1 17.7 6.7 4.9 2.0 3.0
Green Ext Time (p_c), s 2.4 6.6 0.6 0.0 10.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 14.5
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
1: Sepulveda Blvd & 2nd St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68
Future Volume (veh/h) 58 110 19 40 98 70 22 3133 17 49 1219 68
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 58 110 19 40 98 70 22 3133 17 49 1219 68
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 148 245 42 183 160 114 110 3484 19 107 3281 183
Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.12 1.00 1.00 0.06 0.66 0.66
Sat Flow, veh/h 1224 1563 270 1269 1022 730 1792 5271 29 1792 4978 278
Grp Volume(v), veh/h 58 0 129 40 0 168 22 2033 1117 49 838 449
Grp Sat Flow(s),veh/h/ln 1224 0 1834 1269 0 1752 1792 1712 1876 1792 1712 1832
Q Serve(g_s), s 5.1 0.0 7.0 3.2 0.0 9.8 1.2 0.0 0.0 2.9 12.2 12.2
Cycle Q Clear(g_c), s 14.9 0.0 7.0 10.3 0.0 9.8 1.2 0.0 0.0 2.9 12.2 12.2
Prop In Lane 1.00 0.15 1.00 0.42 1.00 0.02 1.00 0.15
Lane Grp Cap(c), veh/h 148 0 287 183 0 275 110 2263 1240 107 2257 1208
V/C Ratio(X)0.39 0.00 0.45 0.22 0.00 0.61 0.20 0.90 0.90 0.46 0.37 0.37
Avail Cap(c_a), veh/h 160 0 305 196 0 292 110 2263 1240 107 2257 1208
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.47 0.47 0.47 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.2 0.0 42.1 46.7 0.0 43.3 45.8 0.0 0.0 50.0 8.5 8.5
Incr Delay (d2), s/veh 1.7 0.0 1.1 0.6 0.0 3.4 0.4 3.1 5.6 3.0 0.5 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 3.6 1.2 0.0 5.0 0.6 1.0 1.9 1.5 5.9 6.4
LnGrp Delay(d),s/veh 51.9 0.0 43.2 47.3 0.0 46.7 46.2 3.1 5.6 53.0 8.9 9.3
LnGrp LOS D D D D D A A D A A
Approach Vol, veh/h 187 208 3172 1336
Approach Delay, s/veh 45.9 46.8 4.3 10.7
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.1 77.2 21.7 11.3 77.0 21.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3
Max Q Clear Time (g_c+I1), s 4.9 2.0 16.9 3.2 14.2 12.3
Green Ext Time (p_c), s 0.0 59.0 0.3 0.0 11.8 1.1
Intersection Summary
HCM 2010 Ctrl Delay 9.4
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
2: Sepulveda Blvd & Longfellow AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 11 28 10 15 18 49 7 3306 32 60 1161 11
Future Volume (veh/h) 11 28 10 15 18 49 7 3306 32 60 1161 11
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 11 28 10 15 18 49 7 3306 32 60 1161 11
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 49 57 17 158 29 78 264 3476 34 270 3496 33
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.30 1.00 1.00
Sat Flow, veh/h 144 891 265 1378 448 1219 1792 5245 51 1792 5246 50
Grp Volume(v), veh/h 49 0 0 15 0 67 7 2154 1184 60 758 414
Grp Sat Flow(s),veh/h/ln 1301 0 0 1378 0 1666 1792 1712 1872 1792 1712 1872
Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.3 0.3 50.3 51.8 2.8 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 0.0 1.0 0.0 4.3 0.3 50.3 51.8 2.8 0.0 0.0
Prop In Lane 0.22 0.20 1.00 0.73 1.00 0.03 1.00 0.03
Lane Grp Cap(c), veh/h 123 0 0 158 0 106 264 2269 1241 270 2281 1248
V/C Ratio(X)0.40 0.00 0.00 0.09 0.00 0.63 0.03 0.95 0.95 0.22 0.33 0.33
Avail Cap(c_a), veh/h 291 0 0 297 0 274 264 2269 1241 270 2281 1248
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.95 0.95 0.95
Uniform Delay (d), s/veh 49.8 0.0 0.0 48.7 0.0 50.2 37.9 5.2 5.3 33.6 0.0 0.0
Incr Delay (d2), s/veh 2.1 0.0 0.0 0.3 0.0 6.1 0.0 1.3 2.4 0.4 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 0.4 0.0 2.2 0.2 22.2 25.2 1.4 0.1 0.2
LnGrp Delay(d),s/veh 51.8 0.0 0.0 49.0 0.0 56.3 37.9 6.5 7.7 34.0 0.4 0.7
LnGrp LOS D D E D A A C A A
Approach Vol, veh/h 49 82 3345 1232
Approach Delay, s/veh 51.8 54.9 7.0 2.1
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.1 77.4 11.5 20.7 77.8 11.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1
Max Q Clear Time (g_c+I1), s 4.8 53.8 6.7 2.3 2.0 6.3
Green Ext Time (p_c), s 0.0 18.4 0.4 0.0 10.2 0.4
Intersection Summary
HCM 2010 Ctrl Delay 7.0
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 103 389 70 349 544 703 47 2526 199 216 815 51
Future Volume (veh/h) 103 389 70 349 544 703 47 2526 199 216 815 51
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 103 389 70 349 544 703 47 2526 0 216 815 51
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 109 454 81 342 669 433 114 2592 807 290 2592 162
Arrive On Green 0.06 0.15 0.15 0.10 0.19 0.19 0.13 1.00 0.00 0.03 0.17 0.17
Sat Flow, veh/h 1792 3032 541 3476 3574 1599 1792 5136 1599 3476 4942 308
Grp Volume(v), veh/h 103 228 231 349 544 703 47 2526 0 216 564 302
Grp Sat Flow(s),veh/h/ln 1792 1787 1786 1738 1787 1599 1792 1712 1599 1738 1712 1827
Q Serve(g_s), s 6.3 13.7 13.9 10.8 16.0 20.6 2.7 0.0 0.0 6.8 15.8 15.9
Cycle Q Clear(g_c), s 6.3 13.7 13.9 10.8 16.0 20.6 2.7 0.0 0.0 6.8 15.8 15.9
Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 109 268 268 342 669 433 114 2592 807 290 1796 958
V/C Ratio(X)0.94 0.85 0.86 1.02 0.81 1.62 0.41 0.97 0.00 0.74 0.31 0.32
Avail Cap(c_a), veh/h 109 292 292 342 669 433 114 2592 807 521 1796 958
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.57 0.57 0.00 0.97 0.97 0.97
Uniform Delay (d), s/veh 51.5 45.6 45.7 49.6 42.9 23.9 46.1 0.0 0.0 52.3 28.2 28.2
Incr Delay (d2), s/veh 68.3 19.5 21.3 54.1 7.6 291.1 1.4 8.6 0.0 3.7 0.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 8.2 8.4 7.7 8.6 46.7 1.3 2.1 0.0 3.4 7.6 8.3
LnGrp Delay(d),s/veh 119.8 65.1 66.9 103.7 50.4 315.0 47.5 8.6 0.0 56.0 28.6 29.0
LnGrp LOS F E E F D F D A E C C
Approach Vol, veh/h 562 1596 2573 1082
Approach Delay, s/veh 75.9 178.6 9.3 34.2
Approach LOS E F A C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.7 60.0 15.3 21.0 11.5 62.2 11.2 25.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6
Max Q Clear Time (g_c+I1), s 8.8 2.0 12.8 15.9 4.7 17.9 8.3 22.6
Green Ext Time (p_c), s 0.4 34.5 0.0 0.6 0.0 6.5 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 66.9
HCM 2010 LOS E
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
4: PCH & 21st St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 55 86 13 77 94 70 43 2750 34 25 1067 14
Future Volume (veh/h) 55 86 13 77 94 70 43 2750 34 25 1067 14
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 55 86 13 77 94 70 43 2750 34 25 1067 14
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 116 166 22 121 125 83 452 3855 48 139 3851 51
Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 394 919 121 432 690 459 525 5229 64 99 5224 69
Grp Volume(v), veh/h 154 0 0 241 0 0 43 1797 987 25 699 382
Grp Sat Flow(s),veh/h/ln 1435 0 0 1581 0 0 525 1712 1870 99 1712 1869
Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.5 0.0 0.0 16.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.36 0.08 0.32 0.29 1.00 0.03 1.00 0.04
Lane Grp Cap(c), veh/h 304 0 0 330 0 0 452 2524 1378 139 2524 1378
V/C Ratio(X)0.51 0.00 0.00 0.73 0.00 0.00 0.10 0.71 0.72 0.18 0.28 0.28
Avail Cap(c_a), veh/h 426 0 0 453 0 0 452 2524 1378 139 2524 1378
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.70 0.70 0.70 0.83 0.83 0.83
Uniform Delay (d), s/veh 40.8 0.0 0.0 43.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 3.8 0.0 0.0 0.3 1.2 2.3 2.4 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 7.4 0.0 0.0 0.0 0.4 0.9 0.1 0.1 0.2
LnGrp Delay(d),s/veh 42.1 0.0 0.0 47.2 0.0 0.0 0.3 1.2 2.3 2.4 0.2 0.4
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 154 241 2827 1106
Approach Delay, s/veh 42.1 47.2 1.6 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 85.6 24.4 85.6 24.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5
Max Q Clear Time (g_c+I1), s 2.0 12.5 2.0 18.2
Green Ext Time (p_c), s 65.2 2.2 65.2 1.7
Intersection Summary
HCM 2010 Ctrl Delay 5.2
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
5: PCH & 16th St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 81 0 53 30 0 26 71 2580 31 7 981 162
Future Volume (veh/h) 81 0 53 30 0 26 71 2580 31 7 981 162
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 81 0 53 30 0 26 71 2580 31 7 981 162
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 115 0 103 38 0 33 92 2906 35 313 3487 1086
Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00
Sat Flow, veh/h 1792 0 1599 909 0 788 1792 5231 63 1792 5136 1599
Grp Volume(v), veh/h 81 0 53 56 0 0 71 1686 925 7 981 162
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1870 1792 1712 1599
Q Serve(g_s), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.5 47.8 0.3 0.0 0.0
Cycle Q Clear(g_c), s 4.9 0.0 3.5 3.6 0.0 0.0 4.3 47.5 47.8 0.3 0.0 0.0
Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 115 0 103 71 0 0 92 1902 1039 313 3487 1086
V/C Ratio(X)0.70 0.00 0.51 0.79 0.00 0.00 0.78 0.89 0.89 0.02 0.28 0.15
Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1039 313 3487 1086
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.97 0.97 0.97
Uniform Delay (d), s/veh 50.4 0.0 49.8 52.2 0.0 0.0 51.6 21.4 21.5 29.6 0.0 0.0
Incr Delay (d2), s/veh 7.5 0.0 3.9 17.2 0.0 0.0 13.0 6.6 11.4 0.0 0.2 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.7 2.0 0.0 0.0 2.5 24.0 27.7 0.1 0.1 0.1
LnGrp Delay(d),s/veh 57.9 0.0 53.7 69.4 0.0 0.0 64.6 28.0 32.9 29.7 0.2 0.3
LnGrp LOS E D E E C C C A A
Approach Vol, veh/h 134 56 2682 1150
Approach Delay, s/veh 56.3 69.4 30.6 0.4
Approach LOS E E C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.7 65.6 11.6 10.1 79.2 9.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5
Max Q Clear Time (g_c+I1), s 2.3 49.8 6.9 6.3 2.0 5.6
Green Ext Time (p_c), s 1.5 10.2 0.3 0.0 9.4 0.0
Intersection Summary
HCM 2010 Ctrl Delay 23.4
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
1: Sepulveda Blvd & 2nd St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 71 79 72 40 56 38 30 1699 27 42 2565 30
Future Volume (veh/h) 71 79 72 40 56 38 30 1699 27 42 2565 30
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 71 79 72 40 56 38 30 1699 27 42 2565 30
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 195 129 118 147 149 101 202 3585 57 62 3192 37
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.23 1.00 1.00 0.03 0.61 0.61
Sat Flow, veh/h 1310 908 827 1243 1046 710 1792 5208 83 1792 5233 61
Grp Volume(v), veh/h 71 0 151 40 0 94 30 1117 609 42 1676 919
Grp Sat Flow(s),veh/h/ln 1310 0 1735 1243 0 1756 1792 1712 1867 1792 1712 1870
Q Serve(g_s), s 5.2 0.0 8.2 3.1 0.0 4.9 1.3 0.0 0.0 2.3 37.4 37.7
Cycle Q Clear(g_c), s 10.0 0.0 8.2 11.3 0.0 4.9 1.3 0.0 0.0 2.3 37.4 37.7
Prop In Lane 1.00 0.48 1.00 0.40 1.00 0.04 1.00 0.03
Lane Grp Cap(c), veh/h 195 0 247 147 0 250 202 2357 1285 62 2088 1141
V/C Ratio(X)0.36 0.00 0.61 0.27 0.00 0.38 0.15 0.47 0.47 0.68 0.80 0.81
Avail Cap(c_a), veh/h 264 0 338 213 0 342 202 2357 1285 116 2088 1141
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.4 0.0 40.3 45.6 0.0 38.9 34.9 0.0 0.0 47.7 14.9 14.9
Incr Delay (d2), s/veh 1.1 0.0 2.4 1.0 0.0 0.9 0.3 0.6 1.2 12.4 3.4 6.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 4.1 1.1 0.0 2.4 0.7 0.2 0.4 1.4 18.4 21.1
LnGrp Delay(d),s/veh 44.6 0.0 42.7 46.6 0.0 39.8 35.2 0.6 1.2 60.1 18.3 21.1
LnGrp LOS D D D D D AAEBC
Approach Vol, veh/h 222 134 1756 2637
Approach Delay, s/veh 43.3 41.8 1.4 19.9
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 73.3 18.7 15.8 65.5 18.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5
Max Q Clear Time (g_c+I1), s 4.3 2.0 12.0 3.3 39.7 13.3
Green Ext Time (p_c), s 0.0 19.7 1.1 2.0 18.1 0.9
Intersection Summary
HCM 2010 Ctrl Delay 14.8
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
2: Sepulveda Blvd & Longfellow PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 14 15 47 17 28 24 1624 20 16 2749 13
Future Volume (veh/h) 13 14 15 47 17 28 24 1624 20 16 2749 13
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 13 14 15 47 17 28 24 1624 20 16 2749 13
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 62 35 28 164 36 60 339 3258 40 332 3266 15
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.25 0.83 0.83 0.37 1.00 1.00
Sat Flow, veh/h 269 610 489 1389 640 1055 1792 5229 64 1792 5276 25
Grp Volume(v), veh/h 42 0 0 47 0 45 24 1063 581 16 1783 979
Grp Sat Flow(s),veh/h/ln 1368 0 0 1389 0 1695 1792 1712 1870 1792 1712 1877
Q Serve(g_s), s 0.8 0.0 0.0 0.0 0.0 2.6 1.0 9.1 9.1 0.6 0.0 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 2.5 0.0 2.6 1.0 9.1 9.1 0.6 0.0 0.0
Prop In Lane 0.31 0.36 1.00 0.62 1.00 0.03 1.00 0.01
Lane Grp Cap(c), veh/h 124 0 0 164 0 96 339 2133 1165 332 2119 1162
V/C Ratio(X)0.34 0.00 0.00 0.29 0.00 0.47 0.07 0.50 0.50 0.05 0.84 0.84
Avail Cap(c_a), veh/h 329 0 0 343 0 314 339 2133 1165 332 2119 1162
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.72 0.72 0.72 0.66 0.66 0.66
Uniform Delay (d), s/veh 45.9 0.0 0.0 45.7 0.0 45.7 30.7 4.0 4.0 25.8 0.0 0.0
Incr Delay (d2), s/veh 1.6 0.0 0.0 0.9 0.0 3.5 0.1 0.6 1.1 0.0 2.9 5.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.3 0.0 1.3 0.5 4.3 4.9 0.3 0.8 1.7
LnGrp Delay(d),s/veh 47.5 0.0 0.0 46.7 0.0 49.3 30.8 4.6 5.1 25.8 2.9 5.1
LnGrp LOS D D D C A A C A A
Approach Vol, veh/h 42 92 1668 2778
Approach Delay, s/veh 47.5 47.9 5.2 3.8
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 66.8 10.2 23.4 66.4 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5
Max Q Clear Time (g_c+I1), s 2.6 11.1 5.4 3.0 2.0 4.6
Green Ext Time (p_c), s 0.0 17.3 0.4 0.0 44.2 0.4
Intersection Summary
HCM 2010 Ctrl Delay 5.6
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 83 457 54 380 392 334 41 1162 379 599 2176 91
Future Volume (veh/h) 83 457 54 380 392 334 41 1162 379 599 2176 91
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 83 457 54 380 392 334 41 1162 0 599 2176 91
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 107 537 63 400 794 719 132 1597 497 791 2352 98
Arrive On Green 0.06 0.17 0.17 0.12 0.22 0.22 0.15 0.62 0.00 0.45 0.93 0.93
Sat Flow, veh/h 1792 3222 379 3476 3574 1599 1792 5136 1599 3476 5057 211
Grp Volume(v), veh/h 83 253 258 380 392 334 41 1162 0 599 1470 797
Grp Sat Flow(s),veh/h/ln 1792 1787 1814 1738 1787 1599 1792 1712 1599 1738 1712 1844
Q Serve(g_s), s 4.6 13.7 13.8 10.9 9.6 2.8 2.0 15.6 0.0 14.3 21.3 22.3
Cycle Q Clear(g_c), s 4.6 13.7 13.8 10.9 9.6 2.8 2.0 15.6 0.0 14.3 21.3 22.3
Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 107 298 302 400 794 719 132 1597 497 791 1592 857
V/C Ratio(X)0.78 0.85 0.86 0.95 0.49 0.46 0.31 0.73 0.00 0.76 0.92 0.93
Avail Cap(c_a), veh/h 167 331 336 400 794 719 132 1597 497 791 1592 857
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.00 0.70 0.70 0.70
Uniform Delay (d), s/veh 46.4 40.5 40.5 44.0 34.0 8.7 40.4 16.0 0.0 25.0 2.6 2.7
Incr Delay (d2), s/veh 11.5 17.1 17.7 32.5 0.5 0.5 1.2 2.7 0.0 3.0 7.8 13.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 8.1 8.5 7.0 4.8 4.2 1.0 7.5 0.0 7.1 9.1 11.6
LnGrp Delay(d),s/veh 57.9 57.5 58.2 76.5 34.5 9.2 41.6 18.7 0.0 28.0 10.4 16.2
LnGrp LOS EEEECADB CBB
Approach Vol, veh/h 594 1106 1203 2866
Approach Delay, s/veh 57.9 41.3 19.5 15.7
Approach LOS E D B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.2 35.6 16.0 21.2 11.8 51.0 10.4 26.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7
Max Q Clear Time (g_c+I1), s 16.3 17.6 12.9 15.8 4.0 24.3 6.6 11.6
Green Ext Time (p_c), s 1.1 6.6 0.0 0.8 0.4 17.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 25.7
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
4: PCH & 21st St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 21 48 13 34 57 65 32 1519 26 95 2454 78
Future Volume (veh/h) 21 48 13 34 57 65 32 1519 26 95 2454 78
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 21 48 13 34 57 65 32 1519 26 95 2454 78
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 78 140 33 75 83 82 173 4126 71 339 4058 128
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 278 1205 279 265 714 699 128 5200 89 337 5115 162
Grp Volume(v), veh/h 82 0 0 156 0 0 32 1000 545 95 1638 894
Grp Sat Flow(s),veh/h/ln 1761 0 0 1678 0 0 128 1712 1865 337 1712 1853
Q Serve(g_s), s 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.1 0.0 0.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.26 0.16 0.22 0.42 1.00 0.05 1.00 0.09
Lane Grp Cap(c), veh/h 251 0 0 240 0 0 173 2716 1480 339 2716 1470
V/C Ratio(X)0.33 0.00 0.00 0.65 0.00 0.00 0.18 0.37 0.37 0.28 0.60 0.61
Avail Cap(c_a), veh/h 356 0 0 344 0 0 173 2716 1480 339 2716 1470
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.92 0.92 0.92 0.36 0.36 0.36
Uniform Delay (d), s/veh 40.8 0.0 0.0 42.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 3.0 0.0 0.0 2.1 0.4 0.6 0.7 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 4.4 0.0 0.0 0.1 0.1 0.3 0.1 0.1 0.3
LnGrp Delay(d),s/veh 41.6 0.0 0.0 45.9 0.0 0.0 2.1 0.4 0.6 0.7 0.4 0.7
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 82 156 1577 2627
Approach Delay, s/veh 41.6 45.9 0.5 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 83.8 16.2 83.8 16.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1
Max Q Clear Time (g_c+I1), s 2.0 6.1 2.0 11.0
Green Ext Time (p_c), s 67.2 1.0 67.2 0.7
Intersection Summary
HCM 2010 Ctrl Delay 2.8
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
5: PCH & 16th St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 170 0 114 28 0 4 91 1296 21 4 2260 276
Future Volume (veh/h) 170 0 114 28 0 4 91 1296 21 4 2260 276
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 170 0 114 28 0 4 91 1296 21 4 2260 276
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 213 0 190 45 0 6 380 3470 56 9 2362 736
Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.21 0.67 0.67 0.00 0.15 0.15
Sat Flow, veh/h 1792 0 1599 1544 0 221 1792 5206 84 1792 5136 1599
Grp Volume(v), veh/h 170 0 114 32 0 0 91 852 465 4 2260 276
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1765 0 0 1792 1712 1866 1792 1712 1599
Q Serve(g_s), s 9.2 0.0 6.8 1.8 0.0 0.0 4.2 11.1 11.1 0.2 43.7 15.5
Cycle Q Clear(g_c), s 9.2 0.0 6.8 1.8 0.0 0.0 4.2 11.1 11.1 0.2 43.7 15.5
Prop In Lane 1.00 1.00 0.87 0.12 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 213 0 190 52 0 0 380 2282 1244 9 2362 736
V/C Ratio(X)0.80 0.00 0.60 0.62 0.00 0.00 0.24 0.37 0.37 0.42 0.96 0.38
Avail Cap(c_a), veh/h 322 0 288 132 0 0 380 2282 1244 90 2362 736
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.73 0.73 0.73
Uniform Delay (d), s/veh 42.9 0.0 41.8 48.0 0.0 0.0 32.7 7.4 7.4 49.8 41.4 29.5
Incr Delay (d2), s/veh 8.0 0.0 3.0 11.3 0.0 0.0 0.3 0.5 0.9 20.6 8.6 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.1 0.0 3.1 1.0 0.0 0.0 2.1 5.4 6.0 0.2 22.6 7.1
LnGrp Delay(d),s/veh 50.9 0.0 44.8 59.2 0.0 0.0 33.0 7.9 8.3 70.4 50.0 30.6
LnGrp LOS D D E C A A E D C
Approach Vol, veh/h 284 32 1408 2540
Approach Delay, s/veh 48.5 59.2 9.6 47.9
Approach LOS D E A D
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 71.2 16.4 25.7 50.5 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5
Max Q Clear Time (g_c+I1), s 2.2 13.1 11.2 6.2 45.7 3.8
Green Ext Time (p_c), s 0.0 11.8 0.6 0.7 0.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 35.4
HCM 2010 LOS D
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 43 26 18 14 35 36 9 1712 8 12 1472 63
Future Volume (veh/h) 43 26 18 14 35 36 9 1712 8 12 1472 63
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 43 26 18 14 35 36 9 1712 8 12 1472 63
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 171 103 71 195 85 87 382 3784 18 26 2620 112
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.43 1.00 1.00 0.01 0.52 0.52
Sat Flow, veh/h 1337 1037 718 1370 851 876 1792 5276 25 1792 5051 216
Grp Volume(v), veh/h 43 0 44 14 0 71 9 1111 609 12 998 537
Grp Sat Flow(s),veh/h/ln 1337 0 1755 1370 0 1727 1792 1712 1877 1792 1712 1843
Q Serve(g_s), s 2.5 0.0 1.9 0.8 0.0 3.1 0.2 0.0 0.0 0.5 15.8 15.8
Cycle Q Clear(g_c), s 5.6 0.0 1.9 2.6 0.0 3.1 0.2 0.0 0.0 0.5 15.8 15.8
Prop In Lane 1.00 0.41 1.00 0.51 1.00 0.01 1.00 0.12
Lane Grp Cap(c), veh/h 171 0 175 195 0 172 382 2455 1346 26 1776 956
V/C Ratio(X)0.25 0.00 0.25 0.07 0.00 0.41 0.02 0.45 0.45 0.46 0.56 0.56
Avail Cap(c_a), veh/h 364 0 428 392 0 421 382 2455 1346 123 1776 956
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.4 0.0 33.3 34.5 0.0 33.8 18.1 0.0 0.0 39.1 13.1 13.1
Incr Delay (d2), s/veh 0.8 0.0 0.7 0.2 0.0 1.6 0.0 0.6 1.0 11.9 1.3 2.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.9 0.3 0.0 1.6 0.1 0.2 0.4 0.4 7.7 8.5
LnGrp Delay(d),s/veh 37.2 0.0 34.0 34.6 0.0 35.4 18.2 0.6 1.0 51.0 14.4 15.5
LnGrp LOS D C C D B A A D B B
Approach Vol, veh/h 87 85 1729 1547
Approach Delay, s/veh 35.6 35.3 0.8 15.0
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.7 61.9 12.5 21.5 46.0 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5
Max Q Clear Time (g_c+I1), s 2.5 2.0 7.6 2.2 17.8 5.1
Green Ext Time (p_c), s 0.0 17.2 0.6 2.7 11.6 0.6
Intersection Summary
HCM 2010 Ctrl Delay 8.9
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)33811991808 0 2 1481 10
Future Volume (veh/h)33811991808 0 2 1481 10
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 33811991808 0 2 1481 10
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 62 7 19 133 4 39 20 2728 0 490 4175 28
Arrive On Green 0.03 0.03 0.03 0.03 0.03 0.03 0.02 1.00 0.00 0.55 1.00 1.00
Sat Flow, veh/h 266 266 710 1412 162 1461 1792 5305 0 1792 5263 36
Grp Volume(v), veh/h 14 00101091808 0 2 963 528
Grp Sat Flow(s),veh/h/ln 1242 0 0 1412 0 1623 1792 1712 0 1792 1712 1875
Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.21 0.57 1.00 0.90 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 88 0 0 133 0 43 20 2728 0 490 2716 1487
V/C Ratio(X)0.16 0.00 0.00 0.01 0.00 0.23 0.44 0.66 0.00 0.00 0.35 0.35
Avail Cap(c_a), veh/h 416 0 0 422 0 375 123 2728 0 490 2716 1487
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.71 0.71 0.00 0.93 0.93 0.93
Uniform Delay (d), s/veh 38.7 0.0 0.0 37.9 0.0 38.1 38.8 0.0 0.0 13.2 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 2.7 10.4 0.9 0.0 0.0 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.0 0.0 0.2 0.3 0.2 0.0 0.0 0.1 0.3
LnGrp Delay(d),s/veh 39.5 0.0 0.0 37.9 0.0 40.8 49.2 0.9 0.0 13.2 0.3 0.6
LnGrp LOS D D D D A B A A
Approach Vol, veh/h 14 11 1817 1493
Approach Delay, s/veh 39.5 40.6 1.2 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.4 47.0 6.6 5.4 68.0 6.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5
Max Q Clear Time (g_c+I1), s 2.0 2.0 3.2 2.4 2.0 2.5
Green Ext Time (p_c), s 2.6 19.9 0.0 0.0 13.9 0.1
Intersection Summary
HCM 2010 Ctrl Delay 1.1
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 308 69 347 416 376 60 1209 234 218 1103 117
Future Volume (veh/h) 102 308 69 347 416 376 60 1209 234 218 1103 117
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 102 308 69 347 416 376 60 1209 0 218 1103 117
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 131 420 93 442 709 642 82 1541 480 707 2157 229
Arrive On Green 0.07 0.14 0.14 0.13 0.20 0.20 0.02 0.10 0.00 0.07 0.15 0.15
Sat Flow, veh/h 1792 2912 643 3476 3574 1599 1792 5136 1599 3476 4717 500
Grp Volume(v), veh/h 102 187 190 347 416 376 60 1209 0 218 800 420
Grp Sat Flow(s),veh/h/ln 1792 1787 1768 1738 1787 1599 1792 1712 1599 1738 1712 1793
Q Serve(g_s), s 4.5 8.0 8.2 7.7 8.4 3.2 2.7 18.4 0.0 4.8 17.2 17.2
Cycle Q Clear(g_c), s 4.5 8.0 8.2 7.7 8.4 3.2 2.7 18.4 0.0 4.8 17.2 17.2
Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 131 258 255 442 709 642 82 1541 480 707 1566 820
V/C Ratio(X)0.78 0.73 0.74 0.78 0.59 0.59 0.73 0.78 0.00 0.31 0.51 0.51
Avail Cap(c_a), veh/h 215 402 398 456 844 703 123 1541 480 707 1566 820
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.00 0.96 0.96 0.96
Uniform Delay (d), s/veh 36.4 32.7 32.8 33.8 29.1 7.5 38.9 33.5 0.0 32.0 25.7 25.7
Incr Delay (d2), s/veh 9.5 3.9 4.3 8.5 0.8 1.1 10.9 3.9 0.0 0.2 1.1 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 4.2 4.3 4.2 4.2 3.9 1.6 9.3 0.0 2.3 8.4 9.1
LnGrp Delay(d),s/veh 45.9 36.6 37.1 42.3 29.9 8.6 49.8 37.4 0.0 32.2 26.9 27.9
LnGrp LOS DDDDCADD CCC
Approach Vol, veh/h 479 1139 1269 1438
Approach Delay, s/veh 38.8 26.6 38.0 28.0
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.8 28.5 14.7 16.0 8.2 41.1 10.4 20.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9
Max Q Clear Time (g_c+I1), s 6.8 20.4 9.7 10.2 4.7 19.2 6.5 10.4
Green Ext Time (p_c), s 1.1 2.4 0.4 1.3 0.0 5.4 0.1 3.4
Intersection Summary
HCM 2010 Ctrl Delay 31.8
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
4: PCH & 21st St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 23 18 15 26 36 26 40 1485 22 37 1441 55
Future Volume (veh/h) 23 18 15 26 36 26 40 1485 22 37 1441 55
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 23 18 15 26 36 26 40 1485 22 37 1441 55
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 105 58 36 88 64 39 376 4218 62 373 4107 157
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 523 739 462 382 813 501 353 5214 77 350 5077 194
Grp Volume(v), veh/h 56 0 0 88 0 0 40 975 532 37 972 524
Grp Sat Flow(s),veh/h/ln 1724 0 0 1695 0 0 353 1712 1868 350 1712 1847
Q Serve(g_s), s 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.4 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.41 0.27 0.30 0.30 1.00 0.04 1.00 0.10
Lane Grp Cap(c), veh/h 199 0 0 191 0 0 376 2770 1511 373 2770 1494
V/C Ratio(X)0.28 0.00 0.00 0.46 0.00 0.00 0.11 0.35 0.35 0.10 0.35 0.35
Avail Cap(c_a), veh/h 495 0 0 500 0 0 376 2770 1511 373 2770 1494
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.93 0.93 0.93 0.76 0.76 0.76
Uniform Delay (d), s/veh 35.1 0.0 0.0 35.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 1.7 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.0 0.0 0.0 0.1 0.1 0.3 0.0 0.1 0.2
LnGrp Delay(d),s/veh 35.8 0.0 0.0 37.4 0.0 0.0 0.5 0.3 0.6 0.4 0.3 0.5
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 56 88 1547 1533
Approach Delay, s/veh 35.8 37.4 0.4 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 69.2 10.8 69.2 10.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5
Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 5.9
Green Ext Time (p_c), s 37.8 0.6 37.8 0.6
Intersection Summary
HCM 2010 Ctrl Delay 2.0
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 Without Project
5: PCH & 16th St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 108 1 84 10 0 12 66 1352 6 6 1250 172
Future Volume (veh/h) 108 1 84 10 0 12 66 1352 6 6 1250 172
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 108 1 84 10 0 12 66 1352 6 6 1250 172
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 160 2 141 18 0 22 86 2012 9 502 3151 981
Arrive On Green 0.09 0.09 0.09 0.02 0.00 0.02 0.05 0.38 0.38 0.56 1.00 1.00
Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5277 23 1792 5136 1599
Grp Volume(v), veh/h 108 0 85 22 0 0 66 877 481 6 1250 172
Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599
Q Serve(g_s), s 4.7 0.0 4.1 1.0 0.0 0.0 2.9 17.0 17.0 0.1 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 4.1 1.0 0.0 0.0 2.9 17.0 17.0 0.1 0.0 0.0
Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 160 0 143 41 0 0 86 1305 716 502 3151 981
V/C Ratio(X)0.68 0.00 0.59 0.54 0.00 0.00 0.77 0.67 0.67 0.01 0.40 0.18
Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 502 3151 981
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.94 0.94 0.94
Uniform Delay (d), s/veh 35.3 0.0 35.0 38.6 0.0 0.0 37.6 20.6 20.6 12.7 0.0 0.0
Incr Delay (d2), s/veh 4.9 0.0 3.9 10.7 0.0 0.0 13.1 2.8 5.0 0.0 0.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.5 0.0 1.9 0.6 0.0 0.0 1.8 8.5 9.8 0.1 0.1 0.1
LnGrp Delay(d),s/veh 40.2 0.0 38.9 49.3 0.0 0.0 50.8 23.4 25.6 12.7 0.4 0.4
LnGrp LOS D D D D C C B A A
Approach Vol, veh/h 193 22 1424 1428
Approach Delay, s/veh 39.6 49.3 25.4 0.4
Approach LOS D D C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.9 35.0 11.6 8.3 53.6 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5
Max Q Clear Time (g_c+I1), s 2.1 19.0 6.7 4.9 2.0 3.0
Green Ext Time (p_c), s 2.5 6.5 0.6 0.0 10.9 0.0
Intersection Summary
HCM 2010 Ctrl Delay 14.8
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
1: Sepulveda Blvd & 2nd St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 110 18 39 98 70 22 3133 17 49 1218 68
Future Volume (veh/h) 58 110 18 39 98 70 22 3133 17 49 1218 68
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 58 110 18 39 98 70 22 3133 17 49 1218 68
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 148 247 40 184 160 114 110 3484 19 107 3281 183
Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.12 1.00 1.00 0.06 0.66 0.66
Sat Flow, veh/h 1224 1577 258 1270 1022 730 1792 5271 29 1792 4978 278
Grp Volume(v), veh/h 58 0 128 39 0 168 22 2033 1117 49 838 448
Grp Sat Flow(s),veh/h/ln 1224 0 1836 1270 0 1752 1792 1712 1876 1792 1712 1832
Q Serve(g_s), s 5.1 0.0 7.0 3.2 0.0 9.8 1.2 0.0 0.0 2.9 12.1 12.2
Cycle Q Clear(g_c), s 14.9 0.0 7.0 10.1 0.0 9.8 1.2 0.0 0.0 2.9 12.1 12.2
Prop In Lane 1.00 0.14 1.00 0.42 1.00 0.02 1.00 0.15
Lane Grp Cap(c), veh/h 148 0 288 184 0 275 110 2263 1240 107 2257 1208
V/C Ratio(X)0.39 0.00 0.45 0.21 0.00 0.61 0.20 0.90 0.90 0.46 0.37 0.37
Avail Cap(c_a), veh/h 160 0 305 196 0 292 110 2263 1240 107 2257 1208
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.47 0.47 0.47 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.2 0.0 42.0 46.6 0.0 43.3 45.8 0.0 0.0 50.0 8.5 8.5
Incr Delay (d2), s/veh 1.7 0.0 1.1 0.6 0.0 3.4 0.4 3.1 5.6 3.0 0.5 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 3.6 1.1 0.0 5.0 0.6 1.0 1.9 1.5 5.8 6.4
LnGrp Delay(d),s/veh 51.9 0.0 43.1 47.2 0.0 46.7 46.2 3.1 5.6 53.0 8.9 9.3
LnGrp LOS D D D D D A A D A A
Approach Vol, veh/h 186 207 3172 1335
Approach Delay, s/veh 45.9 46.8 4.3 10.7
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.1 77.2 21.7 11.3 77.0 21.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.7 18.3 5.7 72.5 18.3
Max Q Clear Time (g_c+I1), s 4.9 2.0 16.9 3.2 14.2 12.1
Green Ext Time (p_c), s 0.0 59.0 0.3 0.0 11.8 1.1
Intersection Summary
HCM 2010 Ctrl Delay 9.4
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
2: Sepulveda Blvd & Longfellow AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 11 28 9 14 18 49 7 3307 32 60 1159 11
Future Volume (veh/h) 11 28 9 14 18 49 7 3307 32 60 1159 11
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 11 28 9 14 18 49 7 3307 32 60 1159 11
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 49 57 15 158 28 77 265 3476 34 271 3496 33
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.20 0.88 0.88 0.30 1.00 1.00
Sat Flow, veh/h 145 904 242 1379 448 1219 1792 5245 51 1792 5246 50
Grp Volume(v), veh/h 48 0 0 14 0 67 7 2155 1184 60 756 414
Grp Sat Flow(s),veh/h/ln 1292 0 0 1379 0 1666 1792 1712 1872 1792 1712 1872
Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 4.3 0.3 50.4 51.9 2.8 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 0.0 1.0 0.0 4.3 0.3 50.4 51.9 2.8 0.0 0.0
Prop In Lane 0.23 0.19 1.00 0.73 1.00 0.03 1.00 0.03
Lane Grp Cap(c), veh/h 122 0 0 158 0 105 265 2269 1241 271 2281 1248
V/C Ratio(X)0.39 0.00 0.00 0.09 0.00 0.64 0.03 0.95 0.95 0.22 0.33 0.33
Avail Cap(c_a), veh/h 291 0 0 298 0 274 265 2269 1241 271 2281 1248
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.09 0.09 0.09 0.95 0.95 0.95
Uniform Delay (d), s/veh 49.8 0.0 0.0 48.7 0.0 50.3 37.8 5.2 5.3 33.5 0.0 0.0
Incr Delay (d2), s/veh 2.1 0.0 0.0 0.2 0.0 6.2 0.0 1.3 2.4 0.4 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 0.4 0.0 2.2 0.2 22.2 25.2 1.4 0.1 0.2
LnGrp Delay(d),s/veh 51.8 0.0 0.0 49.0 0.0 56.5 37.8 6.5 7.7 33.9 0.4 0.7
LnGrp LOS D D E D A A C A A
Approach Vol, veh/h 48 81 3346 1230
Approach Delay, s/veh 51.8 55.2 7.0 2.1
Approach LOS D E A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.1 77.4 11.5 20.7 77.8 11.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 72.9 18.1 5.1 73.3 18.1
Max Q Clear Time (g_c+I1), s 4.8 53.9 6.7 2.3 2.0 6.3
Green Ext Time (p_c), s 0.0 18.3 0.4 0.0 10.2 0.4
Intersection Summary
HCM 2010 Ctrl Delay 7.0
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 103 387 70 350 545 703 48 2527 199 213 815 51
Future Volume (veh/h) 103 387 70 350 545 703 48 2527 199 213 815 51
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 103 387 70 350 545 703 48 2527 0 213 815 51
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 109 452 81 343 669 431 114 2597 808 287 2592 162
Arrive On Green 0.06 0.15 0.15 0.10 0.19 0.19 0.13 1.00 0.00 0.03 0.17 0.17
Sat Flow, veh/h 1792 3029 543 3476 3574 1599 1792 5136 1599 3476 4942 308
Grp Volume(v), veh/h 103 227 230 350 545 703 48 2527 0 213 564 302
Grp Sat Flow(s),veh/h/ln 1792 1787 1785 1738 1787 1599 1792 1712 1599 1738 1712 1827
Q Serve(g_s), s 6.3 13.6 13.8 10.9 16.1 20.6 2.7 0.0 0.0 6.7 15.8 15.9
Cycle Q Clear(g_c), s 6.3 13.6 13.8 10.9 16.1 20.6 2.7 0.0 0.0 6.7 15.8 15.9
Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 109 267 267 343 669 431 114 2597 808 287 1796 958
V/C Ratio(X)0.94 0.85 0.86 1.02 0.81 1.63 0.42 0.97 0.00 0.74 0.31 0.32
Avail Cap(c_a), veh/h 109 292 292 343 669 431 114 2597 808 521 1796 958
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.57 0.57 0.00 0.97 0.97 0.97
Uniform Delay (d), s/veh 51.5 45.6 45.7 49.6 42.9 23.9 46.1 0.0 0.0 52.3 28.2 28.2
Incr Delay (d2), s/veh 68.3 19.3 21.1 53.5 7.7 293.6 1.4 8.4 0.0 3.7 0.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 8.2 8.4 7.8 8.7 46.8 1.4 2.0 0.0 3.4 7.6 8.3
LnGrp Delay(d),s/veh 119.8 64.9 66.7 103.1 50.5 317.5 47.5 8.4 0.0 56.0 28.6 29.0
LnGrp LOS F E E F D F D A E C C
Approach Vol, veh/h 560 1598 2575 1079
Approach Delay, s/veh 75.7 179.5 9.2 34.1
Approach LOS E F A C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 60.1 15.4 20.9 11.5 62.2 11.2 25.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 48.2 9.3 18.0 7.0 57.7 6.7 20.6
Max Q Clear Time (g_c+I1), s 8.7 2.0 12.9 15.8 4.7 17.9 8.3 22.6
Green Ext Time (p_c), s 0.4 34.5 0.0 0.6 0.0 6.5 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 67.0
HCM 2010 LOS E
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
4: PCH & 21st St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 54 86 13 77 94 70 43 2748 34 25 1068 14
Future Volume (veh/h) 54 86 13 77 94 70 43 2748 34 25 1068 14
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 54 86 13 77 94 70 43 2748 34 25 1068 14
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 115 168 22 121 125 83 452 3856 48 139 3853 50
Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 390 929 123 433 691 460 524 5229 64 99 5224 68
Grp Volume(v), veh/h 153 0 0 241 0 0 43 1796 986 25 700 382
Grp Sat Flow(s),veh/h/ln 1442 0 0 1584 0 0 524 1712 1870 99 1712 1869
Q Serve(g_s), s 0.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.4 0.0 0.0 16.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.35 0.08 0.32 0.29 1.00 0.03 1.00 0.04
Lane Grp Cap(c), veh/h 305 0 0 329 0 0 452 2525 1379 139 2525 1378
V/C Ratio(X)0.50 0.00 0.00 0.73 0.00 0.00 0.10 0.71 0.71 0.18 0.28 0.28
Avail Cap(c_a), veh/h 427 0 0 453 0 0 452 2525 1379 139 2525 1378
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.70 0.70 0.70 0.83 0.83 0.83
Uniform Delay (d), s/veh 40.7 0.0 0.0 43.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 3.8 0.0 0.0 0.3 1.2 2.2 2.3 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 7.4 0.0 0.0 0.0 0.4 0.9 0.1 0.1 0.2
LnGrp Delay(d),s/veh 42.0 0.0 0.0 47.3 0.0 0.0 0.3 1.2 2.2 2.3 0.2 0.4
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 153 241 2825 1107
Approach Delay, s/veh 42.0 47.3 1.6 0.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 85.6 24.4 85.6 24.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.5 28.5 72.5 28.5
Max Q Clear Time (g_c+I1), s 2.0 12.4 2.0 18.2
Green Ext Time (p_c), s 65.2 2.2 65.2 1.7
Intersection Summary
HCM 2010 Ctrl Delay 5.2
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
5: PCH & 16th St AM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 0 53 30 0 26 71 2579 31 7 982 162
Future Volume (veh/h) 80 0 53 30 0 26 71 2579 31 7 982 162
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 80 0 53 30 0 26 71 2579 31 7 982 162
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 114 0 102 38 0 33 92 2906 35 314 3490 1087
Arrive On Green 0.06 0.00 0.06 0.04 0.00 0.04 0.05 0.56 0.56 0.35 1.00 1.00
Sat Flow, veh/h 1792 0 1599 909 0 788 1792 5231 63 1792 5136 1599
Grp Volume(v), veh/h 80 0 53 56 0 0 71 1686 924 7 982 162
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1697 0 0 1792 1712 1870 1792 1712 1599
Q Serve(g_s), s 4.8 0.0 3.5 3.6 0.0 0.0 4.3 47.4 47.8 0.3 0.0 0.0
Cycle Q Clear(g_c), s 4.8 0.0 3.5 3.6 0.0 0.0 4.3 47.4 47.8 0.3 0.0 0.0
Prop In Lane 1.00 1.00 0.54 0.46 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 114 0 102 71 0 0 92 1902 1039 314 3490 1087
V/C Ratio(X)0.70 0.00 0.52 0.79 0.00 0.00 0.78 0.89 0.89 0.02 0.28 0.15
Avail Cap(c_a), veh/h 298 0 266 116 0 0 165 1902 1039 314 3490 1087
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.97 0.97 0.97
Uniform Delay (d), s/veh 50.5 0.0 49.9 52.2 0.0 0.0 51.6 21.4 21.5 29.6 0.0 0.0
Incr Delay (d2), s/veh 7.5 0.0 4.0 17.2 0.0 0.0 13.0 6.5 11.4 0.0 0.2 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.7 2.0 0.0 0.0 2.5 24.0 27.7 0.1 0.1 0.1
LnGrp Delay(d),s/veh 58.0 0.0 53.9 69.4 0.0 0.0 64.6 28.0 32.9 29.6 0.2 0.3
LnGrp LOS E D E E C C C A A
Approach Vol, veh/h 133 56 2681 1151
Approach Delay, s/veh 56.3 69.4 30.6 0.4
Approach LOS E E C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.8 65.6 11.5 10.1 79.3 9.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 61.1 18.3 10.1 56.1 7.5
Max Q Clear Time (g_c+I1), s 2.3 49.8 6.8 6.3 2.0 5.6
Green Ext Time (p_c), s 1.5 10.3 0.3 0.0 9.4 0.0
Intersection Summary
HCM 2010 Ctrl Delay 23.4
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
1: Sepulveda Blvd & 2nd St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 71 79 75 43 56 38 32 1701 29 42 2568 30
Future Volume (veh/h) 71 79 75 43 56 38 32 1701 29 42 2568 30
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 71 79 75 43 56 38 32 1701 29 42 2568 30
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 200 130 123 150 153 104 195 3560 61 62 3192 37
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.22 1.00 1.00 0.03 0.61 0.61
Sat Flow, veh/h 1310 889 844 1240 1046 710 1792 5201 89 1792 5233 61
Grp Volume(v), veh/h 71 0 154 43 0 94 32 1120 610 42 1678 920
Grp Sat Flow(s),veh/h/ln 1310 0 1732 1240 0 1756 1792 1712 1866 1792 1712 1870
Q Serve(g_s), s 5.2 0.0 8.3 3.4 0.0 4.8 1.4 0.0 0.0 2.3 37.5 37.7
Cycle Q Clear(g_c), s 10.0 0.0 8.3 11.7 0.0 4.8 1.4 0.0 0.0 2.3 37.5 37.7
Prop In Lane 1.00 0.49 1.00 0.40 1.00 0.05 1.00 0.03
Lane Grp Cap(c), veh/h 200 0 253 150 0 256 195 2344 1277 62 2088 1141
V/C Ratio(X)0.36 0.00 0.61 0.29 0.00 0.37 0.16 0.48 0.48 0.68 0.80 0.81
Avail Cap(c_a), veh/h 264 0 338 210 0 342 195 2344 1277 116 2088 1141
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.0 0.0 40.0 45.5 0.0 38.5 35.4 0.0 0.0 47.7 14.9 15.0
Incr Delay (d2), s/veh 1.1 0.0 2.4 1.0 0.0 0.9 0.4 0.6 1.2 12.4 3.4 6.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 4.1 1.2 0.0 2.4 0.7 0.2 0.4 1.4 18.5 21.1
LnGrp Delay(d),s/veh 44.1 0.0 42.4 46.6 0.0 39.4 35.8 0.6 1.2 60.1 18.3 21.1
LnGrp LOS D D D D D AAEBC
Approach Vol, veh/h 225 137 1762 2640
Approach Delay, s/veh 42.9 41.6 1.5 19.9
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 73.0 19.1 15.4 65.5 19.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 60.5 19.5 6.0 61.0 19.5
Max Q Clear Time (g_c+I1), s 4.3 2.0 12.0 3.4 39.7 13.7
Green Ext Time (p_c), s 0.0 19.9 1.1 1.8 18.1 0.9
Intersection Summary
HCM 2010 Ctrl Delay 14.8
HCM 2010 LOS B
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
2: Sepulveda Blvd & Longfellow PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 14 18 50 17 28 26 1629 22 16 2757 13
Future Volume (veh/h) 13 14 18 50 17 28 26 1629 22 16 2757 13
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 13 14 18 50 17 28 26 1629 22 16 2757 13
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 61 34 32 166 37 61 337 3253 44 330 3266 15
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.25 0.83 0.83 0.37 1.00 1.00
Sat Flow, veh/h 256 582 559 1385 640 1055 1792 5222 71 1792 5276 25
Grp Volume(v), veh/h 45 0 0 50 0 45 26 1068 583 16 1788 982
Grp Sat Flow(s),veh/h/ln 1398 0 0 1385 0 1695 1792 1712 1869 1792 1712 1877
Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 2.6 1.1 9.1 9.1 0.6 0.0 0.0
Cycle Q Clear(g_c), s 3.5 0.0 0.0 2.7 0.0 2.6 1.1 9.1 9.1 0.6 0.0 0.0
Prop In Lane 0.29 0.40 1.00 0.62 1.00 0.04 1.00 0.01
Lane Grp Cap(c), veh/h 127 0 0 166 0 98 337 2133 1164 330 2119 1162
V/C Ratio(X)0.35 0.00 0.00 0.30 0.00 0.46 0.08 0.50 0.50 0.05 0.84 0.85
Avail Cap(c_a), veh/h 330 0 0 342 0 314 337 2133 1164 330 2119 1162
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.71 0.71 0.71 0.66 0.66 0.66
Uniform Delay (d), s/veh 45.8 0.0 0.0 45.7 0.0 45.6 30.9 4.0 4.0 26.0 0.0 0.0
Incr Delay (d2), s/veh 1.7 0.0 0.0 1.0 0.0 3.3 0.1 0.6 1.1 0.0 2.9 5.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 0.0 0.0 1.4 0.0 1.3 0.6 4.4 4.9 0.3 0.9 1.7
LnGrp Delay(d),s/veh 47.5 0.0 0.0 46.7 0.0 48.9 30.9 4.6 5.1 26.0 2.9 5.2
LnGrp LOS D D D C A A C A A
Approach Vol, veh/h 45 95 1677 2786
Approach Delay, s/veh 47.5 47.7 5.2 3.9
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.9 66.8 10.3 23.3 66.4 10.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.7 62.3 18.5 6.1 61.9 18.5
Max Q Clear Time (g_c+I1), s 2.6 11.1 5.5 3.1 2.0 4.7
Green Ext Time (p_c), s 0.0 17.4 0.4 0.0 44.4 0.5
Intersection Summary
HCM 2010 Ctrl Delay 5.7
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 83 467 54 385 395 336 46 1168 379 612 2176 91
Future Volume (veh/h) 83 467 54 385 395 336 46 1168 379 612 2176 91
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 83 467 54 385 395 336 46 1168 0 612 2176 91
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 107 545 63 400 801 719 128 1597 497 783 2352 98
Arrive On Green 0.06 0.17 0.17 0.12 0.22 0.22 0.14 0.62 0.00 0.45 0.93 0.93
Sat Flow, veh/h 1792 3231 372 3476 3574 1599 1792 5136 1599 3476 5057 211
Grp Volume(v), veh/h 83 257 264 385 395 336 46 1168 0 612 1470 797
Grp Sat Flow(s),veh/h/ln 1792 1787 1816 1738 1787 1599 1792 1712 1599 1738 1712 1844
Q Serve(g_s), s 4.6 14.0 14.1 11.0 9.6 2.8 2.3 15.8 0.0 14.9 21.3 22.3
Cycle Q Clear(g_c), s 4.6 14.0 14.1 11.0 9.6 2.8 2.3 15.8 0.0 14.9 21.3 22.3
Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 107 301 306 400 801 719 128 1597 497 783 1592 857
V/C Ratio(X)0.78 0.85 0.86 0.96 0.49 0.47 0.36 0.73 0.00 0.78 0.92 0.93
Avail Cap(c_a), veh/h 167 331 336 400 801 719 128 1597 497 783 1592 857
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.00 0.70 0.70 0.70
Uniform Delay (d), s/veh 46.4 40.4 40.4 44.0 33.8 8.7 40.8 16.0 0.0 25.4 2.6 2.7
Incr Delay (d2), s/veh 11.5 17.9 18.6 35.4 0.5 0.5 1.6 2.8 0.0 3.6 7.8 13.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 8.4 8.7 7.3 4.8 4.2 1.2 7.5 0.0 7.4 9.1 11.6
LnGrp Delay(d),s/veh 57.9 58.3 59.0 79.4 34.3 9.2 42.4 18.8 0.0 29.0 10.4 16.2
LnGrp LOS EEEECADB CBB
Approach Vol, veh/h 604 1116 1214 2879
Approach Delay, s/veh 58.6 42.3 19.7 16.0
Approach LOS E D B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.0 35.6 16.0 21.4 11.6 51.0 10.4 26.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.9 31.1 11.5 18.5 5.5 46.5 9.3 20.7
Max Q Clear Time (g_c+I1), s 16.9 17.8 13.0 16.1 4.3 24.3 6.6 11.6
Green Ext Time (p_c), s 1.0 6.6 0.0 0.7 0.4 17.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 26.2
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
4: PCH & 21st St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 24 48 13 34 57 65 32 1527 26 95 2459 80
Future Volume (veh/h) 24 48 13 34 57 65 32 1527 26 95 2459 80
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 24 48 13 34 57 65 32 1527 26 95 2459 80
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 83 135 31 75 83 82 173 4127 70 337 4055 131
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 314 1158 266 266 716 701 127 5201 89 334 5110 165
Grp Volume(v), veh/h 85 0 0 156 0 0 32 1005 548 95 1643 896
Grp Sat Flow(s),veh/h/ln 1738 0 0 1682 0 0 127 1712 1866 334 1712 1852
Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 0.0 0.0 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.28 0.15 0.22 0.42 1.00 0.05 1.00 0.09
Lane Grp Cap(c), veh/h 249 0 0 240 0 0 173 2717 1480 337 2717 1470
V/C Ratio(X)0.34 0.00 0.00 0.65 0.00 0.00 0.19 0.37 0.37 0.28 0.60 0.61
Avail Cap(c_a), veh/h 353 0 0 344 0 0 173 2717 1480 337 2717 1470
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.92 0.92 0.92 0.35 0.35 0.35
Uniform Delay (d), s/veh 40.9 0.0 0.0 42.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 3.0 0.0 0.0 2.2 0.4 0.7 0.7 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.4 0.0 0.0 0.1 0.1 0.3 0.1 0.1 0.3
LnGrp Delay(d),s/veh 41.7 0.0 0.0 45.8 0.0 0.0 2.2 0.4 0.7 0.7 0.4 0.7
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 85 156 1585 2634
Approach Delay, s/veh 41.7 45.8 0.5 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 83.9 16.1 83.9 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 72.9 18.1 72.9 18.1
Max Q Clear Time (g_c+I1), s 2.0 6.3 2.0 10.9
Green Ext Time (p_c), s 67.3 1.0 67.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 2.9
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
5: PCH & 16th St PM Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 173 0 114 28 0 4 91 1301 21 4 2263 278
Future Volume (veh/h) 173 0 114 28 0 4 91 1301 21 4 2263 278
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 173 0 114 28 0 4 91 1301 21 4 2263 278
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 216 0 192 45 0 6 377 3462 56 9 2362 736
Arrive On Green 0.12 0.00 0.12 0.03 0.00 0.03 0.21 0.66 0.66 0.00 0.15 0.15
Sat Flow, veh/h 1792 0 1599 1544 0 221 1792 5206 84 1792 5136 1599
Grp Volume(v), veh/h 173 0 114 32 0 0 91 856 466 4 2263 278
Grp Sat Flow(s),veh/h/ln 1792 0 1599 1765 0 0 1792 1712 1866 1792 1712 1599
Q Serve(g_s), s 9.4 0.0 6.8 1.8 0.0 0.0 4.2 11.2 11.2 0.2 43.7 15.6
Cycle Q Clear(g_c), s 9.4 0.0 6.8 1.8 0.0 0.0 4.2 11.2 11.2 0.2 43.7 15.6
Prop In Lane 1.00 1.00 0.87 0.12 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 216 0 192 52 0 0 377 2277 1241 9 2362 736
V/C Ratio(X)0.80 0.00 0.59 0.62 0.00 0.00 0.24 0.38 0.38 0.42 0.96 0.38
Avail Cap(c_a), veh/h 322 0 288 132 0 0 377 2277 1241 90 2362 736
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.73 0.73 0.73
Uniform Delay (d), s/veh 42.8 0.0 41.7 48.0 0.0 0.0 32.9 7.5 7.5 49.8 41.4 29.5
Incr Delay (d2), s/veh 8.5 0.0 2.9 11.3 0.0 0.0 0.3 0.5 0.9 20.6 8.7 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 0.0 3.1 1.0 0.0 0.0 2.1 5.4 6.0 0.2 22.6 7.2
LnGrp Delay(d),s/veh 51.3 0.0 44.6 59.2 0.0 0.0 33.2 8.0 8.4 70.4 50.1 30.6
LnGrp LOS D D E C A A E D C
Approach Vol, veh/h 287 32 1413 2545
Approach Delay, s/veh 48.6 59.2 9.7 48.0
Approach LOS D E A D
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 71.0 16.5 25.5 50.5 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 18.0 10.5 46.0 7.5
Max Q Clear Time (g_c+I1), s 2.2 13.2 11.4 6.2 45.7 3.8
Green Ext Time (p_c), s 0.0 11.8 0.6 0.7 0.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 35.5
HCM 2010 LOS D
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
1: Sepulveda Blvd & 2nd St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 43 26 31 27 35 36 22 1738 21 12 1497 63
Future Volume (veh/h) 43 26 31 27 35 36 22 1738 21 12 1497 63
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 43 26 31 27 35 36 22 1738 21 12 1497 63
Adj No. of Lanes 110110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 174 80 95 186 86 89 378 3740 45 26 2622 110
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.42 1.00 1.00 0.01 0.52 0.52
Sat Flow, veh/h 1337 783 934 1354 851 876 1792 5231 63 1792 5055 213
Grp Volume(v), veh/h 43 0 57 27 0 71 22 1138 621 12 1014 546
Grp Sat Flow(s),veh/h/ln 1337 0 1716 1354 0 1727 1792 1712 1870 1792 1712 1844
Q Serve(g_s), s 2.5 0.0 2.5 1.5 0.0 3.1 0.6 0.0 0.0 0.5 16.2 16.2
Cycle Q Clear(g_c), s 5.6 0.0 2.5 4.0 0.0 3.1 0.6 0.0 0.0 0.5 16.2 16.2
Prop In Lane 1.00 0.54 1.00 0.51 1.00 0.03 1.00 0.12
Lane Grp Cap(c), veh/h 174 0 174 186 0 175 378 2448 1337 26 1776 956
V/C Ratio(X)0.25 0.00 0.33 0.15 0.00 0.40 0.06 0.46 0.46 0.46 0.57 0.57
Avail Cap(c_a), veh/h 364 0 418 378 0 421 378 2448 1337 123 1776 956
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.3 0.0 33.4 35.2 0.0 33.7 18.4 0.0 0.0 39.1 13.2 13.2
Incr Delay (d2), s/veh 0.7 0.0 1.1 0.4 0.0 1.5 0.1 0.6 1.1 11.9 1.3 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 1.2 0.6 0.0 1.5 0.3 0.2 0.4 0.4 7.9 8.8
LnGrp Delay(d),s/veh 37.0 0.0 34.5 35.6 0.0 35.2 18.5 0.6 1.1 51.0 14.5 15.6
LnGrp LOS D C D D B A A D B B
Approach Vol, veh/h 100 98 1781 1572
Approach Delay, s/veh 35.6 35.3 1.0 15.2
Approach LOS D D A B
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.7 61.7 12.6 21.4 46.0 12.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 41.5 19.5 5.5 41.5 19.5
Max Q Clear Time (g_c+I1), s 2.5 2.0 7.6 2.6 18.2 6.0
Green Ext Time (p_c), s 0.0 17.8 0.7 1.7 11.8 0.7
Intersection Summary
HCM 2010 Ctrl Delay 9.2
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
2: Sepulveda Blvd & Longfellow Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 3 3 21 14 1 9 22 1860 13 2 1532 10
Future Volume (veh/h) 3 3 21 14 1 9 22 1860 13 2 1532 10
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1881 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 3 3 21 14 1 9 22 1860 13 2 1532 10
Adj No. of Lanes 010110130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 56 10 53 155 7 62 43 2795 20 462 4026 26
Arrive On Green 0.04 0.04 0.04 0.04 0.04 0.04 0.05 1.00 1.00 0.52 1.00 1.00
Sat Flow, veh/h 131 228 1257 1395 162 1461 1792 5262 37 1792 5265 34
Grp Volume(v), veh/h 27 0 0 14 0 10 22 1210 663 2 996 546
Grp Sat Flow(s),veh/h/ln 1616 0 0 1395 0 1623 1792 1712 1875 1792 1712 1875
Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.3 0.0 0.0 0.6 0.0 0.5 1.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.11 0.78 1.00 0.90 1.00 0.02 1.00 0.02
Lane Grp Cap(c), veh/h 118 0 0 155 0 69 43 1819 996 462 2618 1434
V/C Ratio(X)0.23 0.00 0.00 0.09 0.00 0.15 0.51 0.67 0.67 0.00 0.38 0.38
Avail Cap(c_a), veh/h 421 0 0 419 0 375 123 1819 996 462 2618 1434
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.65 0.65 0.65 0.93 0.93 0.93
Uniform Delay (d), s/veh 37.3 0.0 0.0 37.0 0.0 36.9 37.6 0.0 0.0 14.4 0.0 0.0
Incr Delay (d2), s/veh 1.0 0.0 0.0 0.2 0.0 1.0 5.9 1.3 2.3 0.0 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 0.3 0.0 0.2 0.5 0.3 0.6 0.0 0.1 0.3
LnGrp Delay(d),s/veh 38.3 0.0 0.0 37.2 0.0 37.9 43.5 1.3 2.3 14.4 0.4 0.7
LnGrp LOS D D D D AABAA
Approach Vol, veh/h 27 24 1895 1544
Approach Delay, s/veh 38.3 37.5 2.1 0.5
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.1 47.0 7.9 6.4 65.7 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 42.5 18.5 5.5 42.5 18.5
Max Q Clear Time (g_c+I1), s 2.0 2.0 3.3 3.0 2.0 2.6
Green Ext Time (p_c), s 2.7 19.7 0.1 0.0 14.6 0.1
Intersection Summary
HCM 2010 Ctrl Delay 1.9
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
3: PCH/Sepulveda Blvd & Gould Ave/Artesia Blvd Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 333 69 386 429 395 86 1267 234 294 1103 117
Future Volume (veh/h) 102 333 69 386 429 395 86 1267 234 294 1103 117
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1881 1881 1881 1881 1881 1881 1881 1881 1900
Adj Flow Rate, veh/h 102 333 69 386 429 395 86 1267 0 294 1103 117
Adj No. of Lanes 120221131230
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 131 447 92 456 748 642 111 1541 480 669 2031 215
Arrive On Green 0.07 0.15 0.15 0.13 0.21 0.21 0.02 0.10 0.00 0.06 0.14 0.14
Sat Flow, veh/h 1792 2956 605 3476 3574 1599 1792 5136 1599 3476 4717 500
Grp Volume(v), veh/h 102 200 202 386 429 395 86 1267 0 294 800 420
Grp Sat Flow(s),veh/h/ln 1792 1787 1774 1738 1787 1599 1792 1712 1599 1738 1712 1793
Q Serve(g_s), s 4.5 8.5 8.7 8.7 8.6 3.4 3.8 19.4 0.0 6.5 17.4 17.4
Cycle Q Clear(g_c), s 4.5 8.5 8.7 8.7 8.6 3.4 3.8 19.4 0.0 6.5 17.4 17.4
Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 131 270 268 456 748 642 111 1541 480 669 1474 772
V/C Ratio(X)0.78 0.74 0.75 0.85 0.57 0.61 0.77 0.82 0.00 0.44 0.54 0.54
Avail Cap(c_a), veh/h 215 402 399 456 844 686 123 1541 480 669 1474 772
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.00 0.95 0.95 0.95
Uniform Delay (d), s/veh 36.4 32.4 32.5 34.0 28.4 7.6 38.6 33.9 0.0 33.3 27.0 27.0
Incr Delay (d2), s/veh 9.5 3.9 4.5 13.7 0.7 1.5 22.4 4.8 0.0 0.4 1.4 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 4.5 4.6 5.1 4.3 4.3 2.6 9.9 0.0 3.2 8.5 9.2
LnGrp Delay(d),s/veh 45.9 36.4 37.0 47.7 29.2 9.1 61.1 38.7 0.0 33.7 28.4 29.6
LnGrp LOS DDDDCAED CCC
Approach Vol, veh/h 504 1210 1353 1514
Approach Delay, s/veh 38.6 28.5 40.2 29.7
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 28.5 15.0 16.6 9.5 38.9 10.4 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 24.0 10.5 18.0 5.5 28.0 9.6 18.9
Max Q Clear Time (g_c+I1), s 8.5 21.4 10.7 10.7 5.8 19.4 6.5 10.6
Green Ext Time (p_c), s 0.5 1.9 0.0 1.4 0.0 5.4 0.1 3.6
Intersection Summary
HCM 2010 Ctrl Delay 33.5
HCM 2010 LOS C
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
4: PCH & 21st St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 36 18 15 26 36 26 40 1523 22 37 1480 68
Future Volume (veh/h) 36 18 15 26 36 26 40 1523 22 37 1480 68
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1900
Adj Flow Rate, veh/h 36 18 15 26 36 26 40 1523 22 37 1480 68
Adj No. of Lanes 010010130130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 127 47 29 89 65 40 362 4216 61 362 4068 187
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 1.00 1.00 1.00 1.00 1.00 1.00
Sat Flow, veh/h 739 594 370 386 822 506 336 5216 75 337 5033 231
Grp Volume(v), veh/h 69 0 0 88 0 0 40 1000 545 37 1007 541
Grp Sat Flow(s),veh/h/ln 1703 0 0 1714 0 0 336 1712 1868 337 1712 1840
Q Serve(g_s), s 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.9 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Prop In Lane 0.52 0.22 0.30 0.30 1.00 0.04 1.00 0.13
Lane Grp Cap(c), veh/h 203 0 0 194 0 0 362 2767 1510 362 2767 1487
V/C Ratio(X)0.34 0.00 0.00 0.45 0.00 0.00 0.11 0.36 0.36 0.10 0.36 0.36
Avail Cap(c_a), veh/h 490 0 0 502 0 0 362 2767 1510 362 2767 1487
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.93 0.93 0.93 0.73 0.73 0.73
Uniform Delay (d), s/veh 35.2 0.0 0.0 35.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.0 0.0 0.0 1.7 0.0 0.0 0.6 0.3 0.6 0.4 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 2.0 0.0 0.0 0.1 0.1 0.3 0.0 0.1 0.2
LnGrp Delay(d),s/veh 36.2 0.0 0.0 37.3 0.0 0.0 0.6 0.3 0.6 0.4 0.3 0.5
LnGrp LOS D D AAAAAA
Approach Vol, veh/h 69 88 1585 1585
Approach Delay, s/veh 36.2 37.3 0.4 0.4
Approach LOS D D A A
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 69.2 10.8 69.2 10.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 21.5 49.5 21.5
Max Q Clear Time (g_c+I1), s 2.0 4.9 2.0 5.8
Green Ext Time (p_c), s 38.8 0.7 38.8 0.7
Intersection Summary
HCM 2010 Ctrl Delay 2.1
HCM 2010 LOS A
Lazy Acres-Hope Chapel Expansion TIA 2018 With Project
5: PCH & 16th St Sunday Mid-day Peak Hour
HCM 2010 Signalized Intersection Summary Synchro 9 Report
7/15/2016 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 121 1 84 10 0 12 66 1377 6 6 1276 185
Future Volume (veh/h) 121 1 84 10 0 12 66 1377 6 6 1276 185
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1881 1881 1900 1900 1881 1900 1881 1881 1900 1881 1881 1881
Adj Flow Rate, veh/h 121 1 84 10 0 12 66 1377 6 6 1276 185
Adj No. of Lanes 110010130131
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, %111111111111
Cap, veh/h 173 2 153 18 0 22 86 2012 9 489 3112 969
Arrive On Green 0.10 0.10 0.10 0.02 0.00 0.02 0.05 0.38 0.38 0.55 1.00 1.00
Sat Flow, veh/h 1792 19 1583 764 0 917 1792 5278 23 1792 5136 1599
Grp Volume(v), veh/h 121 0 85 22 0 0 66 893 490 6 1276 185
Grp Sat Flow(s),veh/h/ln 1792 0 1602 1681 0 0 1792 1712 1877 1792 1712 1599
Q Serve(g_s), s 5.2 0.0 4.0 1.0 0.0 0.0 2.9 17.5 17.5 0.1 0.0 0.0
Cycle Q Clear(g_c), s 5.2 0.0 4.0 1.0 0.0 0.0 2.9 17.5 17.5 0.1 0.0 0.0
Prop In Lane 1.00 0.99 0.45 0.55 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 173 0 155 41 0 0 86 1305 716 489 3112 969
V/C Ratio(X)0.70 0.00 0.55 0.54 0.00 0.00 0.77 0.68 0.68 0.01 0.41 0.19
Avail Cap(c_a), veh/h 414 0 370 158 0 0 168 1305 716 489 3112 969
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.94 0.94 0.94
Uniform Delay (d), s/veh 35.0 0.0 34.5 38.6 0.0 0.0 37.6 20.7 20.7 13.2 0.0 0.0
Incr Delay (d2), s/veh 5.0 0.0 3.0 10.7 0.0 0.0 13.1 2.9 5.3 0.0 0.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.8 0.0 1.9 0.6 0.0 0.0 1.8 8.7 10.0 0.1 0.1 0.1
LnGrp Delay(d),s/veh 40.0 0.0 37.5 49.3 0.0 0.0 50.8 23.6 26.0 13.3 0.4 0.4
LnGrp LOS D D D D C C B A A
Approach Vol, veh/h 206 22 1449 1467
Approach Delay, s/veh 39.0 49.3 25.7 0.4
Approach LOS D D C A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.3 35.0 12.2 8.3 53.0 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 30.5 18.5 7.5 28.5 7.5
Max Q Clear Time (g_c+I1), s 2.1 19.5 7.2 4.9 2.0 3.0
Green Ext Time (p_c), s 2.5 6.5 0.6 0.0 11.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay 14.9
HCM 2010 LOS B
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L183030
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L283030
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L3
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L3.1
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801CSPROPOSED TWO DETACHED UNITS FORBEACH CITY CAPITAL FUND, L.L.C.935 15th Street, Hermosa BeachLegal DescriptionZoning:Setbacks Front: Sides: Rear:Height Limit:Parking:Type of Construction:Occupancies:Number of Stories:Sprinkler System:Code ResearchFirst Level LivingSecond Level LivingThird Level LivingTotal LivingGarageRoof Deck:Lot Area:Lot CoverageLot Coverage PercentageAreasR-2B16' Minimum4.2' Minimum5' Minimum at First Floor3' Minimum at Second Floor / Third Floor30'-0"/Max4 Enclosed: Provided at Garage, 1 GuestParking Space UncoveredType V-BR3 at Living; U at Garage3Required Throughout Residence andGarage: Licensed Installer Shall SubmitShop Drawings for Approval Prior toInstallationLot 12Heffner Fiorini Allen TractM.B. 9-106APN 4185-007-022681 sq. ft.1,380 sq. ft.1,125 sq. ft.3,186 sq. ft.497 sq. ft.460 sq. ft.5,668 sq. ft.5,668 x 0.65 = 3,684 sq. ft. Max.3,105 sq. ft. Proposed < 3,684 sq. ft. Max.54.78%Structural DetailsStructural DetailsStructural DetailsHardy Frame Details and SpecsHardy Frame Details and SpecsHardy Frame Details and SpecsSoils RecommendationsFirst Floor Electrical PlanSecond Floor Electrical PlanThird Floor Electrical PlanGeneral Notes & SpecificationsGeneral Notes & SpecificationsTitle 24 Energy CalculationsGreen Building StandardsGreen Building StandardsGreen Building StandardsTopographic SurveyLandscape PlanIrrigation PlanLandscape NotesLandscape NotesS9:S10:S11:S12:S13:S14:S15:E1:E2:E3:GN1:GN2:GBS-1:GBS-2:GBS-3:TS:L1:L2:L3:L3.1:SHEET INDEXGeneral Project InformationDrainage NotesDrainage PlanSite PlanParking Diagrams/DrivewaysFirst Floor PlanSecond Floor PlanThird Floor PlanDoor & Window SchedulesExterior ElevationsExterior ElevationsBuilding Cross SectionsBuilding Cross SectionsRoof Plan - Height Calc.Architectural DetailsArchitectural DetailsArchitectural DetailsArchitectural DetailsStructural NotesFoundation PlanSecond Floor Framing PlanThird Floor Framing PlanRoof Framing PlanStructural DetailsStructural DetailsStructural DetailsCS:C1:C2:A1:A1a:A2:A3:A4:A5:A6:A7:A8:A9:A10:A11:A12:A13:A14:S1:S2:S3:S4:S5:S6:S7:S8:DOUGLAS J. LEACH, ARCHITECTS, INC.Douglas J. Leach119 W. Torrance Blvd., Suite 24Redondo Beach, CA 90277Phone: (310) 372-5580Fax: (310) 318-5801ARCHITECT:ARCHITECT & CONSULTANTSSTRUCTURAL ENGINEER:MELISSA ALVESMelissa Alves512 Ave. G #321Redondo Beach, CA 90277Phone: (310) 341-8658TITLE 24 CALCULATIONS:SURVEYOR:T.B.D.Location of service shall be approved by Southern California Edison Company.All interior doors shall be Douglas fir paneled doors with 1-3/4" thickness solid core approved by owner.Doors that swing over a landing or porch require a landing equal to the width of the floor in length andnot more than 1/2" below threshold. Doors that do not swing over a top step or landing may open on alanding or top step that is not more than 8" below floor level.Provide a water saving low flush water closet. Max. 1.6 gallons per flush. Shower heads (2.5 GallonsPer Minute), & faucets (2.2 GPM).Materials other than structural elements shall be moisture resistant. Wall coverings shall be cementplaster or tile, 70""high above drain of shower or tub with shower. Thin set tile on 5/8" water resistantGypsum Board at walls. Set tile over min. ¾" mortar bed over approved shower pan at floors.Glass doors and walls panels of bathtubs and shower enclosures shall be laminated, fully tempered orwire glass.Glass, which is less than 60" from a floor and within a 24" arc of a doorway's vertical edge, must betempered glass.Drip pans or other devices for laundry room, waters and dishwashers must be approved.Provide a one horsepower waste disposal.Plumb refrigerator space for icemaker.All plumbing walls shall be 2 x 6 studs.Provide tile or granite countertops at bathrooms per owner. All bathroom countertops heights to be 36"high.Provide granite countertops at kitchen per owner.Provide smooth steel trowel finish at all stucco.Provide R-11 or R-13 insulation at interior walls of all bathrooms and bedrooms. Provide R-30insulation between floors.Provide a sectional roll-up garage door with automatic opener, and detail as shown on elevation.French doors shall be recessed as shown on plans.Provide standing seam metal roof w/ seams @ 16" O.C.Handrail or guardrail on open side shall not allow that a 4" diameter sphere pass through; and the openspace at riser, tread and bottom element of guardrail shall not allow a 6" diameter sphere pass through.All hose bibs shall be protected by back flow prevention device.Important Note: HVAC installer shall confer with Architect for necessary furr down locations. Consultwith owner for possible FAU with Air Conditioning capability. Provide zoned heating.All heating systems shall have automatic thermostats with a clock mechanism which the buildingoccupant can manually set back; and thermostat set point at least 2 periods within 24 hours, perSection 150 (F) of CEC.F.A.U. in atticA. Provide plywood sheathing at entire attic space.B. Double joists supporting FAU unit and provide seismic sway braces.C. Provide electrical outlet, light and switch @ accessD. Condensation drain to approved plumbing fixture required, if any.E. Provide a 30" x 30" working space in front of the FAU, with 30" headroomF. Provide 30" side attic access with fold down ladder.Provide circulation intake air supply duct of 2 square inches per 1000 BTU for F.A.U.Clothes dryer moisture exhaust ducts are limited to 14' with two elbows. Reduce this length by 2' foreach elbow in excess of two. Duct shall be minimum 4" diameter smooth metal.Provide "Isokern" fireplaces or "DESA FIREPLACE" ESR-2542 or approved equal at metal fireplaces.Provide 1-1/8" plwd. floor sheathing typical. Provide 5/8" plywood roof sheathing typical.All windows and French doors shall have clad finish.Building address shall be provided on the building in such a position as to be plainly visible from thestreet, CBC section 502. Internally illuminated address sign shall not contain a screw-base socket andconsume no more than 5 watts of power as determined according to Section 130(d) - per Section 150(K) 14.Provide a 12" minimum access panel to bathtub trap slip joint connection or use rigid type connections.Control valve for shower and tub shall be of the pressure balance or thermostatic mixing valve type,section 410.7 CPC.Laundry room door shall have 100 square inch minimum for dryer make up air (CMC section 908.2).Provide baseboard and window and door casing and crown moulding as selected by general contractorand approved by owners.Provide straight edge at interior walls, typical.Provide smooth texture at all walls and ceilings.Provide tankless water heater.Provide water heater vent to outside.Slope grade or paving away from building, minimum 1% slope.Provide stone over waterproof membrane.Provide the following at all stairways/steps:Minimum 36" wide stairway and landings.Maximum 7.75" rise; minimum 10" run for private stairways (7" rise, 11" run for common areas servingR1).The largest rise or run in a flight of stairs may not exceed the smallest by more that 3/8".Headroom over stairs to be 6'-8" minimum from nosing of tread.Guardrail on open side of stairs over 30" above floor or adjacent grade. May serve as handrail also.Guardrail may be 34" to 38" high only at open side of stairs.Handrail (required for 4 or more risers) 34" to 38" above tread nosing,1 ½" clearance to wall, 1 ½" to 2" in cross section, with ends returned to wall or terminate at newel orsafety post. Show handrail continuous for the length of the stairs.Enclosed usable space under stairs to be protected by 1-hour fire resistive materials.Exterior doors, doors between house and garage, and their hardware shall conform to the followingsecurity provisions:Doors shall be equipped with dead locking latch and dead bolt with hardened insert with 1" minimumthrow and 5/8" minimum embedment into jamb. Both are to be key operated from the outside.Windows and door lights within 40" of the locking device shall be fully tempered/burglary resistant/orprotected by bars.Overhead and sliding garage doors shall be capable of being securely locked when not otherwiselocked by power operation.Sliding glass doors and sliding windows shall be capable of withstanding forced entry attempts asoutlined in [6706.7].1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.16.17.18.19.20.21.22.23.24.25.26.27.28.29.30.31.32.33.34.35.36.37.38.39.40.a.b.c.d.e.f.g.41.a.b.c.d.PROJECT GENERAL NOTESSee site plan for all setbacks and parking requirements.See Detail for typical cutting, boring and notching through wood framing.See Detail for typical one-hour wall and ceiling details.See Detail for typical door and windows.All utilities serving the site shall be installed per City of Hermosa Beach "Standard UndergroundConnection" subject to field inspection and verification. Contact Southern California Edison Company.Obtain Sanitation District approval for any new sewer construction.An approved backwater valve is required for drainage piping serving fixtures located below theelevation of the next upstream manhole cover. Fixtures above such elevation shall not dischargethrough the backwater valve (UPC 710.1).Check city records to determmine existence of cesspool on property. Any existing cesspool shall belocated and inspected by city personnel before demolition or building permits can be issued.Section 9.01.100 Sustainable Building Requirements for R-2 and R-3 Occupancies: Section 419.7 is hereby added per the above climatic findings as follows:- Sustainable building. All new R-2 and R-3 occupancies are required to incorporate all thefollowing sustainable building practices in addition to the requirements of the CEC, Title24, Part 6 unless waived by the building official.1. Insulate all hot water piping2. Install low emitting insulation in required areas of walls, floors, ceilings, and roof.3. Use low volatile organic compund (VOC) caulking.4. Pre-plumbing piping and sensor wiring from wate heater to attic for future solar water heating.5. Use duct mastic on all duct joints.6. Install "Energy Star" or equivalent bathroom fan vented to the outside.The fire resistance rating of exterior walls shall comply with the provisions of CBC 704.5, section 704,table 704.8, and table 602. Fire resistance-rated exterior wall construction shall be maintained throughcrawl spaces, floor framing, and attic spaces in accordance with CBC 705.6. Further, projectionslocated where openings are required to be protected shall be non-combustible, heavy timber, or onehour construction. All exterior walls with a fire separation distance of 5' or less shall be 1 hourfire-resistance rating for exposure to fire from both sides.Smoke alarms (i.e. smoke detectors) shall be installed and maintained at all of the following locations:a) In each room used for sleeping purposes.b) On the ceiling or wall outside immediate vicinity of sleeping room.c) In each story, basement or split level within a dwelling unit.d) In enclosed common stairwells of two or more dwelling units.Where more than one smoke alarm is required to be installed, it shall be interconnected in such amanner so that the activation of one alarm will activate all of the alarms.In new construction, smoke alarms shall receive their primary power source from the building wiringand shall be equipped with battery back-up and low battery signal.Means of egress doors shall be detailed as follows:a) Min. 32" (max 48") clear opening width of exit doorway. For swinging door, clear width is measured between the face of the door and the stop, with the door open 90 degrees. For non-swinging door, the clear width is to be measured from the face of the door jamb.b) Min. height of 80" for exterior exit doorway, 78" for interior doorway, and 76" for all other exterior doorway. (CBC 1008.1.1)c) Exterior egress door shall be side-hinged swinging (CBC 1008.1.2)d) Max. 0.75" threshold height at sliding doors and max. 0.5" for other doors.e) Min. width of landing at door shall not be less than width of stairway or door.f) Min. 36" length of landing at door measured in the direction of travel.g) Max. 7.75" below the top threshold height of an exterior doorway not part of required means of egress provided the door, other than storm or screen doors, does not swing over the landing. Door handles, pulls, latches, locks, and other operating devices shall be a minimum 34" to max 48" height above the floor. Manually operated flush bolts or surface bolts are not permitted on doors required for egress.Straight run stairways shall be detailed as follows:a) Max. 7.75" and min. 4" rise height.b) Min. 10" tread depth.c) Min. 36" clear width.d) Min. 6'-8" vertical headroom measured vertically from a line connecting the edge of the nosing.Stair treads and risers shall be detailed as follows:a) The tolerance between the largest and smallest riser height or tread depth shall not exceed 0.375" in any flight of stair.b) The radius of curvature at the leading edge of the tread or beveling of nosing shall not exceed 0.5" (CBC 1009.3.3)c) Risers shall be vertical or sloped a max. 30 degrees from the vertical. (CBC 1009.3.3)d) Leading edge of tread shall not project more than 1.25" beyond tread below.e) Opening between treads shall not permit the passage of a 4" diameter sphere.Walls and soffits within enclosed useable space under stairways shall be protected as follows: Interiorstairs require 0.5" gypsum board on the enclosed side.The walking surface of treads and landings shall not be sloped steeper than 2% (1:48) in any direction.Provide emergency escape and rescue from sleeping rooms. Min. net clear opening dimensions of 24"height, 20" clear width, 5.7 sq. ft. area (5.0 sq. ft. at grade floor) and 44" max to bottom of clear openingis required.Rooms containing bathtubs, showers, spas, and similar bathing fixtures shall be mechanicallyventilated. Provide an exhaust fan with a min. capacity of 50 CFM. Ductless fans are unacceptable.Garage door extensions springs shall be fabricated from either hard drawn-spring wire or oil temperedwire and installed in accordance with the manufacturer's instruction. Garage door springs shall complywith requirements of CBC Sect. 1211.Attached garage or carport to dwelling shall be separated as follows:a) Min. 12" gypsum board required on the garage side separating dwelling and attic area from garage.b) Min.58" gypsum board required between garage or carport and all habitable rooms located above garage or carport (including structural members supporting the upper floor, ceiling, post and beam).c) Min. 138" thick solid wood doors or solid or honeycomb core steel door, or min. 20 minute rated fire door assembly.d) Doors to be self-closing and self-latching.e) Garage shall not open directly into a room used for sleeping purposes.f) Min. 0.019" sheet steel with no opening for ducts in walls and ceilings that penetrate into the garage.Penetrations in fire-resistance-rated walls shall comply with CBC 712.3. Through penetrations shallcomply with CBC 712.3.1.1, CBC 712.3.1.2, or 712.3.1.a) Steel, ferrous or copper pipes may penetrate fire-resistance rated walls, provided the opening is protected as follows:i) Item penetrating concrete or masonry walls is a max. 6" nominal diameter and the area of the opening through the wall does not exceed 144 sq. in., concrete, grout or mortar is permitted where it is installed the full thickness of the wall or the thickness required to maintain the fire resisting rating ; orii) When the annular spaces is protected with material ASTM E 119.b) Penetrations shall be fire-stopped by a system installed as tested in accordance with ASTM E 814 or UL 1479, and shall have an F rating or not less than the required fire-resisting-rating of the wall penetrated (CBC 712.3.1.2)c) Membrane penetrations of max 2 hr. fire resistance rated walls by steel electrical boxes are permitted, provided that each does not exceed 16 sq. in. in area and the total area of such openings does not exceed 100 sq. in. for any 100 sq. ft. of wall area, and the space between. the wall membrane and the box does not exceed 18". Additionally, outlet boxes on opposite sides of the wall shall be separated by a horizontal distance of not less than 24."e) A fire sprinkler shall be permitted to be unprotected provided such a space is covered by a metal escutcheon plate.f) Where walls are penetrated by other materials or openings larger than those mentioned above, they must be qualified by tests in accordance with (CBC 703.2).42.43.44.45.46.47.48.49.50.51.52.53.54.55.56.57.58.59.60.61.62.-A--A--A1Fireblocking shall be installed in combustible concealed locations in accordance with CBC 717.2.a) In concealed spaces of stud walls and partitions including furred spaces and parallel rows of studs or staggered studs as follows:i) Vertically at the ceiling and floor levelsii) Horizontally at intervals not exceeding 10"b) At all interconnections between concealed vertical stud wall or partition spaces and concealed horizontal spaces created by and assembly of floor joists or trusses, and between concealed vertical and horzontal spaces such as occur at soffits, drop ceilings, cove ceilings, and similar locations.c) In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall also comply with CBC 1009.5.3.d) When annular space protection is provided in accordance with CBC 707.2 EX. 6, CBC 712.4.1.2 EX. 1, or CBC 712.4.2, fireblocking shall be installed at all openings around vents, pipes, ducts, chimneys, and fireplaces with an approved material to resist the free passage of flame and the products combustion.Draftstopping shall be installed in combustiable concealed locations in accordance with CBC 717.3 and717.4, respectively, at the following locations:a) In floor-ceiling assembley and located above and in line with the dwelling unit separation in duplexes not equipped with and automatic sprinkler system.b) In attics and concealed roof spaces such that any horizontal area does not exceed 3,000 sq. ft. in dwelling not equipped with and automatic sprinkler system.c) Draftstopping materials shall not be less than 12" gypsum board, 38" wood structural panel, 38" particle board, 1" nominal lumber, cement fiberboard, batts or blankets of mineral wool or glass fiber, or other approved materials adequately supported.d) Openings in the partitions shall be protected be self-closing doors with automatic latches constructed as required for the partitions.Wall, floor, and ceiling shall not exceed the flame spread classifications in CBC T-803.5.Interior floor finish and floor covering materials shall comply with CBC 804.2 through 804.4.1.Curved stairways shall have a minimum 6" tread depth with a minimum 10" tread depth measured atright angle to the tread's leading edge at a point 12" from the side where the treads are narrower. (CBC1009.3, 1009.7)All electrical, telephone, cable television system, and similar service wires and cables shall be installedunder ground. Underground future stub out is required.Each pane of saftey glazing installed in hazardous locations shall be identified by a manufacturer'sdesignation specifying who applied the designation, the manufacturer or installer and the safety glazingstandard. The following shall be considered specific hazardous locations for the purposed of safteyglazing. Glazing in:a) Swing doors.b) Fixed and sliding panels of sliding door assemblies and panels in sliding and bi-fold cloest door assemblies.c) Storm doors.d) Unframed swinging doors.e) Door and enclosures for hot tubs, whirlpools, saunas, steam rooms, bath tubs, and showers.f) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Read code for exceptions.g) Fixed or operable panel, other than the described in items e and f, which meets all of the following conditions.i) Exposed area of an individual pane greater than 9 sq. ft.ii) Exposed bottom edge less than 18" above the floor.iii) Exposed top edge greater than 36" above the floor.iv) One or more walking surfaces within 36" horizontally of the plane of the glazing.h) Guards and railings regardless of area or height above a walking surface. Included are structural baluster panels and non-structural in-fill panels.i) Walls and fences enclosing indoor and outdoor swimming pools and spas where all of the following conditions are present:i) The bottom edge of the glazing is less than 60" above a walking surface on the pool or spa side of glazing.ii) The glazing is within 60" of a swimming pool or spa water's edge.j) Adjacent to stairways, landings and ramps within 36" horizontally of a walking surface; when the exposed surface of the glass is less than 60" above the plane of the adjacent walking surface. (Read the code for exceptions with installation)k) Adjacent to stairways within 60" horizontally of the bottom tread of a stairway in any direction when the exposed surface of the glass is less than 60" above the nose of the tread.Access to mechanical appliances in under-floor areas, in attic spaces, and on roofs, or elevatedstructures shall be in accordance with the California Mechanical Code.Driveway approaches shall comply with Standard Detail ST-1 of the Department of Public Works,maximum slope shall not exceed 15%.Guards shall be detailed as such:a) Guards shall be located along open-sided walking surfaces, mezzanines, stairways, ramps and landings that are more than 30" above the floor or grade above.b) Guard whose top rail does not serve as a handrail shall have a height of 42" high above the leading edge of the tread.c) Guard whose top rail serves as a handrail shall have a height of 34" to 38" high above the leading edge of the tread.d) Triangular opening formed by tread, stair, and bottom rail shall not permit a 6" diameter sphere to pass through. (CBC 1013.3)Handrails shall be detailed as follows:a) Continuous handrail is required when 4 or more treads are provided (CBC 1009.10).b) Min 34" to max 38" high above the stair tread nosing (CBC 1012.2).c) Min 1.25" to max. 2" circular cross section for handgrip portion of handrail.d) Min. 4" to max. 6.25" perimeter dimension with max 2.25" cross section for non-circular handgrip portion of handrail (CBC 1012.3).e) Min. 0.01" radius for edge of handrail (no sharp corner).Weather proof all decks and balconies by providing Dex-o-tex (ESR-1757) or an approved equal.Roof drainage system shall comply with the following requirements:a) Size the roof drains and overflow drains in accordance with Chapter 11 of the CPC.b) System shall be sized for min. rain intensity of 3" per hour.c) The roof drain and overflow drain must maintain independent lines to the yard box.d) Roof drainage is not permitted to flow over public property.e) Secondary roof drains having the same size as the primary roof drains shall be installed with the inlet flow line located a min. 2" above the low point of the roof.f) Scuppers through parapet walls adjacent to the low point of the roof may be used as secondary roof drainage. Scupper openings shall be a minimum of 4" high and have a width equal to the circumference of the roof drain required for the area served.g) Overflow scuppers shall be designed in accordance to CPC T-11-1.63.64.65.66.67.68.69.70.71.72.73.74.75.Chimneys shall extend a min. 2' above any portion of the building within 10', but not less than 3' abovethe roof. Chimneys shall be equipped with an approved spark arrestor.This project shall comply with title 24, and 2013 CBC, 2013 CMC, 2013 CPC, 2013 CEC, 2013 CRC,and 2010 California Energy Code.Separate permits are required for retaining walls or block fence walls, grading work, spas, pools,separate structures, shoring, solar systems, demolition, (electrical, mechanical, and or plumbing work)and sewer cap of existing buildings.All building features projecting into required setbacks are indicated on plot plan.AQMD notification is required 10 days prior to beginning any partial or complete demolition work.Provide proof of survey (property corners) verification by the city building inspector. Apply for demopermit (pre-demo height inspection) through building division. Demo permit required for existingstructure.All new fixtures shall be Water Conserving. CPC 402.0Slope grade away from building minimum 2% slope (1/4" per foot).4" waste line shall be used for serving 4 or more water closets per CPC Table 703.2 Footnote 4.Proposed utility meters need to be screened if located on the interior side of a dwelling and recessedbehind the setback.Contractor shall post the Installation Certificate (CF-6R) form and Insulation Certificate (IC-1) form in aconspicuous 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.Radiant barrier shall an emittance of 0.05 or less.Building address shall be provided on the building in such a position as to be plainly visible and legiblefrom the street per City Code Section 502.Provide devices to absorb high pressures resulting from the quick closing of the quick-acting valvesfrom the washer and dishwasher, etc. per UPC section 609.10.76.77.78.79.80.81.82.83.84.85.86.87.88.89.90.VICINITY MAPDENN ENGINEERS3914 Del Amo Blvd., Ste. 921Torrance, CA 90503Phone: (310) 542-9433Fax: (310) 542-9491Unit #1766 sq. ft.1,471 sq. ft.1,127 sq. ft.3,363 sq. ft.466 sq. ft.460 sq. ft.Unit #2
Req'd Open Space =Provided @ First Level (Front Yard) =Provided @ Third Level (Great Room Deck) =Provided @ Roof Deck (Rear Deck) =Total =Total Provided =300.0 sq. ft.437.0 sq. ft.277.0 sq. ft.100.0 sq.ft.377.0 sq. ft.814 sq. ft. Provided >300 sq. ft. RequiredOpen SpaceOPEN SPACE CALCULATION1/16" = 1'-0"1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A1LEGENDLandscapingBlock WallExisting GradeProposed GradeTwo Story ElementThree Story ElementSetback LineF.C.T.W.T.R.F.F.ET.C.F.L.F.S.F.G.Finished ConcreteTop of WallTop of RailingFinished Floor ElevationTop of CurbFlowline at StreetFinished SurfaceFinished GradeOne Story ElementStructural observation per section 1702 of the CBC shall be providedwhen so designated by the Architect or Engineer of record or, when suchobservation is specifically required by the Building Official.STUCTURAL CODE NOTEBecause of the relatively small lot size, close proximity of structures andlack of cohesive soils in Hermosa Beach, the Community DevelopmentDepartment must regulate excavations at or near property lines. Section3301.1 of the California Building Code (CBC) should be construed topertain to permanent and temporary cuts and fills. Section 3301 of theCBC reads (in part) as follows:EXCAVATIONS AT OR NEARPROPERTY LINESSECTION 3301 - EXCAVATIONS AND FILLS3301 - General. Excavation or fills for buildings or structures shall beso constructed or protected that they do not endanger life orproperty.Slopes for permanent (or temporary) fills shall not be steeper than 1unit vertical in 2 units horizontal (50% sloope). Cut slopes forpermanent (or temporary) excavations shall not be steeper than 1unit vertical in 2 units horizontal (50% slope) unless substantiatingdata justifying steeper cut slopes is submitted. Deviation from theforegoing limitations for cut slopes shall be permitted only upon thepresentaition of a soil investigation report acceptable to the buildingofficial.SCOPE OF WORKDemolish existing single family residence and garage.Construct new 2-story + basement single familyresidence w/ attached 2-car garage.Site improvements per city approvals.1.2.3.Building address shall be provided on the building in such a position as tobe plainly visible and legible from the street per CRC section R319.1.BUILDING ADDRESS1.All site drainage shall be terminated at public way via non-erosivedevice per HBMC.2.Drainage fixture in Basement and located below the nextupstream manhole or below the main sewer level requiresinvestigation to ascertain the necessity for sewer backwaterdevice installation. CPC section 710.0DRAINAGE NOTES1. Contractor to protect the pedestrian per CRC section R318.3 duringconstruction.2. Please see detail for pedestrian protection.PEDESTRIAN PROTECTION NOTES-A-1. See GBS Sheets for all CalGreen Notes. Contractor to providedocumentation showing compliance with all CalGreen requirements tothe city of Hermosa Beach.CalGreen Notes:SITE PLAN1/8" = 1'-0"NORTH1. Contractor to provide solar conduit for residence for future solarpanels. Verify location with City of Hermosa Beach. HMBC Section15.04.084 (HBMC 15.32.140)SOLAR CONDUIT- 4" Waste line shall be used for residence.WASTE (SEWER) NOTE2425
250375
598 599N 13°25'43"W135.00'N 76°34'00"E 41.99'
N 76°34'00"E 41.99'N 13°25'46"W135.00'N 76°34'00"E 689.83'
41.99'25.15'50.30'400112.20 TP NAIL 407CNAIL410L&
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8
7
1
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113.8
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429TC110.02 TC430FL109.58 FL431EG END109.86 EG432BRK110.18433110.06434EG
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BS
W 110.22437CC113.13438CC112.77439TX112.48 TX440WM112.10441FL111.49 FL442FL
112.15 FL443 111.58444FL
113.44 FL445TX1
1
3
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114.01114.08114.14477FC
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114.60513HS114.85514GFF 114.70 GFF515HS
516CW 114.40517TW120.04 TW519112.01520EFACE113.53521EC 114.53522CW
114.22523TW WFACE112.24 TW524TS111.22525HS 110.22526110.75527TS111.76530PPT
137.08 PPT531112.80532112.80 533HS 113.49534NECW113.07 PC535NECW536SWCW113.82537CW111.46538SFACE FE110.84539SET N&TXSFACE117.61108.4110.9925.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAYEXISTING RESIDENCEEXISTING RESIDENCEAPN 4185-007-013135.51 PARAPET115.89115.68114.82 115.66114.37113.6 - FS108.75
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FS108.75 - FSFFE AT FIRSTFLOOR = 108.65FFE AT FIRSTFLOOR = 109.4109.3
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FC108.55 - FCFFE AT SECONDFLOOR = 118.6FFE ATENTRY= 114.0113.9 - FSFFE AT SECONDFLOOR = 117.85117.75 - FS117.6 - FS113.0 - FS110.8 - FS112.7 - FS107.
8
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S113.6 - FS109.3 - FS109.3 - FS
15TH STREET
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1
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N 76°34'00"E 41.99
1
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3
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115.97115.8418"PINE117.40119.03 TW118.45114.39117.36116.811
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6
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9
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116.8 - F
S116.0 - FS111.9 - FS114.25 - FSGUEST PARKINGGUEST PARKING113.5 - FS113.5 - FS108.25
- FS108.25 - FS108.75 - FS109.0 - FS24x36"AD109.3
- FS113.7 - FS111.9 - FS111.0 - FS109.2 - FS110.1 - FS108.9 - FS111.9 - FS111.25 - FS111
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4%
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e8%Slope6%Slope3%Slope2%Slop
e5%Slope114.563%Slope 1.6%Slope
9%Slope9%Slope9.5%Slope9.5%Slope9'-0" MIN.
9'-0" MIN.
11
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FC2% Max.Slope2% Max.Slope12"AD12"AD112
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3
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5
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DnDnOutline of SumpPumpOutline ofThird FloorOutline ofChimney Projection3'-7" Clr. of P.L.Outline of Deckat Third Floor3'-1" Clr. of P.L.Outline of SecondFloorOutline ofBack of Garageand Level ChangeOutline of Eave:12" Projection,2'-1" Clr. of P.L.ConcreteStairs on Grade3'-0" Wide x 6'-0"Tall GateElectric Meter: 30"Min. Clr. Width, 36"Min. Clr. in FrontGas Meter: 36"Clr. from ElectricMeterOutline ofBack of GarageOutline of Eave:12" Projection,2'-1" Clr. of P.L.Outline ofChimney Projection3'-7" Clr. of P.L.Outline ofThird FloorOutline ofDeck atThird Floor PlanOutline of SecondFloorOutline of Deckat Third Floor5'-7" Clr. of P.L.3'-0" Wide x 6'-0"Tall GateOutline of Deckat Second Floor3'-1" Clr. of P.L.ConcreteStairs on GradeOutline of Backof Garage andLevel ChangeElectric Meter: 30"Min. Clr. Width, 36"Min. Clr. in FrontGas Meter: 36"Clr. from ElectricMeterOutline of ThirdFloor DeckOutline of Backof Garage andLevel Change937 15TH STREETUNIT #1937 15TH STREETUNIT #1937 15TH STREETUNIT #2935 15TH STREETUNIT #2935 15TH STREETUNIT #1115.0 - F
GContractor toVerify if ExistingBlock Wall Shall BeReplaced or Remain4" Ø AD4" Ø AD4" Ø AD4" Ø AD
4" Ø AD
4" Ø AD
4" Ø A
D 4" Ø AD4" Ø AD4" Ø AD4" Ø AD5%Slope4" Ø A
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113
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W2% MinSlope2% MinSlope12"AD4%Slope4%Slope2%Slope116.5
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7
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TW16'PREVAILING SB16'PREVAILING SB4.2'
REQD
SB
4.2'
REQD
SB
4.2'
REQD
SB
4.2'
REQD
SB 5'REQDSB5'REQDSB9.58'PROP SB9.58'PROP SB5.07'PROP
SB
5.07'
PROP
SB
7.4'
PROP
SB
16.09'PROP SB19.58'PROP SB16.08'PROP SB5.58'
PROP
SB
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PROP
SB
4.58'PROPSB4.58'PROPSB 6.59'PROP SB5.07'
PROP
SB
5.07'
PROP
SB
7.4'
PROP
SB 4" Ø AD4" Ø AD4" Ø ADDRIVEWAY
DRIVEWAY28'-0" MIN.31'-0"42" Tall Max.Wall at FrontPropertyLine42" Tall Max.Wall at FrontPropertyLineRemoveExisting Driveway9'-0" MIN.3'-0"3'-0"
DRIVEWAYRemoveExisting DrivewayNew Driveway4.2'
REQD
SBSUN DECKCOVERED DECKGREAT ROOMDINING AREAKITCHEN P.R.DnUpUpKITCHEN DINING AREAUpDnUpGREAT ROOMCOVERED DECKSUN DECKUNIT #1UNIT #2FAUWLAUNDRYMUDROOMBATH #4BEDROOM #42 CAR GARAGEUpENTRYGUEST PARKINGLOWER HALLFAUW2 CAR GARAGEUpBEDROOM #4 / PLAYROOMBATH#4UpLAUNDRYLOWER HALLUNIT #11234567891011121234567891017161514131211123456789101117161514131212345678910111213DnPANTRYPANTRYP.R.DnPITCH BREAKRIDGEHIPHIPVALLEYHIPHIP HIPRIDGE12:12 12:1212:12ROOF DECKROOF DECKSUN DECK312:12312:12312:12PITCH BREAK312:12 312:12312:1212:1212:12Dn12:1212:12ROOF DECKROOF DECKPITCH BREAKRIDGEHIPHIPVALLEYHIPHIPRIDGECRICKETCRICKET12:12PITCH BREAKPITCH B.P.B.HIP312:12312:12312:12312:12312:12312:12SUN DECK(460 SQ. FT.)(460 SQ. FT.)12:1212:1212:12FIRST FLOOR PLAN95.0 sq. ft.open space227.0 sq. ft.open space277.0 sq. ft.open space100.0 sq. ft.open space100.0 sq. ft.open space300.0 sq. ft.95.0 sq. ft.227.0 sq. ft.100.0 sq.ft.422.0 sq. ft.422 sq. ft. Provided >300 sq. ft. RequiredUnit #1Unit #2LEGAL DESCRIPTIONJOB ADDRESSLOT 12, HEFFNER FIORINI ALLEN TRACTM.B. 9-106APN 4185-007-022935 15TH STREETHERMOSA BEACH, CA 90254THIRD FLOOR PLANROOF PLAN4.2'
REQD
SB 437.0 sq. ft.open spaceNew 6'-0" Tall Conc. Retaining Wall w/Guardrail Above if Necessary; Directlyon P.L.New 6'-0" Tall Conc. Retaining Wall w/Guardrail Above if Necessary; Directlyon P.L.5'REQ'DSB5'REQ'DSBDndriveway profile Adriveway profile Cdriveway profile BSheet A1aSheet A1aSheet A1a113.75 - FC1
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1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A1aEXISTING SREET PARKING - 935 15TH STREETEXISTING SREET PARKING - 937 15TH STREET2425
598 599N 76°34'00"E 41.99'
N 76°34'00"E 689.83'
41.99'25.15'25.15'50.30'400
112.20 TP NAIL407C
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410L&T 8710113.83429TC
110.02 TC430FL109.58 FL431EG END1
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E
G
E
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D 109.16 EG435BRK110.24436
BS
W 110.22437C
C 113.13438CC 112.77439TX112.48 TX440WM112.10441FL111.49 FL442
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114.01114.08114.14490RIDGE 137.23 RIDGE494CW112.86495TW
CW 114.25496HS112.08497110.95498TW EFACE112.21499HS 111.36500SECW110.43 PC502EL 110.2125.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY114.3715TH STREET
24
599N 76°34'00"E 689.83'50.30'400
112.20 TP NAIL407C
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CC
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115.14 FL454115.46455FL 114.70 FL115.89 EG1
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EBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG117.24 PC473475HS 47625.15'25.15'115.32N 76°34'00"E 41.99115.8418"PINE117.40119.03 TW600103.9841.99Dn9'-0" MIN.
DRIVEWAY
9'-0" MIN.3'-0"3'-0"
DRIVEWAYPROPOSED ON STREET PARKING DIAGRAM1/8" = 1'-0"2425
598 599N 76°34'00"E 41.99'
N 76°34'00"E 689.83'
41.99'25.15'50.30'400112.20 TP NAIL407CN
A
I
L
410
L&
T
8
7
1
0
113.83429TC
110.02 TC430
FL
109.58 FL431EG
E
N
D
1
0
9
.
8
6
E
G432BRK110.18433110.06434EG
E
N
D 109.16 EG435BRK110.24436
BSW 110.22437CC 113.13438CC112.77439TX112.48 TX440 WM112.10441FL111.49 FL442FL
112.15 FL443 111.58444FL
113.44 FL445TX
113.76 TX446APRON113.72447CC113.83448TX1
1
3
.
9
6
T
X449BX
1
1
3
.
8
9
B
X473113.95 PC474CC114.01114.08114.14490RIDGE137.23 RIDGE494CW
112.86495
T
W
C
W 114.25496HS112.08497110.95498TW E
F
A
C
E 112.21499HS 111.36500SECW 110.43 PC502EL 110.
2
1
25.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY114.3715TH STREET
24
599N 76°34'00"E 689.83'50.30'400112.20 TP NAIL407CN
A
I
L
410
L&
T
8
7
1
0
113.83437CC
444FL445TX
113.76 TX446APRON447CC113.83448TX449BX
1
1
3
.
8
9
B
X 450BX114.89 BX451TX1
1
5
.
4
9
T
X453FL115.14 FL454115.46455FL 114.70 FL115.89 EG1
1
5
.
8
9
F
L
EBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG117.24 PC473475HS47625.15'25.15'115.32N 76°34'00"E 41.99115.8418"PINE117.40119.03 TW600 25.15'103.9841.99EXISTING ON STREET PARKING DIAGRAM1/8" = 1'-0"11.33'1.64'2.47'
15.44'
12.47'2.7'2.83'
18'EXISTINGON STREETPARKING31.43'
46.8'NEWON STREETPARKINGNEWON STREETPARKING937 15TH STREET935 15TH STREETEXISTINGON STREETPARKINGEXISTINGON STREETPARKING42.65'EXISTINGON STREETPARKINGEXISTINGON STREETPARKINGP.L.DRIVEWAY PROFILE C108.75 - FC8'113
.
4
-
F
C 7.15'5.6'112
.
9
-
F
L9.4%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER113.6 - FC1.25%+/-50.42'113.5 - FCP.L.DRIVEWAY PROFILE A109.0 - FC8'114.1 - FC 7.15'5.6'113.6 - FL8.9%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER114.25 - FC9.4%+/-50.42'113.5 - FCP.L.DRIVEWAY PROFILE B108.87 - FC8'113
.
7
5
-
F
C 7.15'5.6'113
.
2
5
-
F
L9.2%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER113.9 - FC5.0%+/-50.42'113.5 - FCABANDONED DRIVEWAYAT 937 15TH STREETDRIVEWAY AT 93515TH STREETMADE SMALLEREXISTING DRIVEWAYAT 937 15TH STREETEXISTING DRIVEWAYAT 935 15TH STREET
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801FAUWLAUNDRYMUDROOMBATH #4BEDROOM #42 CAR GARAGEUpENTRYGUEST PARKINGLOWER HALLFAUW2 CAR GARAGEUpBEDROOM #4 / PLAYROOMBATH#41/4" = 1'-0"FIRST FLOOR PLANNORTHUpLAUNDRYLOWER HALL(935 15th Street) Unit #2 Living 766 sq ft Garage 466 sq ft(935 15th Street) Unit #1 Living 681 sq ft Garage 497 sq ftUNIT #112345678910111212345678910111213Dn32'-4"115'-10"115'-10"32'-4"
1'-0"19'-0"10'-0"2'-4"6'-6"21'-0"18'-0"6'-2"18'-8"3'-2"38'-10"3'-6"6'-6"45'-2"18'-8"24'-0"10'-6"11'-0"11'-0"4'-0"3'-8"32'-4"
32'-4"
4'-0"19'-0"9'-4"
1'-0"22'-0"9'-4"
4.2'REQ'DSB
4.2'
REQ'D
SB
4.2'
REQ'D
SB
4.2'REQ'DSB 5'REQ'DSB16'PREVAILING SBAA8BA8CA9DA9EA9EA928'-0"20'-2"19'-0"20'-2"19'-10"108.75 - FC108.75 - FC108.25 - FC108.25 - FC109.3 - FC108.55 - FCA28'-7"STORAGE = 222 C.F.(2'-6" x 11'-0" x 8'-1")STORAGE= 216 C.F.(5'-2" x 5'-2"x 8'-1")2'-6"7'-6"2'-6"7'-6"
1'-0"17'-0"1'-0"
2'-6"17'-0"2'-6"5'REQ'DSB5.07'PROPSB
7.4'
PROP
SB
5.07'
PROP
SB
4.58'PROPSB
5.58'
PROP
SB
5.58'
PROP
SB
16.09'PROPOSED SB9.58'PROPOSED SB
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801DnUpMASTER BEDROOMMASTER BATHMASTERCLOSETBEDROOM #2BEDROOM #3BATH#2BATH#3HALLMASTER BEDROOMMASTER BATHDnUpMASTERCLOSETHALLBEDROOM #2BEDROOM #3BATH#3BATH#2ENTRY1/4" = 1'-0"SECOND FLOOR PLAN(935 15th Street) Unit #2 Living 1,471 sq ft(935 15th Street) Unit #1 Living 1,380 sq ftDnUNIT #112345678101112161514131234567891011121615149DECK32'-4"118'-4"118'-4"32'-4"
18'-4"14'-0"2'-8"14'-0"1'-8"4'-6"46'-2"17'-8"46'-0"4'-0"3'-0"1'-0"20'-0"10'-0"2'-4"
5'-5"9'-10"4'-9"4'-6"43'-8"2'-6"3'-0"14'-8"17'-8"2'-0"17'-4"17'-2"3'-0"14'-8"11'-0"2'-6"4'-4"12'-10"1'-6"1'-0"32'-4"
32'-4"
12'-0"9'-10"1'-10"8'-8"
23'-8"8'-8"NORTH4.2'REQ'DSB
4.2'
REQ'D
SB4.2'
REQ'D
SB
4.2'REQ'DSB 3'REQ'DSB16'PREVAILING SBAA8BA8CA9DA9EA9EA9A35'REQ'DSB3.08'PROPSB4.58'PROPSB
4.58'
PROP
SB
14.58'16.09'PROPOSED SB5.07'PROPSB
5.07'
PROP
SB
7.4'
PROP
SB
A41621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-58011/4" = 1'-0"THIRD FLOOR PLANSUN DECKCOVERED DECKGREAT ROOMDINING AREAKITCHENP.R.DnUpUpKITCHENDINING AREAUpDnUpGREAT ROOMCOVERED DECKSUN DECKUNIT #1UNIT #2(935 15th Street) Unit #2 Living 1,127 sq ft(935 15th Street) Unit #1 Living 1,125 sq ft12345678910171615141312111234567891011171615141312PANTRYPANTRY32'-4"115'-10"115'-10"32'-4"2'-0"46'-2"7'-8"6'-0"32'-6"17'-8"46'-0"4'-0"32'-4"6'-0"7'-8"20'-8"1'-6"11'-8"
1'-6"20'-8"11'-8"
17'-8"3'-0"26'-6"9'-9"16'-9"19'-2"2'-6"17'-8"2'-0"19'-8"24'-4"4'-0"20'-5"3'-3"3'-10"4'-10"
32'-4"
20'-5"
32'-4"
3'-3"3'-10"4'-10"NORTHP.R.4.2'REQ'DSB
4.2'
REQ'D
SB4.2'
REQ'D
SB
4.2'REQ'DSB 3'REQ'DSB16'PREVAILING SBAA8BA8CA9DA9EA9EA95'REQ'DSB4.58'PROPSB
4.58'
PROP
SB
3.08'
3.08'13.59'5.07'
PROP
SB
5.07'PROPSB5.07'PROPSB 7.58'PROP SB5.58'
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A6PLPL9'-0"3'-6"9'-0"8'-1"1/4" = 1'-0"FRONT SOUTH ELEVATION (UNIT #1)1/4" = 1'-0"REAR NORTH ELEVATION (UNIT #1)PL9'-0"3'-6"9'-0"8'-1"1/4" = 1'-0"FRONT SOUTH ELEVATION (UNIT #2)1/4" = 1'-0"REAR NORTH ELEVATION (UNIT #2)PLPL9'-0"3'-6"9'-0"8'-1"PL9'-0"3'-6"9'-0"8'-1"116.04 - PC11
3
.
0
7
-
P
C
CP1 = 143.17 MAX.ACT = 140.90CP2 = 141.65 MAX.ACT = 141.60CP4 =
1
42
.45
MAX
.ACT =
1
42
.35CP3
=
143
.
06
MAX
.ACT =
14
2
.
35110.43 - PC11
3
.
9
5
-
P
C ELEVATION NOTES:1234567891015Metal roofing w/ zinc coating & 1" standingseam @ 16" O.C. - Ideal Roofing CompanyLtd. - (ESR-3100) Over minimum 2 layersof 15# felt laid with 19" overlap - when slopeis less than 4:1211121314Entry door w/ glass @ topCove moulding above window - See5" Ø half round copper gutter4x rafter tails per detailsAluminum clad window assembly w/muntins as shown2x6 trim/painted around windows perAluminum clad french door or sliding frenchassembly w/ muntins as shownOutline of garage or floor below gradeCove mldg above door - See detailSee detail for jamb between windowsDeck guardrail per detail or--Outline of grade @ 15th StreetOutline of wall or fence8x knee brace per detail--32Outline of neighbor's grade3334Outline of height limitOutline of exterior handrail and guardrailVERY IMPORTANT NOTESFramer and general contractor shall verify exactelevation of highest beam and shall notifyarchitect of this elevation prior to any roofframing. Adjustments may be required withrespect to height limit.1. Parapets, satellite antennae, rails, skylight,and roof equipment must be within the heightlimit.2. Provide 2-layers of 15# felt or equivalentover all exterior wall plywood (shear panels).35Outline of P.L.24161718232221201925Outline of finished gradePony wall detailPre-primed "Artisan" Hardie cement fiberbeveled siding w/ 7" exposureHead and jamb at window - seeDecorative Bermuda shutter - 30" ProjectionMax.See detail for transition to flat roofMetal roof at pop out window or front entry26272829See details and for typ. windowsill detailHorizontal trim per detail w/ Hardie"Artisan" siding below and batt and boardaboveExterior steps per site planSee details & for head & jamb @double hung windowsBatt and BoardChimney cap per detailOutline of interior stairs308" square posts per detail31Outline of existing grade------------------------------------CP5 = 141.95 MAX.ACT = 137.30CP6 = 141.17 MAX.ACT = 137.3011219334455866667777888991010101011111313131314151515161616161717181818181919319191919202020212122221124242425252526262626272727272828292929293030313131333333333434343535353535353535PLPLPLPLPLPL4.58'PROPSB5.07'PROPSB4.58'PROPSB5.07'PROPSB2.92'5.07'PROPSB4.58'PROPSB5.07'PROPSB4.58'PROPSB3.08'326'
MAX WALL36Outline of 42" tall guardrail on top ofretaining wall3637Outline of 6'-0" max. tall retaining wall3742"
GUARDRAIL319
CP8 = 142.40 MAX.ACT = 141.15
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A7PL9'-0"3'-6"9'-0"8'-1"PLPL9'-0"3'-6"9'-0"8'-1"PL1/4" = 1'-0"LEFT SIDE WEST ELEVATION (UNIT #1)1/4" = 1'-0"RIGHT SIDE EAST ELEVATION (UNIT #2)1/4" = 1'-0"RIGHT SIDE EAST ELEVATION (UNIT #1)1/4" = 1'-0"LEFT SIDE WEST ELEVATION (UNIT #2)9'-0"3'-6"9'-0"8'-1"
9'-0"3'-6"9'-0"8'-1"
11
0
.
4
3
-
P
C 113.07 - PC113.95 - PCCP1 =
143
.17
MAX
.ACT =
140
.90CP2 =
141
.65
MAX
.ACT =
141
.60CP3 = 143.06 MAX
.ACT = 142.35CP4 = 142.45 MAX.ACT = 142.35CP1 = 142.74 MAX.ACT = 140.90CP5 =
141
.95
MAX
.ACT =
137
.30CP6 =
1
4
1
.17
MAX
.ACT =
1
37
.30CP7 = 143.03 MAX.ACT = 138.05111123319344445555666677778999101010111113151515151016161616171717171818181819191919191911212121212222232325252525262626263192727272728282829292929303031313131333333333435353535ELEVATION NOTES CAN BEFOUND ON SHEET A6ELEVATION NOTES CAN BEFOUND ON SHEET A63.08'PROPSB7.58'PROPSB5.58'16.09'PROPOSED SB13.59'13.59'14.58'3.08'PROPSB7.58'PROPSB9.58'PROPSB3232311632373737376'MAX WALL
6'
MAX WALL
42"
WALL
6'
MAX WALL
CP8 =
142
.40
MAX
.ACT =
141
.15
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A8PLBEDROOM #42 CAR GARAGE2 CAR GARAGEBEDROOM #4 /PLAYROOMPLDRIVEWAYBATH #3BATH #2BEDROOM #2MASTER BEDROOMDECKBATH #3BATH #2BEDROOM #2MASTER BEDROOMROOF DECKKITCHENDINING AREAGREAT ROOMROOF DECKKITCHENDINING AREAGREAT ROOMSECTION1/4" = 1'-0"A9'-0"9'-0"8'-1"
9'-0"9'-0"8'-1"PLLAUNDRYMUD ROOMLOWER HALLMUD ROOMPLENTRYMASTER CLOSETMASTER BATHMASTER BATHROOF DECKROOF DECKCOVERED DECKLOWER HALLLAUNDRYMASTERBATHMASTERBATHMASTER CLOSETENTRYSTAIRSSTAIRSSTAIRSSTAIRSSUN DECKSTAIRSUPPERHALLSTAIRSUPPERHALLCOVERED DECKSUN DECKSECTION1/4" = 1'-0"B
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A9PLPLLAUNDRYBATH #4BEDROOM #4MASTER BEDROOMMASTER BATHGREAT ROOMCOVERED DECK9'-0"9'-0"8'-1"SECTION1/4" = 1'-0"CPLPLBEDROOM #3KITCHEN2 CAR GARAGESTAIRSSTAIRSBATH #2STAIRSSTAIRSPOWDERROOMROOF DECKSTAIRSSTAIRSSECTION1/4" = 1'-0"D9'-0"9'-0"VARIES 3'-6"PLPLBEDROOM #3KITCHEN2 CAR GARAGESTAIRSSTAIRSBATH #2STAIRSSTAIRSPOWDERROOMROOF DECKSTAIRSSTAIRSSECTION1/4" = 1'-0"E9'-0"9'-0"VARIES 3'-6"PLPLLAUNDRYBEDROOM #4MASTER BEDROOMMASTER BATHGREAT ROOMCOVERED DECK9'-0"9'-0"8'-1"MASTERBATHBATH #4
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A10ROOF PLAN1/8" = 1'-0"Minimum class "A" roof material: Metal roofing w/ zinc coating & 1" standing seam @ 16"± O.C. - Ideal Roofing Company Ltd. - (ESR-3100) Over minimum 2 layers of 15# felt laid with 19" overlap - when slope is less than 4:12Roof Pitch = See PlansSkylights to be "Bristol Fiberlite" ER-2469 or approved equal by the Architect and Building Department. Provide flat anodized skylights.All fireplaces to be provided with approved spark arrestor.Built-up roofing - 2 layers 15# felt with 90# cap sheet. Maximum slope 14:12 nail base sheet per CBC. Hot mop in between layers, 14" per foot slopeAttic Vent Calculations:Lower level attic area = 0 sq. ft./ 150 = 0 sq. ft. of vents - vents provided ( )Upper level attic area = 0 sq. ft./ 150 = 0 sq. ft. of vents - vents provided ( ) vents - REQUIRED - Concrete Model "Flat" Vents by O'Hagins Inc. (ICC = 9650A)1.2.3.4.5.6.ROOF PLAN NOTESDnPITCH BREAKRIDGEHIPHIPV
A
L
L
E
Y
HI
P
HIPHIPRIDGE12:12 12:1212:12
ROOF DECKROOF DECKSUN DECK312:12312:12
312:12PITCH BREAK
312:12
312:12
312:12
1
2:12
12:12Dn1
2:12
12:12ROOF DECKROOF DECKPITCH BREAKRIDGEHIPHI
PVALLEYHIPH
I
PRIDGECRICKETCRICKET12:12PITCH BREAKPITCH B.P.B.HIP312:12
312:12
312:12312:12312:12312:12
SUN DECKNORTH(460 SQ. FT.)(460 SQ. FT.)12:12
12:1212:12116.04 - PC11
3
.
9
5
-
P
C110.43 - PC11
3
.
0
7
-
P
C
CP1 = 143.17 MAX.ACT = 140.90CP2 = 141
.65
MAX.ACT = 141.60135'41.99'135'41.99'39.33'9.67'2.67'39.33'4.33'2.67'14.92'11.67'2'
11
1
.
2
5
-
E
G
11
0
.
9
8
-
E
G
11
4
.
3
8
-
E
G
11
4
.
6
0
-
E
GCP3
=
1
4
3
.
0
6
MAX
.ACT
=
1
4
2
.
3
5CP4
=
142
.4
5
MAX
.ACT =
1
4
2
.352.5'37.92'2.5'35.92'115.24 - EG11
5
.
2
1
-
E
G112.02 - EG11
2
.
0
7
-
E
G
28.25'8.67'2'
2.5'2'2'5.58'2'2.58'2'15.58'2'3.07'
2'3.07'
15TH STREET
2.92'
3.08'CP5 =
141
.95
MAX
.ACT =
1
3
7
.3015.59'15.59'11
4
.
1
9
-
E
G
11
0
.
7
3
-
E
G
9.67'CP
6
=
1
4
1
.
1
7
M
A
X
.
AC
T
=
1
3
7
.
3
09.67'11
0
.
9
2
-
E
G
9.67'11
4
.
3
4
-
E
G
3.07'
CP7
=
1
4
3
.
0
3
M
A
X
.
ACT
=
1
3
8
.
0
513.33'3.07'112.80 - EG15.33'115.80 - EG4.2'
REQ'D
SB
4.2'
REQ'D
SB
4.2'
REQ'D
SB
4.2'
REQ'D
SB 3'REQ'DSB16'PREVAILING SB5'REQ'DSBCP8 = 142.40 MAX.ACT = 141.154.33'.67'
11
1
.
1
6
-
E
G
9.67'11
4
.
5
3
-
E
G
1621OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 935 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801TS15TH STREET
16-366SHEET 1 OF 1 SHEETSCALE: 1" = 8'LEGAL DESCRIPTIONJOB ADDRESSSUBDIVIDER08-23-16ENGINEERDENN ENGINEERSDATEGARY J. ROEHL R.C.E. 308263914 DEL AMO BLVD., STE. 921TORRANCE, CA 90503310-542-9433IN THE CITY OF HERMOSA BEACHCOUNTY OF LOS ANGELESSTATE OF CALIFORNIAFOR CONDOMINIUM PURPOSESVESTING TENTATIVEEXISTING BUILDINGCONCRETEBRICKWOOD DECK106.76EXISTING ELEVATIONBLOCK WALLLEGEND100EXISTING CONTOURFINISH FLOORGARAGE FINISH FLOORLEAD AND TAGTOP OF CURBFLOW LINETOP OF WALLTOP OF DVWY APRONBEGINNING OF CURB RETSPIKEFOUNDWESTERLYPROPERTY CORNERFFGFFL&TTCFLTWTXBCRSPKFDW'LYPCXEXISTING FENCENORTHERLYN'LYSPIKE AND WASHERS&WPOWER POLEPPGUY WIREGWSTKSTAKEPROPERTY LINEPL, P/LE'LYEASTERLYMHMANHOLESOUTHERLYS'LYWATER METERWMBOUNDARY MONUMENTS ARE NOT NECESSARILYSET ON PROPERTY CORNERS. PLEASE REFER TOTHE NOTATION ON THE PLANS FOR OFFSETDISTANCES. 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.NOTE: ALL SETBACK DIMENSIONS SHOWNARE MEASURED TO EXTERIOR SURFACE OFBUILDINGS UNLESS OTHERWISE NOTED.PARCEL MAP NO.74516BEACH CITY CAPITAL FUND, LLC520 AVENUE G, #8REDONDO BEACH, CA 90277LOT 12, HEFFNER FIORINI ALLEN TRACTM.B. 9-106APN 4185-007-022935 15TH STREETHERMOSA BEACH, CA 90254LENALIAORN INEERLGOFESSPROJ.RIOREDLNo. 30826CEOIVIIF STTREGISAGTAERY NHEFCA16-366
NOTES1. ALL EXISTING STRUCTURES TO BE REMOVED UNLESS OTHERWISE NOTED.2. ALL UTILITIES ARE LOCATED IN ADJACENT STREETS.3. THIS IS A 2 UNIT CONDOMINIUM PROJECT.4. WATER SUPPLY IS PROVIDED BY CALIFORNIA WATER COMPANY.5. SANITARY SEWER DISPOSAL IS TOAN8" VCP PUBLIC LINE. THE 8" VCP IS LOCATED IN 15TH STREET; APPROXIMATE DEPTH = 4'.6. SEE SOILS REPORT FOR POTENTIAL FILL ON THIS SITE.7. SITE DRAINAGE IS SURFACE FLOW WITH DISCHARGE TO ADJACENT STREETS.*HEFFNER FIORINI ALLEN TRACTM.B. 9-106EB SMITHS RE-PLATM.B. 9-72425
250375
598 599N 13°25'43"W135.00'N 76°34'00"E 41.99'
N 76°34'00"E 41.99'N 13°25'46"W135.00'N 76°34'00"E 689.83'
501.87'41.99'145.97'TO C/L OF PACIFIC COAST HIGHWAY
ESTAB PER TIES TO FOUND PK SPK
@ OCEAN AVENUE25.15'25.15'50.30'400112.20 TP NAIL407CN
A
I
L 113.57410L&T 8710113.8
3
419
TX
106.93 TX420FL106.43 FL421
EG
106.63 EG422106.83423EG106.22 EG424
EG 107.92 EG425108.59426EG
108.38 EG427FL 108.25 FL428TC108.69 TC429TC110.02 TC430FL1
0
9
.
5
8
F
L
431EG END109.86 EG432BR
K 110.18433 110.06434EG END109.16 EG435BRK110.24436
BS
W 110.22437CC 113.13438CC 112.77439
TX
112.48 TX440 WM112.10441FL
111.49 FL442FL112.15 FL443111.58444FL
113.44 FL445TX
113.76 TX446APRON113.72447CC113.83448TX113.96 TX449BX
113.89 BX450BX
114.89 BX451TX 1
1
5
.
4
9
T
X453FL115.14 FL454115.46455FL 114.70 FL470HS11
8
.
9
8 473113.95 PC474CC
114.01475HS
114.084762 EMS114.14477FC
114.29478EC
114.52479HS 114.51480HS114.71481HS 114.73482HS 483N&T121.32484CC114.74485 116.04 PC486TW121.97 TW487PPT136.89 PPT488PPT134.28 PPT489RIDGE
137.00 RIDGE490RIDGE 137.23 RIDGE491RIDGE
13
7
.
7
1
R
I
D
G
E 493TP114.49494CW
112.86495TW CW114.25496HS
112.08497110.95498TW EFACE112.21499H
S 111.36500SECW110.43 PC502EL 110.21505HS507HS508HS510PPT137.51 PPT511RIDGE137.48 RIDGE512TP114.60513HS114.85514GFF 114.70 GFF515HS114.56516C
W 114.40517TW120.04 TW519 112.01520EFACE113.53521EC114.53522CW114.22523TW WFACE112.24 TW524TS111.22525HS 110.22526 110.75527TS111.76530
PP
T
1
3
7
.
0
8
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T 531112.80532 112.80 533HS113.49534NECW113.07 PC 535NECW536SWCW113.82537CW111.46538SFACE FE110.84539SET N&TXSFACE117.61108.4EXISTING RESIDENCEOVER GARAGEEXISTING TWO STORY RESIDENCE110.9925.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY
CONC
CONC1AREA = 5,669 S.F.FOUND L&T RCE 8710
3.96' S'LY OF CORNER
ON PROP. LINE PROD.
TAG ELEV.=113.83
SET L&T RCE 30826
4.00' S'LY OF CORNER
ON PROP. LINE PROD.
TAG ELEV.=113.83
FOUND N&T, ILLEGIBLEIN S'LY FACE OF WALL0.19' N'LY & 0.08' W'LYOF PROP. CORNERTAG ELEV.=121.32SET N&T RCE 30826IN S'LY FACE OF WALL0.95' E'LY & 0.41' N'LYOF PROP. CORNERTAG ELEV.=117.61 EXISTING RESIDENCEEXISTING RESIDENCETHE E'LY LINE OF PM NO.62834PMB 344-66-67 & E'LY LINE LOT 11 THE W'LY LINE LOT 13**THE S'LY LINE LOT 28 ****APN 4185-007-013135.51 PARAPETAPN 4185-007-014134.09 RIDGE APN 4185-007-015138.78 RIDGE114.83115.89115.68114.82115.66115.32114.37EXISTING RESIDENCETHE S'LY LINE LOT 27***
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L1.189191
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L2.1937 15TH STREET89191
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L3
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801L3.1
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801CSPROPOSED TWO DETACHED UNITS FORBEACH CITY CAPITAL FUND, L.L.C.937 15th Street, Hermosa BeachLegal DescriptionZoning:Setbacks Front: Sides: Rear:Height Limit:Parking:Type of Construction:Occupancies:Number of Stories:Sprinkler System:Code ResearchFirst Level LivingSecond Level LivingThird Level LivingTotal LivingGarageRoof Deck:Lot Area:Lot CoverageLot Coverage PercentageAreasR-2B16' Minimum4.2' Minimum West Side,5' Minimum at First Floor3' Minimum at Second Floor / Third Floor30'-0"/Max4 Enclosed: Provided at Garage, 1 GuestParking Space Uncovered, 1 GainedUncovered Space on StreetType V-BR3 at Living; U at Garage3Required Throughout Residence andGarage: Licensed Installer Shall SubmitShop Drawings for Approval Prior toInstallationLot 12Heffner Fiorini Allen TractM.B. 9-106APN 4185-007-023699 sq. ft.1,413 sq. ft.1,253 sq. ft.3,365 sq. ft.483 sq. ft.436 sq. ft.5,668 sq. ft.5,668 x 0.65 = 3,684 sq. ft. Max.3,072 sq. ft. Proposed < 3,684 sq. ft. Max.54.19%Structural DetailsStructural DetailsStructural DetailsHardy Frame Details and SpecsHardy Frame Details and SpecsHardy Frame Details and SpecsSoils RecommendationsFirst Floor Electrical PlanSecond Floor Electrical PlanThird Floor Electrical PlanGeneral Notes & SpecificationsGeneral Notes & SpecificationsTitle 24 Energy CalculationsGreen Building StandardsGreen Building StandardsGreen Building StandardsTopographic SurveyLandscape PlanIrrigation PlanLandscape NotesLandscape NotesS9:S10:S11:S12:S13:S14:S15:E1:E2:E3:GN1:GN2:GBS-1:GBS-2:GBS-3:TS:L1.1:L2.1:L3:L3.1:SHEET INDEXGeneral Project InformationDrainage NotesDrainage PlanSite PlanParking Diagrams/DrivewaysFirst Floor PlanSecond Floor PlanThird Floor PlanDoor & Window SchedulesExterior ElevationsExterior ElevationsBuilding Cross SectionsBuilding Cross SectionsRoof Plan - Height Calc.Architectural DetailsArchitectural DetailsArchitectural DetailsArchitectural DetailsStructural NotesFoundation PlanSecond Floor Framing PlanThird Floor Framing PlanRoof Framing PlanStructural DetailsStructural DetailsStructural DetailsCS:C1:C2:A1:A1a:A2:A3:A4:A5:A6:A7:A8:A9:A10:A11:A12:A13:A14:S1:S2:S3:S4:S5:S6:S7:S8:DOUGLAS J. LEACH, ARCHITECTS, INC.Douglas J. Leach119 W. Torrance Blvd., Suite 24Redondo Beach, CA 90277Phone: (310) 372-5580Fax: (310) 318-5801ARCHITECT:ARCHITECT & CONSULTANTSSTRUCTURAL ENGINEER:MELISSA ALVESMelissa Alves512 Ave. G #321Redondo Beach, CA 90277Phone: (310) 341-8658TITLE 24 CALCULATIONS:SURVEYOR:T.B.D.Location of service shall be approved by Southern California Edison Company.All interior doors shall be Douglas fir paneled doors with 1-3/4" thickness solid core approved by owner.Doors that swing over a landing or porch require a landing equal to the width of the floor in length andnot more than 1/2" below threshold. Doors that do not swing over a top step or landing may open on alanding or top step that is not more than 8" below floor level.Provide a water saving low flush water closet. Max. 1.6 gallons per flush. Shower heads (2.5 GallonsPer Minute), & faucets (2.2 GPM).Materials other than structural elements shall be moisture resistant. Wall coverings shall be cementplaster or tile, 70""high above drain of shower or tub with shower. Thin set tile on 5/8" water resistantGypsum Board at walls. Set tile over min. ¾" mortar bed over approved shower pan at floors.Glass doors and walls panels of bathtubs and shower enclosures shall be laminated, fully tempered orwire glass.Glass, which is less than 60" from a floor and within a 24" arc of a doorway's vertical edge, must betempered glass.Drip pans or other devices for laundry room, waters and dishwashers must be approved.Provide a one horsepower waste disposal.Plumb refrigerator space for icemaker.All plumbing walls shall be 2 x 6 studs.Provide tile or granite countertops at bathrooms per owner. All bathroom countertops heights to be 36"high.Provide granite countertops at kitchen per owner.Provide smooth steel trowel finish at all stucco.Provide R-11 or R-13 insulation at interior walls of all bathrooms and bedrooms. Provide R-30insulation between floors.Provide a sectional roll-up garage door with automatic opener, and detail as shown on elevation.French doors shall be recessed as shown on plans.Provide standing seam metal roof w/ seams @ 16" O.C.Handrail or guardrail on open side shall not allow that a 4" diameter sphere pass through; and the openspace at riser, tread and bottom element of guardrail shall not allow a 6" diameter sphere pass through.All hose bibs shall be protected by back flow prevention device.Important Note: HVAC installer shall confer with Architect for necessary furr down locations. Consultwith owner for possible FAU with Air Conditioning capability. Provide zoned heating.All heating systems shall have automatic thermostats with a clock mechanism which the buildingoccupant can manually set back; and thermostat set point at least 2 periods within 24 hours, perSection 150 (F) of CEC.F.A.U. in atticA. Provide plywood sheathing at entire attic space.B. Double joists supporting FAU unit and provide seismic sway braces.C. Provide electrical outlet, light and switch @ accessD. Condensation drain to approved plumbing fixture required, if any.E. Provide a 30" x 30" working space in front of the FAU, with 30" headroomF. Provide 30" side attic access with fold down ladder.Provide circulation intake air supply duct of 2 square inches per 1000 BTU for F.A.U.Clothes dryer moisture exhaust ducts are limited to 14' with two elbows. Reduce this length by 2' foreach elbow in excess of two. Duct shall be minimum 4" diameter smooth metal.Provide "Isokern" fireplaces or "DESA FIREPLACE" ESR-2542 or approved equal at metal fireplaces.Provide 1-1/8" plwd. floor sheathing typical. Provide 5/8" plywood roof sheathing typical.All windows and French doors shall have clad finish.Building address shall be provided on the building in such a position as to be plainly visible from thestreet, CBC section 502. Internally illuminated address sign shall not contain a screw-base socket andconsume no more than 5 watts of power as determined according to Section 130(d) - per Section 150(K) 14.Provide a 12" minimum access panel to bathtub trap slip joint connection or use rigid type connections.Control valve for shower and tub shall be of the pressure balance or thermostatic mixing valve type,section 410.7 CPC.Laundry room door shall have 100 square inch minimum for dryer make up air (CMC section 908.2).Provide baseboard and window and door casing and crown moulding as selected by general contractorand approved by owners.Provide straight edge at interior walls, typical.Provide smooth texture at all walls and ceilings.Provide tankless water heater.Provide water heater vent to outside.Slope grade or paving away from building, minimum 1% slope.Provide stone over waterproof membrane.Provide the following at all stairways/steps:Minimum 36" wide stairway and landings.Maximum 7.75" rise; minimum 10" run for private stairways (7" rise, 11" run for common areas servingR1).The largest rise or run in a flight of stairs may not exceed the smallest by more that 3/8".Headroom over stairs to be 6'-8" minimum from nosing of tread.Guardrail on open side of stairs over 30" above floor or adjacent grade. May serve as handrail also.Guardrail may be 34" to 38" high only at open side of stairs.Handrail (required for 4 or more risers) 34" to 38" above tread nosing,1 ½" clearance to wall, 1 ½" to 2" in cross section, with ends returned to wall or terminate at newel orsafety post. Show handrail continuous for the length of the stairs.Enclosed usable space under stairs to be protected by 1-hour fire resistive materials.Exterior doors, doors between house and garage, and their hardware shall conform to the followingsecurity provisions:Doors shall be equipped with dead locking latch and dead bolt with hardened insert with 1" minimumthrow and 5/8" minimum embedment into jamb. Both are to be key operated from the outside.Windows and door lights within 40" of the locking device shall be fully tempered/burglary resistant/orprotected by bars.Overhead and sliding garage doors shall be capable of being securely locked when not otherwiselocked by power operation.Sliding glass doors and sliding windows shall be capable of withstanding forced entry attempts asoutlined in [6706.7].1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.16.17.18.19.20.21.22.23.24.25.26.27.28.29.30.31.32.33.34.35.36.37.38.39.40.a.b.c.d.e.f.g.41.a.b.c.d.PROJECT GENERAL NOTESSee site plan for all setbacks and parking requirements.See Detail for typical cutting, boring and notching through wood framing.See Detail for typical one-hour wall and ceiling details.See Detail for typical door and windows.All utilities serving the site shall be installed per City of Hermosa Beach "Standard UndergroundConnection" subject to field inspection and verification. Contact Southern California Edison Company.Obtain Sanitation District approval for any new sewer construction.An approved backwater valve is required for drainage piping serving fixtures located below theelevation of the next upstream manhole cover. Fixtures above such elevation shall not dischargethrough the backwater valve (UPC 710.1).Check city records to determmine existence of cesspool on property. Any existing cesspool shall belocated and inspected by city personnel before demolition or building permits can be issued.Section 9.01.100 Sustainable Building Requirements for R-2 and R-3 Occupancies: Section 419.7 is hereby added per the above climatic findings as follows:- Sustainable building. All new R-2 and R-3 occupancies are required to incorporate all thefollowing sustainable building practices in addition to the requirements of the CEC, Title24, Part 6 unless waived by the building official.1. Insulate all hot water piping2. Install low emitting insulation in required areas of walls, floors, ceilings, and roof.3. Use low volatile organic compund (VOC) caulking.4. Pre-plumbing piping and sensor wiring from wate heater to attic for future solar water heating.5. Use duct mastic on all duct joints.6. Install "Energy Star" or equivalent bathroom fan vented to the outside.The fire resistance rating of exterior walls shall comply with the provisions of CBC 704.5, section 704,table 704.8, and table 602. Fire resistance-rated exterior wall construction shall be maintained throughcrawl spaces, floor framing, and attic spaces in accordance with CBC 705.6. Further, projectionslocated where openings are required to be protected shall be non-combustible, heavy timber, or onehour construction. All exterior walls with a fire separation distance of 5' or less shall be 1 hourfire-resistance rating for exposure to fire from both sides.Smoke alarms (i.e. smoke detectors) shall be installed and maintained at all of the following locations:a) In each room used for sleeping purposes.b) On the ceiling or wall outside immediate vicinity of sleeping room.c) In each story, basement or split level within a dwelling unit.d) In enclosed common stairwells of two or more dwelling units.Where more than one smoke alarm is required to be installed, it shall be interconnected in such amanner so that the activation of one alarm will activate all of the alarms.In new construction, smoke alarms shall receive their primary power source from the building wiringand shall be equipped with battery back-up and low battery signal.Means of egress doors shall be detailed as follows:a) Min. 32" (max 48") clear opening width of exit doorway. For swinging door, clear width is measured between the face of the door and the stop, with the door open 90 degrees. For non-swinging door, the clear width is to be measured from the face of the door jamb.b) Min. height of 80" for exterior exit doorway, 78" for interior doorway, and 76" for all other exterior doorway. (CBC 1008.1.1)c) Exterior egress door shall be side-hinged swinging (CBC 1008.1.2)d) Max. 0.75" threshold height at sliding doors and max. 0.5" for other doors.e) Min. width of landing at door shall not be less than width of stairway or door.f) Min. 36" length of landing at door measured in the direction of travel.g) Max. 7.75" below the top threshold height of an exterior doorway not part of required means of egress provided the door, other than storm or screen doors, does not swing over the landing. Door handles, pulls, latches, locks, and other operating devices shall be a minimum 34" to max 48" height above the floor. Manually operated flush bolts or surface bolts are not permitted on doors required for egress.Straight run stairways shall be detailed as follows:a) Max. 7.75" and min. 4" rise height.b) Min. 10" tread depth.c) Min. 36" clear width.d) Min. 6'-8" vertical headroom measured vertically from a line connecting the edge of the nosing.Stair treads and risers shall be detailed as follows:a) The tolerance between the largest and smallest riser height or tread depth shall not exceed 0.375" in any flight of stair.b) The radius of curvature at the leading edge of the tread or beveling of nosing shall not exceed 0.5" (CBC 1009.3.3)c) Risers shall be vertical or sloped a max. 30 degrees from the vertical. (CBC 1009.3.3)d) Leading edge of tread shall not project more than 1.25" beyond tread below.e) Opening between treads shall not permit the passage of a 4" diameter sphere.Walls and soffits within enclosed useable space under stairways shall be protected as follows: Interiorstairs require 0.5" gypsum board on the enclosed side.The walking surface of treads and landings shall not be sloped steeper than 2% (1:48) in any direction.Provide emergency escape and rescue from sleeping rooms. Min. net clear opening dimensions of 24"height, 20" clear width, 5.7 sq. ft. area (5.0 sq. ft. at grade floor) and 44" max to bottom of clear openingis required.Rooms containing bathtubs, showers, spas, and similar bathing fixtures shall be mechanicallyventilated. Provide an exhaust fan with a min. capacity of 50 CFM. Ductless fans are unacceptable.Garage door extensions springs shall be fabricated from either hard drawn-spring wire or oil temperedwire and installed in accordance with the manufacturer's instruction. Garage door springs shall complywith requirements of CBC Sect. 1211.Attached garage or carport to dwelling shall be separated as follows:a) Min. 12" gypsum board required on the garage side separating dwelling and attic area from garage.b) Min.58" gypsum board required between garage or carport and all habitable rooms located above garage or carport (including structural members supporting the upper floor, ceiling, post and beam).c) Min. 138" thick solid wood doors or solid or honeycomb core steel door, or min. 20 minute rated fire door assembly.d) Doors to be self-closing and self-latching.e) Garage shall not open directly into a room used for sleeping purposes.f) Min. 0.019" sheet steel with no opening for ducts in walls and ceilings that penetrate into the garage.Penetrations in fire-resistance-rated walls shall comply with CBC 712.3. Through penetrations shallcomply with CBC 712.3.1.1, CBC 712.3.1.2, or 712.3.1.a) Steel, ferrous or copper pipes may penetrate fire-resistance rated walls, provided the opening is protected as follows:i) Item penetrating concrete or masonry walls is a max. 6" nominal diameter and the area of the opening through the wall does not exceed 144 sq. in., concrete, grout or mortar is permitted where it is installed the full thickness of the wall or the thickness required to maintain the fire resisting rating ; orii) When the annular spaces is protected with material ASTM E 119.b) Penetrations shall be fire-stopped by a system installed as tested in accordance with ASTM E 814 or UL 1479, and shall have an F rating or not less than the required fire-resisting-rating of the wall penetrated (CBC 712.3.1.2)c) Membrane penetrations of max 2 hr. fire resistance rated walls by steel electrical boxes are permitted, provided that each does not exceed 16 sq. in. in area and the total area of such openings does not exceed 100 sq. in. for any 100 sq. ft. of wall area, and the space between. the wall membrane and the box does not exceed 18". Additionally, outlet boxes on opposite sides of the wall shall be separated by a horizontal distance of not less than 24."e) A fire sprinkler shall be permitted to be unprotected provided such a space is covered by a metal escutcheon plate.f) Where walls are penetrated by other materials or openings larger than those mentioned above, they must be qualified by tests in accordance with (CBC 703.2).42.43.44.45.46.47.48.49.50.51.52.53.54.55.56.57.58.59.60.61.62.-A--A--A1Fireblocking shall be installed in combustible concealed locations in accordance with CBC 717.2.a) In concealed spaces of stud walls and partitions including furred spaces and parallel rows of studs or staggered studs as follows:i) Vertically at the ceiling and floor levelsii) Horizontally at intervals not exceeding 10"b) At all interconnections between concealed vertical stud wall or partition spaces and concealed horizontal spaces created by and assembly of floor joists or trusses, and between concealed vertical and horzontal spaces such as occur at soffits, drop ceilings, cove ceilings, and similar locations.c) In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall also comply with CBC 1009.5.3.d) When annular space protection is provided in accordance with CBC 707.2 EX. 6, CBC 712.4.1.2 EX. 1, or CBC 712.4.2, fireblocking shall be installed at all openings around vents, pipes, ducts, chimneys, and fireplaces with an approved material to resist the free passage of flame and the products combustion.Draftstopping shall be installed in combustiable concealed locations in accordance with CBC 717.3 and717.4, respectively, at the following locations:a) In floor-ceiling assembley and located above and in line with the dwelling unit separation in duplexes not equipped with and automatic sprinkler system.b) In attics and concealed roof spaces such that any horizontal area does not exceed 3,000 sq. ft. in dwelling not equipped with and automatic sprinkler system.c) Draftstopping materials shall not be less than 12" gypsum board, 38" wood structural panel, 38" particle board, 1" nominal lumber, cement fiberboard, batts or blankets of mineral wool or glass fiber, or other approved materials adequately supported.d) Openings in the partitions shall be protected be self-closing doors with automatic latches constructed as required for the partitions.Wall, floor, and ceiling shall not exceed the flame spread classifications in CBC T-803.5.Interior floor finish and floor covering materials shall comply with CBC 804.2 through 804.4.1.Curved stairways shall have a minimum 6" tread depth with a minimum 10" tread depth measured atright angle to the tread's leading edge at a point 12" from the side where the treads are narrower. (CBC1009.3, 1009.7)All electrical, telephone, cable television system, and similar service wires and cables shall be installedunder ground. Underground future stub out is required.Each pane of saftey glazing installed in hazardous locations shall be identified by a manufacturer'sdesignation specifying who applied the designation, the manufacturer or installer and the safety glazingstandard. The following shall be considered specific hazardous locations for the purposed of safteyglazing. Glazing in:a) Swing doors.b) Fixed and sliding panels of sliding door assemblies and panels in sliding and bi-fold cloest door assemblies.c) Storm doors.d) Unframed swinging doors.e) Door and enclosures for hot tubs, whirlpools, saunas, steam rooms, bath tubs, and showers.f) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Read code for exceptions.g) Fixed or operable panel, other than the described in items e and f, which meets all of the following conditions.i) Exposed area of an individual pane greater than 9 sq. ft.ii) Exposed bottom edge less than 18" above the floor.iii) Exposed top edge greater than 36" above the floor.iv) One or more walking surfaces within 36" horizontally of the plane of the glazing.h) Guards and railings regardless of area or height above a walking surface. Included are structural baluster panels and non-structural in-fill panels.i) Walls and fences enclosing indoor and outdoor swimming pools and spas where all of the following conditions are present:i) The bottom edge of the glazing is less than 60" above a walking surface on the pool or spa side of glazing.ii) The glazing is within 60" of a swimming pool or spa water's edge.j) Adjacent to stairways, landings and ramps within 36" horizontally of a walking surface; when the exposed surface of the glass is less than 60" above the plane of the adjacent walking surface. (Read the code for exceptions with installation)k) Adjacent to stairways within 60" horizontally of the bottom tread of a stairway in any direction when the exposed surface of the glass is less than 60" above the nose of the tread.Access to mechanical appliances in under-floor areas, in attic spaces, and on roofs, or elevatedstructures shall be in accordance with the California Mechanical Code.Driveway approaches shall comply with Standard Detail ST-1 of the Department of Public Works,maximum slope shall not exceed 15%.Guards shall be detailed as such:a) Guards shall be located along open-sided walking surfaces, mezzanines, stairways, ramps and landings that are more than 30" above the floor or grade above.b) Guard whose top rail does not serve as a handrail shall have a height of 42" high above the leading edge of the tread.c) Guard whose top rail serves as a handrail shall have a height of 34" to 38" high above the leading edge of the tread.d) Triangular opening formed by tread, stair, and bottom rail shall not permit a 6" diameter sphere to pass through. (CBC 1013.3)Handrails shall be detailed as follows:a) Continuous handrail is required when 4 or more treads are provided (CBC 1009.10).b) Min 34" to max 38" high above the stair tread nosing (CBC 1012.2).c) Min 1.25" to max. 2" circular cross section for handgrip portion of handrail.d) Min. 4" to max. 6.25" perimeter dimension with max 2.25" cross section for non-circular handgrip portion of handrail (CBC 1012.3).e) Min. 0.01" radius for edge of handrail (no sharp corner).Weather proof all decks and balconies by providing Dex-o-tex (ESR-1757) or an approved equal.Roof drainage system shall comply with the following requirements:a) Size the roof drains and overflow drains in accordance with Chapter 11 of the CPC.b) System shall be sized for min. rain intensity of 3" per hour.c) The roof drain and overflow drain must maintain independent lines to the yard box.d) Roof drainage is not permitted to flow over public property.e) Secondary roof drains having the same size as the primary roof drains shall be installed with the inlet flow line located a min. 2" above the low point of the roof.f) Scuppers through parapet walls adjacent to the low point of the roof may be used as secondary roof drainage. Scupper openings shall be a minimum of 4" high and have a width equal to the circumference of the roof drain required for the area served.g) Overflow scuppers shall be designed in accordance to CPC T-11-1.63.64.65.66.67.68.69.70.71.72.73.74.75.Chimneys shall extend a min. 2' above any portion of the building within 10', but not less than 3' abovethe roof. Chimneys shall be equipped with an approved spark arrestor.This project shall comply with title 24, and 2013 CBC, 2013 CMC, 2013 CPC, 2013 CEC, 2013 CRC,and 2010 California Energy Code.Separate permits are required for retaining walls or block fence walls, grading work, spas, pools,separate structures, shoring, solar systems, demolition, (electrical, mechanical, and or plumbing work)and sewer cap of existing buildings.All building features projecting into required setbacks are indicated on plot plan.AQMD notification is required 10 days prior to beginning any partial or complete demolition work.Provide proof of survey (property corners) verification by the city building inspector. Apply for demopermit (pre-demo height inspection) through building division. Demo permit required for existingstructure.All new fixtures shall be Water Conserving. CPC 402.0Slope grade away from building minimum 2% slope (1/4" per foot).4" waste line shall be used for serving 4 or more water closets per CPC Table 703.2 Footnote 4.Proposed utility meters need to be screened if located on the interior side of a dwelling and recessedbehind the setback.Contractor shall post the Installation Certificate (CF-6R) form and Insulation Certificate (IC-1) form in aconspicuous 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.Radiant barrier shall an emittance of 0.05 or less.Building address shall be provided on the building in such a position as to be plainly visible and legiblefrom the street per City Code Section 502.Provide devices to absorb high pressures resulting from the quick closing of the quick-acting valvesfrom the washer and dishwasher, etc. per UPC section 609.10.76.77.78.79.80.81.82.83.84.85.86.87.88.89.90.VICINITY MAPDENN ENGINEERS3914 Del Amo Blvd., Ste. 921Torrance, CA 90503Phone: (310) 542-9433Fax: (310) 542-9491Unit #1709 sq. ft.1,466 sq. ft.1,280 sq. ft.3,455 sq. ft.463 sq. ft.436 sq. ft.Unit #2
Req'd Open Space =Provided @ First Level (Front Yard) =Provided @ Third Level (Great Room Deck) =Provided @ Roof Deck (Rear Deck) =Total =Total Provided =300.0 sq. ft.430.0 sq. ft.190.0 sq. ft.100.0 sq.ft.720.0 sq. ft.720 sq. ft. Provided >300 sq. ft. RequiredOpen SpaceOPEN SPACE CALCULATION1/16" = 1'-0"1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A1LEGENDLandscapingBlock WallExisting GradeProposed GradeTwo Story ElementThree Story ElementSetback LineF.C.T.W.T.R.F.F.ET.C.F.L.F.S.F.G.Finished ConcreteTop of WallTop of RailingFinished Floor ElevationTop of CurbFlowline at StreetFinished SurfaceFinished GradeOne Story ElementStructural observation per section 1702 of the CBC shall be providedwhen so designated by the Architect or Engineer of record or, when suchobservation is specifically required by the Building Official.STUCTURAL CODE NOTEBecause of the relatively small lot size, close proximity of structures andlack of cohesive soils in Hermosa Beach, the Community DevelopmentDepartment must regulate excavations at or near property lines. Section3301.1 of the California Building Code (CBC) should be construed topertain to permanent and temporary cuts and fills. Section 3301 of theCBC reads (in part) as follows:EXCAVATIONS AT OR NEARPROPERTY LINESSECTION 3301 - EXCAVATIONS AND FILLS3301 - General. Excavation or fills for buildings or structures shall beso constructed or protected that they do not endanger life orproperty.Slopes for permanent (or temporary) fills shall not be steeper than 1unit vertical in 2 units horizontal (50% sloope). Cut slopes forpermanent (or temporary) excavations shall not be steeper than 1unit vertical in 2 units horizontal (50% slope) unless substantiatingdata justifying steeper cut slopes is submitted. Deviation from theforegoing limitations for cut slopes shall be permitted only upon thepresentaition of a soil investigation report acceptable to the buildingofficial.SCOPE OF WORKDemolish existing single family residence and garage.Construct new 2-story + basement single familyresidence w/ attached 2-car garage.Site improvements per city approvals.1.2.3.Building address shall be provided on the building in such a position as tobe plainly visible and legible from the street per CRC section R319.1.BUILDING ADDRESS1.All site drainage shall be terminated at public way via non-erosivedevice per HBMC.2.Drainage fixture in Basement and located below the nextupstream manhole or below the main sewer level requiresinvestigation to ascertain the necessity for sewer backwaterdevice installation. CPC section 710.0DRAINAGE NOTES1. Contractor to protect the pedestrian per CRC section R318.3 duringconstruction.2. Please see detail for pedestrian protection.PEDESTRIAN PROTECTION NOTES-A-1. See GBS Sheets for all CalGreen Notes. Contractor to providedocumentation showing compliance with all CalGreen requirements tothe city of Hermosa Beach.CalGreen Notes:SITE PLAN1/8" = 1'-0"NORTH1. Contractor to provide solar conduit for residence for future solarpanels. Verify location with City of Hermosa Beach. HMBC Section15.04.084 (HBMC 15.32.140)SOLAR CONDUIT- 4" Waste line shall be used for residence.WASTE (SEWER) NOTE2425
250375
598N 13°25'43"W135.00'N 76°34'00"E 41.99'
N 76°34'00"E 41.99'N 13°25'46"W135.00'N 76°34'00"E 689.83'
41.99'25.15'50.30'400112.20 TP NAILCNAIL410L&
T
8
7
1
0
113.8
3
429TC110.02 TC430FL109.58 FL431EG END109.86 EG432BRK110.18433110.06434EG
E
N
D 109.16 EG435BRK110.24436
BS
W 110.22437CC113.13438CC112.77439TX112.48 TX440WM112.10441FL111.49 FL442FL
112.15 FL443 111.58444FL
113.44 FL445TX1
1
3
.
7
6
T
X446APRON113.72447CC113.83448TX 1
1
3
.
9
6
T
X449BX113.89 BX473 113.95 PC474CC
114.01114.08114.14477FC
114.29478
E
C
114.52479HS 114.51480HS 114.71481HS 114.73482HS 483N&T121.32484CC114.74485486TW121.97 TW487PPT1
3
6
.
8
9
P
P
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488PP
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134.28 PPT489RIDGE
137.00 RIDGE490RIDGE 137.23 RIDGE491RIDGE
137.71 RIDGE493TP114.49494CW112.86495TW CW114.25496HS112.08497110.95498TW
E
F
A
C
E 112.21499HS111.36500SECW 110.43 PC502EL110.21505HS507HS
508HS
510PPT137.51 PPT511RIDGE137.48 RIDGE512TP
114.60513HS114.85514GFF 114.70 GFF515HS
516CW 114.40517TW120.04 TW519112.01520EFACE113.53521EC 114.53522CW
114.22523TW WFACE112.24 TW524TS111.22525HS 110.22526110.75527TS111.76530PPT
137.08 PPT531112.80532112.80 533HS 113.49534NECW113.07 PC535NECW536SWCW113.82537CW111.46538SFACE FE110.84539SET N&TXSFACE117.61108.4110.9925.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAYEXISTING RESIDENCEEXISTING RESIDENCEAPN 4185-007-013135.51 PARAPET115.89115.68114.82 115.66114.37113.6 - FS108.75
-
FS108.75 - FSFFE AT FIRSTFLOOR = 108.65FFE AT FIRSTFLOOR = 109.4109.3
-
FC108.55 - FCFFE AT SECONDFLOOR = 118.6FFE ATENTRY= 114.0113.9 - FSFFE AT SECONDFLOOR = 117.85117.75 - FS117.6 - FS113.0 - FS110.8 - FS112.7 - FS107.
8
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F
S113.6 - FS109.3 - FS109.3 - FS
15TH STREET
24
250 251
N 76°34'00"E 689.83'50.30'400112.20 TP NAILCNAIL 113.57410L&
T
8
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437CC444FL445TX 1
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3
.
7
6
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X446APRON447CC113.83448TX 449BX113.89 BX450BX114.89 BX451TX1
1
5
.
4
9
T
X453FL115.14 FL454 115.46455FL 114.70 FL115.89 EG115.89 FLEBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG470HS118.98471H
S
117.24 PC473
475
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476
477FC478
E
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479HS 480HS 481HS
482HS 483N&T121.32CC485116.04 PC486TW487PPT136.89 PPT492RID
G
E 139.32 RIDGE493TP25.15'25.15'THE S'LY LINE LOT 29 **114.83115.32N 13°25'49"W135.00N 76°34'00"E 41.99
N 76°34'00"E 41.99
1
1
6
.
3
3
115.97115.8418"PINE117.40119.03 TW118.45114.39117.36116.811
1
8
.
7
0118.90 PC116.0
0
GFF119.02EXISTING RESIDENCE600 25.15'103.9841.99 FFE AT FIRSTFLOOR = 111.5FFE AT FIRSTFLOOR = 112.25FFE ATENTRY= 116.8511
6
.
7
5
-
F
S111.65 - FS110.8 - FS1
1
0
.
8
-
F
S
1
1
0
.
0
-
F
S110.0 - FSFFE AT SECONDFLOOR = 121.45FFE AT SECONDFLOOR = 120.7110.
9
-
F
S
120.6 - F
S
120.4 - F
S
116.8 - F
S116.0 - FS111.9 - FS114.25 - FSGUEST PARKINGGUEST PARKING113.5 - FS113.5 - FS108.25
- FS108.25 - FS108.75 - FS109.0 - FS24x36"AD109.3
- FS113.7 - FS111.9 - FS111.0 - FS109.2 - FS110.1 - FS108.9 - FS111.9 - FS111.25 - FS111
.
2
5
-
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S
1
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7
5
-
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110.5 - FS1
1
0
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0
-
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DnDnDnDnDnGWES111.5 - FS
111.0 - FS110.1 - FSGWESGWESGWESDn1
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9
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8
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4
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0
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4%
Slope
4%
Slope
4%
Slope
4%
Slope
4%
Slope9%Slope7%Slope5%Slo
p
e8%Slope6%Slope3%Slope2%Slop
e5%Slope114.563%Slope 1.6%Slope
9%Slope9%Slope9.5%Slope9.5%Slope9'-0" MIN.
9'-0" MIN.
11
1
.2
5
-
FS111.12 - FS9.4%Slope1.25%Slope11
3
.
6
-
F
L112.9 - FL114.1 - FC113.4
-
FC2% Max.Slope2% Max.Slope12"AD12"AD112
.
42
-
FS112.36 - FS1
1
3
.
5
-
F
S
113.25 - FS116.9
-
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117.0 - T
W
114.5 - FSDn116.4 - F
S
114.6 - F
S
113.7 - FS
DnDnNew 6'-0" Tall Conc. Retaining Wall w/Guardrail Above if Necessary; Directlyon P.L.Outline of SumpPumpOutline ofThird FloorOutline ofChimney Projection3'-7" Clr. of P.L.Outline of Deckat Third Floor3'-1" Clr. of P.L.Outline of SecondFloorOutline ofBack of Garageand Level ChangeOutline of Eave:12" Projection,2'-1" Clr. of P.L.ConcreteStairs on Grade3'-0" Wide x 6'-0"Tall GateElectric Meter: 30"Min. Clr. Width, 36"Min. Clr. in FrontGas Meter: 36"Clr. from ElectricMeterOutline ofBack of GarageOutline of Eave:12" Projection,2'-1" Clr. of P.L.Outline ofChimney Projection3'-7" Clr. of P.L.Outline ofThird FloorOutline ofDeck atThird Floor PlanOutline of SecondFloorOutline of Deckat Third Floor5'-7" Clr. of P.L.3'-0" Wide x 6'-0"Tall GateOutline of Deckat Second Floor3'-1" Clr. of P.L.ConcreteStairs on GradeOutline of Backof Garage andLevel ChangeElectric Meter: 30"Min. Clr. Width, 36"Min. Clr. in FrontGas Meter: 36"Clr. from ElectricMeterOutline of ThirdFloor DeckOutline of Backof Garage andLevel Change937 15TH STREETUNIT #1937 15TH STREETUNIT #1937 15TH STREETUNIT #2935 15TH STREETUNIT #2935 15TH STREETUNIT #1115.0 - F
GContractor toVerify if ExistingBlock Wall Shall BeReplaced or Remain4" Ø AD4" Ø AD4" Ø AD4" Ø AD
4" Ø AD
4" Ø AD
4" Ø A
D 4" Ø AD4" Ø AD4" Ø AD4" Ø AD5%Slope4" Ø A
D
4" Ø A
D
4" Ø A
D
113
.
7
5
-
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W2% MinSlope2% MinSlope12"AD4%Slope4%Slope2%Slope116.5
-
TW116.5
-
TW113
.
7
5
-
TW16'PREVAILING SB16'PREVAILING SB4.2'
REQD
SB
4.2'
REQD
SB
4.2'
REQD
SB
4.2'
REQD
SB 5'REQDSB5'REQDSB9.58'PROP SB9.58'PROP SB5.07'PROP
SB
5.07'
PROP
SB
7.4'
PROP
SB
16.09'PROP SB19.58'PROP SB16.08'PROP SB5.58'
PROP
SB
5.58'
PROP
SB
4.58'PROPSB4.58'PROPSB 6.59'PROP SB5.07'
PROP
SB
5.07'
PROP
SB
7.4'
PROP
SB 4" Ø AD4" Ø AD4" Ø ADDRIVEWAY
DRIVEWAY28'-0" MIN.31'-0"42" Tall Max.Wall at FrontPropertyLine42" Tall Max.Wall at FrontPropertyLineRemoveExisting Driveway9'-0" MIN.3'-0"3'-0"
DRIVEWAYRemoveExisting DrivewayNew Driveway4.2'
REQD
SB300.0 sq. ft.130.0 sq. ft.136.0 sq. ft.100.0 sq.ft.366.0 sq. ft.366 sq. ft. Provided >300 sq. ft. RequiredUnit #1Unit #2LEGAL DESCRIPTIONJOB ADDRESSLOT 12, HEFFNER FIORINI ALLEN TRACTM.B. 9-106APN 4185-007-022937 15TH STREETHERMOSA BEACH, CA 90254RIDGEHIPHIPVALLEYHIP 12:1212:1212:1212:1212:1212:12 12:1212:12ROOF DECK(436 SQ. FT.)SUN DECKDnHIPDn12:1212:12RIDGERIDGEHIPHIPVALLEYSUN DECKROOF DECK(436 SQ. FT.)12:1212:1212:12 12:12HIP HIP12:1212:12CRICKET12:12 RIDGECRICKETKITCHENDINING AREAPANTRYPOWDER ROOMGREAT ROOMSUN DECKDnUpUpKITCHENDINING AREAPANTRYGREAT ROOMPOWDER ROOMCOVERED DECKSUN DECKUpDnUpUNIT #1UNIT #2FAUWUpBEDROOM #4BATH #4LAUNDRYMUDROOM2 CAR GARAGEENTRYGUEST PARKINGLOWER HALLUpLOWER HALLLAUNDRY2 CAR GARAGEBEDROOM #4BATH #4FAUWUpUNIT #11234567891011121716151413121234567891011123456789101112131716151413121234567891011DnUNIT #2DnDnFIRST FLOOR PLANTHIRD FLOOR PLANROOF PLAN100.0 sq. ft.open space100.0 sq. ft.open space136.0 sq. ft.open space190.0 sq. ft.open space130.0 sq. ft.open space4.2'
REQD
SB 430.0 sq. ft.open spaceNew 6'-0" Tall Conc. Retaining Wall w/Guardrail Above if Necessary; Directlyon P.L.5'REQDSB5'REQDSBDndriveway profile Adriveway profile Cdriveway profile BSheet A1aSheet A1aSheet A1a113.75 - FC113.25 - FL1
0
8
.
8
7
-
F
S
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A1aEXISTING SREET PARKING - 935 15TH STREETEXISTING SREET PARKING - 937 15TH STREET2425
598 599N 76°34'00"E 41.99'
N 76°34'00"E 689.83'
41.99'25.15'25.15'50.30'400112.20 TP NAIL407CNAIL410L&T 8710113.83429
TC
110.02 TC430
FL
109.58 FL431EG
E
N
D
109.86 EG432BRK 110.18433110.06434E
G
E
N
D 109.16 EG435BRK110.24436BS
W 110.22437CC113.13438CC 112.77439TX112.48 TX440WM112.10441FL
111.49 FL442FL112.15 FL443 111.58444FL
113.44 FL445TX
113.76 TX446APRON113.72447CC 113.83448TX 113.96 TX449BX
113.89 BX473 113.95 PC474CC
114.01114.08114.14490RIDGE 137.23 RIDGE494CW
112.86495TW CW114.25496HS112.08497110.95498TW EFACE112.21499HS 111.36500SECW 110.43 PC502EL110.2125.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY114.3715TH STREET
24
599N 76°34'00"E 689.83'50.30'400112.20 TP NAIL407CNAIL 113.57410L&T 8710113.83437CC444FL445TX
113.76 TX446APRON447CC
113.83448TX 449BX
113.89 BX450BX
114.89 BX451TX115.49 TX453FL
115.14 FL454115.46455FL114.70 FL115.89 EG115.89 FLEBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG117.24 PC473475HS476
25.15'25.15'115.32N 76°34'00"E 41.99115.8418"PINE117.40119.03 TW600
103.9841.99Dn9'-0" MIN.
DRIVEWAY
9'-0" MIN.3'-0"3'-0"
DRIVEWAYPROPOSED ON STREET PARKING DIAGRAM1/8" = 1'-0"2425
598 599N 76°34'00"E 41.99'
N 76°34'00"E 689.83'
41.99'25.15'50.30'400
112.20 TP NAIL407CNAIL410L&
T
8
7
1
0
113.83429TC110.02 TC430FL109.58 FL431EG END109.86 EG432BRK110.18433110.06434
EG
E
N
D 109.16 EG435BRK110.24436BSW 110.22437CC 113.13438CC112.77439TX112.48 TX440 WM112.10441FL
111.49 FL442FL
112.15 FL443111.58444FL113.44 FL445TX1
1
3
.
7
6
T
X
446
AP
R
O
N 113.72447CC 113.83448TX 1
1
3
.
9
6
T
X
449
BX
113.89 BX473 113.95 PC474
CC
114.01114.08490RIDGE 137.23 RIDGE494CW112.86495TW CW114.25496HS112.08497110.95498TW E
F
A
C
E 112.21499HS 111.36500SECW110.43 PC502EL110.2125.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY114.3715TH STREET
24
599N 76°34'00"E 689.83'50.30'400
112.20 TP NAIL407CNAIL410L&
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8
7
1
0
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1
3
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7
6
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446
AP
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N
447CC113.83448TX 449
BX
113.89 BX450BX
114.89 BX451TX1
1
5
.
4
9
T
X
453
FL
115.14 FL454115.46455FL114.70 FL115.89 EG115.89 FLEBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG117.24 PC473475
25.15'25.15'115.32N 76°34'00"E 41.99115.8418"PINE117.40119.03 TW60025.15'103.9841.99EXISTING ON STREET PARKING DIAGRAM1/8" = 1'-0"11.33'1.64'2.47'
15.44'
12.47'2.7'2.83'
18'EXISTINGON STREETPARKING31.43'
46.8'NEWON STREETPARKINGNEWON STREETPARKING937 15TH STREET935 15TH STREETEXISTINGON STREETPARKINGEXISTINGON STREETPARKING42.65'EXISTINGON STREETPARKINGEXISTINGON STREETPARKINGP.L.DRIVEWAY PROFILE C108.75 - FC8'113
.
4
-
F
C 7.15'5.6'112
.
9
-
F
L9.4%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER113.6 - FC1.25%+/-50.42'113.5 - FCP.L.DRIVEWAY PROFILE A109.0 - FC8'114.1 - FC 7.15'5.6'113.6 - FL8.9%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER114.25 - FC9.4%+/-50.42'113.5 - FCP.L.DRIVEWAY PROFILE B108.87 - FC8'113
.
7
5
-
F
C 7.15'5.6'113
.
2
5
-
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L9.2%+/-2%MAX.8.9%+/-DRIVEWAYGUTTER113.9 - FC5.0%+/-50.42'113.5 - FCABANDONED DRIVEWAYAT 937 15TH STREETDRIVEWAY AT 93515TH STREETMADE SMALLEREXISTING DRIVEWAYAT 937 15TH STREETEXISTING DRIVEWAYAT 935 15TH STREET
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A2FAUWUpBEDROOM #4BATH #4LAUNDRYMUDROOM2 CAR GARAGEENTRYGUEST PARKINGLOWER HALLUpLOWER HALLLAUNDRY2 CAR GARAGEBEDROOM #4BATH #4FAUW1/4" = 1'-0"FIRST FLOOR PLANNORTHUp(937 15th Street) Unit #2 Living 709 sq ft Garage 463 sq ft(937 15th Street) Unit #1 Living 699 sq ft Garage 483 sq ftUNIT #112345678910111212345678910111213Dn32'-4"115'-2"32'-6"115'-2"2'-10"43'-8"19'-6"49'-2"2'-10"18'-6"18'-0"31'-0"38'-10"3'-6"2'-4"2'-6"11'-2"15'-4"1'-2"4'-8"15'-6"6'-10"15'-6"4'-0"4'-0"2'-6"UNIT #2Dn111.65 - FC110.8 - FC110.8 - FC
1
1
0
.
0
-
FC(FFE = 112.25)110.0 - FC110.9 - FC(FFE = 111.5)Dn4.2'REQ'DSB
4.2'
REQ'D
SB5'REQ'DSB16'PREVAILING SB4.2'REQ'DSB
4.2'
REQ'D
SB 20'-2"20'-2"18'-8"
19'-10"AA8BA8CA9DA9EA9EA98.75'STORAGE = 222 C.F.(2'-6" x 11'-0" x 8'-1")
STORAGE = 122 C.F.
(2'-6" x 6'-1" x 8'-1")STORAGE = 117 C.F.(7'-3" x 2'-0" x 8'-1")2'-6"7'-6"2'-6"7'-6"9'-4"18'-10"4'-2"2"7"17'-0"1'-3"
9'-4"22'-0"1'-2"
2'-5"17'-0"2'-7"
5.07'PROPSB
7.4'
PROP
SB
5'REQ'DSB6.59'PROP SB9.08'PROP SB4.58'PROPSB
5.58'
PROP
SB
16.08'PROPOSED SB
A31622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801MASTER BEDROOMBEDROOM #2BEDROOM #3BATH#2BATH#3MASTER BATHMASTERCLOSETHALLDnUpMASTER BEDROOMBEDROOM #2BEDROOM #3BATH#3BATH#2MASTER BATHMASTERCLOSETDnUpHALLENTRY1/4" = 1'-0"SECOND FLOOR PLANNORTH(937 15th Street) Unit #2 Living 1,466 sq ft(937 15th Street) Unit #1 Living 1,413 sq ftDnUNIT #11234567810111216151413123456789101112161514932'-4"115'-10"32'-4"118'-4"2'-4"2'-6"11'-2"1'-10"14'-6"8"47'-0"20'-8"47'-6"2'-6"13'-10"18'-6"4"1'-2"18'-10"4"8"2'-10"41'-8"2'-10"1'-2"18'-10"2'-4"17'-4"3'-7"13'-7"9'-6"1'-6"4.2'
REQ'D
SB
4.2'REQ'DSB3'REQ'DSB16'PREVAILING SB4.2'REQ'DSB
4.2'
REQ'D
SBAA8BA8CA9DA9EA9EA9
5'REQ'DSB3.75'PROPSB6.59'PROP SB5.07'PROPSB
5.07'
PROP
SB
7.4'
PROP
SB
16.08'PROPOSED SB4.42'PROPSB4.58'PROPSB
4.58'
PROP
SB
4.42'
PROP
SB
A41622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-58011/4" = 1'-0"THIRD FLOOR PLANNORTHKITCHENDINING AREAPANTRYPOWDER ROOMGREAT ROOMSUN DECKDnUpUpKITCHENDINING AREAPANTRYGREAT ROOMPOWDER ROOMCOVERED DECKSUN DECKUpDnUpUNIT #1UNIT #2(937 15th Street) Unit #2 Living 1,280 sq ft(937 15th Street) Unit #1 Living 1,253 sq ft1716151413121234567891011171615141312123456789101132'-8"118'-4"32'-6"118'-4"8"15'-10"31'-2"15'-8"15'-6"4"20'-0"4"31'-8"15'-4"16'-4"10'-0"8'-4"4'-4"4'-0"32'-4"8"7'-6"6'-0"31'-0"2'-10"20'-0"2'-4"44'-0"4'-0"30'-6"6'-0"7'-6"1'-6"
11'-6"
2"
2"21'-0"1'-4"
20'-10"11'-6"3'REQ'DSB4.2'
REQ'D
SB
4.2'REQ'DSB
16'PREVAILING SB4.2'REQ'DSB
4.2'
REQ'D
SBAA8BA8CA9DA9EA9EA9
5'REQ'DSB3.75'PROPSB3.09'3.57'5.07'PROPSB
5.07'
PROP
SB
13.58'4.42'PROPSB4.58'PROPSB
4.58'
PROP
SB
4.42'
PROP
SB
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A61/4" = 1'-0"FRONT SOUTH ELEVATION (UNIT #1)1/4" = 1'-0"REAR NORTH ELEVATION (UNIT #1)1/4" = 1'-0"FRONT SOUTH ELEVATION (UNIT #2)1/4" = 1'-0"REAR NORTH ELEVATION (UNIT #2)PLPL9'-0"3'-6"9'-0"8'-1"PLPL11'-0"9'-0"8'-1"PLPL9'-0"3'-6"9'-0"8'-1"1/4" = 1'-0"FRONT SOUTH ELEVATION (UNIT #1)PLPL11'-0"9'-0"8'-1"113.95 - PC11
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C CP1 = 144.54 MAX.ACT = 143.92CP2
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6
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7
MAX
.ACT
=
1
4
4
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5 CP3 = 145.03 MAX.ACT = 144.5CP4 =
145
.57
MAX
.ACT =
145
.25118.90 - PC1
1
6
.
0
4
-
PCELEVATION NOTES:1234567891017Outline of height limit11121316151418Typ. casement window w/ clad finish - Seefloor plan notes for windows recessed into2x6 studsOutline of finished gradeGlass guardrail min. 42" above deck perdetail orSliding french doorsOutline of interior stepsExterior steps w/ min. 11" tread perOutline of neighbors existing grade atproperty lineMetal cladding below deck per detail17'-0" x 8''-0" sectional roll-up garage doorsas shown w/ horizontal wood siding tomatch residenceSee detail for 3'-6" high wall @ roofdeckOutline of landing @ stairsOutline of first floor below gradeOutline of property lineExterior stucco w/ smooth steel trowel finishProvide metal cladding @ eave @ flat roofarea per detail6" wide wood siding (to be specified) with 18"recessed groove between and miteredcornersMitered glass @ corners - See floor planVERY IMPORTANT NOTESFramer and general contractor shall verifyexact elevation of highest roof beam andshall notify architect of this elevation prior toany roof framing. Adjustment may berequired with respect to height limit.Parapets, satellite antennae, rails, skylight,and roof equipment must be within theheight limit.Provide 2-layers of 15" felt at wall plywood(shear panels)192021222423Provide stucco surround @ structuralcolumn24" max. deep canopy with metal claddingper detailOutline of grade at15th StreetOutline of existing gradeFixed glass panels above recessed frenchdoors and windowsPop out window with metal cladding at flatroof-A--A-2527Typ. head, jamb and sill details @ windowsper details , & with stuccoTyp. head, jamb and sill details @ door perdetails , , &2829Chimney cap detail perGarage head & jamb detail per detail-A--A--A--A--A--A--A--A--A--A--A--A--A-111122223333445555799101011111111121212121313131313131414141414141414151515151515161617171717171818181819202121222222232323232425252525252525252526Typ. head, jamb and sill details @ windowsper details , & with siding-A--A--A-29292929-A-2828272727272730Glass entry door per developer302726262626262626262626262631Exterior metal guardrail/handrail4.58'PROPSB5.07'PROPSB3.57'4.58'PROPSB5.07'PROPSB3.57'4.58'PROPSB5.07'PROPSB4.58'PROPSB5.07'PROPSB32Outline of 42" tall guardrail on top ofretaining wall33Outline of 6'-0" max. tall retaining wall34Outline of neighbor's grade3422346'MAX WALL6'MAX WALL 3232333342"
GUARDRAIL
CP5
=
1
4
5
.
3
6
MAX
.ACT
=
1
4
3
.
9
2
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A71/4" = 1'-0"LEFT SIDE WEST ELEVATION (UNIT #1)1/4" = 1'-0"RIGHT SIDE EAST ELEVATION (UNIT #2)1/4" = 1'-0"RIGHT SIDE EAST ELEVATION (UNIT #1)1/4" = 1'-0"LEFT SIDE WEST ELEVATION (UNIT #2)PLPL9'-0"3'-6"9'-0"8'-1"
11'-0"9'-0"8'-1"PLPL116.04 - PCCP1 =
144
.54
MAX
.ACT =
143
.92CP3 = 145.03 MAX.ACT = 144.5CP2 =
146
.27
MAX
.ACT =
144
.5117.24 - PC118.90 - PCCP2 = 146.27 MAX.ACT = 144.511112222333334445566677999111111111212131313141414141515151515151515161616161717171717181818182022222222232323232425252528283027272626262626262626262631ELEVATION NOTES CAN BEFOUND ON SHEET A6ELEVATION NOTES CAN BEFOUND ON SHEET A616.08'PROPOSED SB16.08'PROPOSED SB13.58'6.58'PROPOSED SB3.75'PROPSB3.08'13.58'6.58'PROPOSED SB3.75'PROPSB3.08'6'
MAX WALL
6'
MAX WALL 3232323333333342"WALL
3434342242"
GUARDRAIL CP4 = 145.57 MAX.ACT = 145.25CP5 =
145
.36
MAX
.ACT =
143
.92
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A8SECTION1/4" = 1'-0"ALAUNDRYMUDROOMLOWERHALLPLLAUNDRYLOWER HALLPLMASTER BATHMASTER CLOSETHALLENTRYMASTER BATHMASTERBATHMASTER CLOSETENTRYSTAIRSSTAIRSSTAIRSSTAIRSGREAT ROOMROOFDECKSTAIRSROOFDECKSTAIRSGREAT ROOMDECK11'-0"8'-1"9'-0"
11'-0"8'-1"9'-0"BEDROOM #4PLBEDROOM #42 CAR GARAGEPLMASTER BEDROOMMASTER BEDROOMBEDROOM #2DINING AREAROOFDECKROOFDECKDINING AREASUN DECK2 CAR GARAGEDRIVEWAYBEDROOM #2BATH #2BATH #3BATH #3BATH #2KITCHENSUN DECKKITCHENCOVERED DECK11'-0"8'-1"9'-0"
11'-0"8'-1"9'-0"
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A9BEDROOM #4BATH #4LAUNDRYPLPLMASTER BEDROOMMASTER BATHGREAT ROOMSUN DECK11'-0"8'-1"9'-0"SECTION1/4" = 1'-0"CPLPL2 CAR GARAGEENTRYBATH #2BEDROOM #3KITCHENPANTRYROOF DECKSTAIRSSTAIRSROOFDECK9'-0"VARIES 9'-0"
8'-10"9'-0"7'-6"
3'-6"SECTION1/4" = 1'-0"DPLPL2 CAR GARAGEBATH #2BEDROOM #3KITCHENPOWDERROOMROOF DECKSTAIRSSTAIRSROOFDECK9'-0"VARIES 9'-0"3'-6"SECTION1/4" = 1'-0"ESTAIRSSTAIRSSTAIRSBEDROOM #4BATH #4LAUNDRYPLPLMASTER BEDROOMMASTER BATHGREAT ROOMCOVERED DECK11'-0"8'-1"9'-0"SECTION1/4" = 1'-0"CMASTERBATH
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801A10ROOF PLAN1/8" = 1'-0"Roof Pitch = See PlansSkylights to be "Bristol Fiberlite" ER-2469 or approved equal by the Architect and Building Department. Provide flat anodized skylights.All fireplaces to be provided with approved spark arrestor.Built-up roofing - 2 layers 15# felt with 90# cap sheet. Maximum slope 14:12 nail base sheet per CBC. Hot mop in between layers, 14" per foot slope1.2.3.4.ROOF PLAN NOTESNORTHRIDGEHIPHI
P
VALLEYHIP12:12
12:1212:1212:12
12:1212:12
1
2:1212:12ROOF DECK(436 SQ. FT.)SUN DECKDnHIPDn1
2:1212:12RIDGERIDGEHIPHIPVALLEYSUN DECKROOF DECK(436 SQ. FT.)12:12
12:12
12:12
12:12HIP HIP12:1212:12CRICKET12:12 RIDGECRICKET118.90 - PC11
7
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2
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C113.95 - PC11
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135'41.99'135'41.99'36'36'19.74'7.17'1'CP1 = 144.54 MAX.ACT = 143.92C
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CP2 = 146.27 MAX.ACT = 144.53.5'23.83'16.58'3.42'3.5'23.83'16.58'117.83 - EG11
7
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7
9
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G
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550.75'4.42'37.57'
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G 50.75'118.28 - EG4.07'.83'2.75'1'3.42'.83'3.42'.83'16.58'1'4.07'1'15TH STREET3'REQ'DSB4.2'
REQ'D
SB
4.2'
REQ'D
SB
16'PREVAILING SB4.2'
REQ'D
SB
4.2'
REQ'D
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5'REQ'DSB3.57'
3.57'CP5 = 145.36 MAX.ACT = 143.9210.67'4.33'11
4
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G 4.33'11
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G
1622OFREVISIONREVISEDPRINTEDOWNER: BEACH CITY CAPITAL FUND, L.L.C. JOB ADDRESS: 937 15TH STREET, HERMOSA BEACH
119 W. TORRANCE BLVD.,
REDONDO BEACH, CALIFORNIA 90277
PHONE:
FAX:
SUITE 24
(310) 372-5580
(310) 318-5801TS15TH STREETSHEET 1 OF 1 SHEETSCALE: 1" = 8'LEGAL DESCRIPTIONJOB ADDRESSSUBDIVIDER08-23-16ENGINEERDENN ENGINEERSDATEGARY J. ROEHL R.C.E. 308263914 DEL AMO BLVD., STE. 921TORRANCE, CA 90503310-542-9433IN THE CITY OF NAME IF CITYCOUNTY OF LOS ANGELESSTATE OF CALIFORNIAFOR CONDOMINIUM PURPOSESVESTING TENTATIVEEXISTING BUILDINGCONCRETEBRICKWOOD DECK106.76EXISTING ELEVATIONBLOCK WALLLEGEND100EXISTING CONTOURFINISH FLOORGARAGE FINISH FLOORLEAD AND TAGTOP OF CURBFLOW LINETOP OF WALLTOP OF DVWY APRONBEGINNING OF CURB RETSPIKEFOUNDWESTERLYPROPERTY CORNERFFGFFL&TTCFLTWTXBCRSPKFDW'LYPCXEXISTING FENCENORTHERLYN'LYSPIKE AND WASHERS&WPOWER POLEPPGUY WIREGWSTKSTAKEPROPERTY LINEPL, P/LE'LYEASTERLYMHMANHOLESOUTHERLYS'LYWATER METERWMBOUNDARY MONUMENTS ARE NOT NECESSARILYSET ON PROPERTY CORNERS. PLEASE REFER TOTHE NOTATION ON THE PLANS FOR OFFSETDISTANCES. 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.NOTE: ALL SETBACK DIMENSIONS SHOWNARE MEASURED TO EXTERIOR SURFACE OFBUILDINGS UNLESS OTHERWISE NOTED.PARCEL MAP NO.74515BEACH CITY CAPITAL FUND, LLC520 AVENUE G, #8REDONDO BEACH, CA 90277LOT 13, HEFFNER FIORINI ALLEN TRACTM.B. 9-106APN 4185-007-023937 15TH STREETHERMOSA BEACH, CA 90254LENALIAORN INEERLGOFESSPROJ.RIOREDLNo. 30826CEOIVIIF STTREGISAGTAERY NHEFCA16-324
NOTES1. ALL EXISTING STRUCTURES TO BE REMOVED UNLESS OTHERWISE NOTED.2. ALL UTILITIES ARE LOCATED IN ADJACENT STREETS.3. THIS IS A 2 UNIT CONDOMINIUM PROJECT.4. WATER SUPPLY IS PROVIDED BY CALIFORNIA WATER COMPANY.5. SANITARY SEWER DISPOSAL IS TOAN8" VCP PUBLIC LINE. THE 8" VCP IS LOCATED IN 15TH STREET; APPROXIMATE DEPTH = 4'.6. SEE SOILS REPORT FOR POTENTIAL FILL ON THIS SITE.7. SITE DRAINAGE IS SURFACE FLOW WITH DISCHARGE TO ADJACENT STREETS.*HEFFNER FIORINI ALLEN TRACTM.B. 9-106EB SMITHS RE-PLATM.B. 9-724
250 251
599N 13°25'46"W135.00'N 76°34'00"E 689.83'
TO C/L OF PACIFIC COAST HIGHWAY
ESTAB PER TIES TO FOUND PK SPK
@ OCEAN AVENUE25.15'50.30'400
112.20 TP NAIL407CNAIL 113.57410L&T 8710113.83437C
C 113.13438C
C 112.77439TX
112.48 TX440WM112.10FL
111.49 FLFL112.15 FL443111.58444FL113.44 FL445TX1
1
3
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7
6
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P
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N 113.72447C
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113.83448TX 1
1
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9
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113.89 BX450
BX
114.89 BX451TX
1
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4
9
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453FL115.14 FL454115.46455
FL 114.70 FL115.89 EG115.89 FLEBOX117.25WM116.84SIGN
117.68 TX117.16 FL117.50116.92 EG117.97 EG118.74118.27 FL118.76 TX118.80470HS118.98471HS117.24 PC473113.95 PC475HS114.08476 2 EMS114.14477FC
114.29478EC
114.52479HS114.51480HS 114.71481HS114.73482HS483N&T 121.32CC114.74485116.04 PC486TW121.97 TW487PPT 136.89 PPT491
RI
D
G
E 137.71 RIDGE492RIDGE139.32 RIDGE493TP 114.49511RIDGE 137.48 RIDGE568 RIDGE13
8
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EEXISTING RESIDENCEOVER GARAGEEXISTING TWO STORY RESIDENCE25.15'25.15'BRICK
CONC. SIDEWALK CONC. SIDEWALK
DRIVEWAY
CONC 1AREA = 5,669 S.F.FOUND L&T RCE 8710
3.96' S'LY OF CORNER
ON PROP. LINE PROD.
TAG ELEV.=113.83
FOUND N&T, ILLEGIBLEIN S'LY FACE OF WALL0.19' N'LY & 0.08' W'LYOF PROP. CORNERTAG ELEV.=121.32 THE W'LY LINE LOT 14**THE S'LY LINE LOT 29 ****APN 4185-007-014134.09 RIDGE APN 4185-007-015138.78 RIDGE114.83115.89115.68114.82115.66115.32114.37EXISTING RESIDENCEN 13°25'49"W135.00N 76°34'00"E 41.99
N 76°34'00"E 41.99 116.33115.97115.8418"PINE 117.40119.03 TW118.45114.39117.36116.81118.70118.90 PC116.00 GFFCONC 119.02EXISTING RESIDENCEFOUND L&T RCE 8710
3.96' S'LY OF CORNER
ON PROP. LINE PROD.
TAG ELEV.=113.83
60025.15'103.9841.99543.86
THE E'LY LINE LOT 12 *FOUND L&T, ILLEGIBLEIN W'LY FACE OF WALL0.80' W'LY OF CORNERON N'LY PROP. LINE
1
October 26, 2016
Honorable Chairman and Members of the Regular Meeting of
Hermosa Beach Planning Commission November 15, 2016
SUBJECT: TEXT AMENDMENT 16-7
LOCATION: COMMERCIAL ZONING DISTRICTS WITHIN THE COASTAL ZONE
APPLICANT: CITY OF HERMOSA BEACH
REQUEST: TEXT AMENDMENT TO THE MUNICIPAL CODE, TITLE 17, TO REGULATE SHORT
TERM RENTALS IN EXISTING NONCONFORMING RESIDENTIAL UNITS
LOCATED IN COMMERCIAL ZONING DISTRICTS
Recommendation:
Adopt the attached resolution recommending the City Council adopt a text amendment to regulate short term
rentals in existing nonconforming residential units located in commercial zoning districts, and determine the
project is not subject to the California Environmental Quality Act.
Background:
In March 2016, the Planning Commission directed staff to:
1. Report back in April with an ordinance expressly prohibiting STVRs in residential zoning districts; and
2. Investigate the feasibility of allowing STVRs in the existing stock of nonconforming residential uses
located within commercial zones and report back at some future time.
On May 10, 2016, City Council introduced and subsequently adopted Ordinance 16-1365, the “STVR
Ordinance,” which clarified existing regulations that prohibit renting homes in residential zoning districts for
less than 30 consecutive days (STVRs), including prohibition of the advertising, offering and occupying of the
short term rentals. http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4152
Council also directed staff to develop an effective and proactive enforcement program to fully inform property
owners and renters of the City’s new program and its consequences, to establish administrative fines
commensurate with the offense, and to prosecute violations of the ordinance after sufficient warning, and the
proposed program is included on the Council’s June 14th agenda:
https://docs.google.com/gview?url=http%3A%2F%2Fhermosabeach.legistar1.com%2Fhermosabeach%2Fmeeti
ngs%2F2016%2F6%2F1001_A_City_Council_16-06-14_Special_Meeting_Agenda.pdf&embedded=true
In March, staff provided the Planning Commission with a list of the City’s nonconforming residential units
located in commercial zoning districts as a potential location where STVRs could be permitted. The list was
based on a windshield survey showing an estimated 47 properties with approximately 75 residential units. Two
Planning Commissioners voluntarily conducted further research and identified additional addresses with
nonconforming residential units in commercial zones. The approximate total number of properties (per
information updated on 10/26/16) is 55 with approximately 168 residential units. Information was provided
which included additional data, such as total number of residential units at each address and observations
regarding how much parking, if any, is provided on site. Links to the staff report and the video of the March
2016 Planning Commission meeting are provided here:
http://hermosabeach.granicus.com/GeneratedAgendaViewer.php?view_id=6&clip_id=4095
http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4095
2
The reason so many of these uses exist in the commercial zones is because prior to approximately 1980, the
City allowed residential uses in commercial zones (under the prevailing practice at the time that any use of
lower intensity than the primary permitted use was still allowed). Now, residential uses have been largely
precluded in commercial zones with the exception of the allowance for mixed use projects in the C-1 zone.
Therefore, as borne out by the survey, many nonconforming residential buildings are fairly old, and also may
have a lot of deferred maintenance. Currently upgrades and limited alterations are allowed to these
nonconforming residential units, so a few have been modernized and upgraded in recent years.
In June 2016, the Planning Commission considered the feasibility of allowing and regulating STVRs for
existing nonconforming residential units located within commercial districts. Although the Commission has
already indicated its preference to remove from the draft General Plan a proposed policy to provide for the
regulation and collection of Transient Occupancy Tax (TOT) from STVRs, the Commission recognized that a
program that allows existing nonconforming residential housing stock located in commercial zones to be used
as STVRs may provide additional vacation housing above and beyond what is provided by the hotels, motels
and hostel in the city. Specifically, such a program could keep the high turnover and higher intensity STVRs to
the zones where the impacts from the use are better tolerated, and where other short term accommodations, such
as hotels and motels, are permitted. At its June 2016 meeting, the Commission provided feedback and ideas
regarding possible issues and criteria for staff to explore further. Links to the staff report and the video of the
June 2016 Planning Commission meeting are provided here:
http://hermosabeach.granicus.com/GeneratedAgendaViewer.php?view_id=6&clip_id=4196
http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4196
At its September 2016 meeting, staff presented the Planning Commission with research and analysis on how
these issues and criteria are currently being addressed in several other California jurisdictions. The Commission
reviewed each criterion and provided specific feedback to staff for reference in drafting ordinance language.
Links to the staff report and the video of the June 2016 Planning Commission meeting are provided here:
http://hermosabeach.granicus.com/GeneratedAgendaViewer.php?view_id=6&clip_id=4267
http://hermosabeach.granicus.com/MediaPlayer.php?view_id=6&clip_id=4267
Based on feedback from the Planning Commission and additional staff research, the following enumerated list
outlines the draft ordinance criteria, with additional analysis, where needed, provided in bullet points.
1. Establishment of a pilot program to define, allow and regulate STVRs, which will automatically conclude
24 months following Council adoption, unless the Council takes action to either extend it or terminate it
earlier.
This provision is modeled after the ordinance adopted by the City of Petaluma, which initiated its STVR
regulations in January 2016 as a pilot program that sunsets unless extended by the City Council. The
program can be rescinded by the Council at an earlier date if it is determined to be the cause of adverse
impacts.
2. In existing nonconforming residential units located in C-1, C-2, C-3 and SPA-11 zoning district properties
that are located within the Coastal Zone boundary, allow and regulate STVRs subject to the granting of an
Administrative Permit, and subject to permit requirements specific to STVRs.
The list of nonconforming residential units existing at the time of ordinance adoption will be
maintained by the Community Development Department.
The Administrative Permit will be valid for one calendar year from date of issuance and must be
renewed annually.
3
In Hermosa Beach, approximately 102 of the 168 properties containing existing nonconforming
residential units in commercial zones are located within the Coastal Zone.
Rather than requiring a discretionary permit from the Planning Commission or City Council, the
Planning Commission preferred that permits be granted administratively in compliance with specific
criteria designed to limit impacts. A fee that covers staff costs will be recommended.
3. Prior to granting an Administrative Permit for an STVR and prior to annual renewal of said Permit, the
Building Official will inspect the premises to ensure compliance with all applicable building and safety
codes. Prior to annual renewal of said Permit, the Building Official will inspect the premises to ensure
compliance with all Building and Safety codes as well as compliance with regulations regarding short term
rentals. An inspection fee will be charged for each inspection.
Several cities surveyed require initial inspections to verify the building meets safety codes, and annual
inspections to ensure compliance with applicable regulations. A fee that covers staff costs will be
recommended.
4. Prior to granting an Administrative Permit for an STVR, the owner/operator must obtain from the
Community Development Department approval of a Management and Operations Plan which establishes:
a. The owner or owner’s authorized agent shall use reasonably prudent business practices to ensure that
the short term rental unit is used in a manner that complies with all applicable laws, rules and
regulations.
b. An identification plaque posted at all times the unit is used as a short term rental, within plain view
of and legible to the general public, not exceeding six square feet in size, and containing 24-hour
contact information, address of premises and permit number.
Approximately half of the cities surveyed require an identification plaque on the premises. It
is recommended that 24-hour contact information also be required on the plaque.
c. The name, address and telephone number of a local contact person who shall be available 24 hours
per day, seven days per week for the purpose of responding within 45 minutes to complaints
regarding the condition, operations, or conduct of occupants of the short term rental or their guests.
The Commission discussed allowing STVR only when the property owner or long term
tenant is actually on the premises (called a home share), as is done in Santa Monica and
Healdsberg, but ultimately was comfortable with requiring a local contact person available
24/7 who can respond to complaints within 45 minutes.
d. The owner or the owner’s authorized agent, shall, upon notification that any occupant or guest of the
short term rental unit has created unreasonable noise or disturbances, engaged in disorderly conduct,
or committed violations of any applicable, law, rule or regulation pertaining to the use and
occupancy of the short term rental unit, respond in a timely and appropriate manner to immediately
halt or prevent a recurrence of such conduct. Failure of the owner or the owner’s authorized agent to
respond to such calls or complaints regarding the condition, operation, or conduct of the occupants
and/or guests of the short term rental unit in a timely and appropriate manner shall subject the owner
to all administrative, legal and equitable remedies available to the City.
How disturbances/violations are handled by the owner/agent will also be taken into
consideration by City staff during the annual renewal process.
e. The owner and/or the owner’s authorized agent shall use reasonably prudent business practices to
ensure that the occupants and/or guests of the short term rental unit do not create unreasonable noise
or disturbances, engage in disorderly conduct, or violate any applicable law, rule or regulation
pertaining to the use and occupancy of the short term rental unit.
The effectiveness of business practices used by the owner/agent to avoid problems will also
be taken into consideration by City staff during the annual renewal process.
4
f. The owner and/or the owner’s authorized agent shall use reasonably prudent business practices to
ensure that the short term rental unit is used for overnight accommodations purposes only.
Although the unit can be rented out long term as well as short term, the business license will
limit the commercial activity to short term rental use, i.e., no restaurant use, party venue use,
etc.
g. Prior to occupancy of a short term rental unit, the owner or the owner’s authorized agent shall:
i. Obtain the contact information of the renter.
ii. Provide a copy of the City’s “Good Neighbor” brochure containing these requirements to
the renter.
While most of the cities surveyed do not require neighbor notification of a pending
application, the City of Carlsbad requires a “Good Neighbor” brochure be provided to
each renter, which provides information on noise limitations, trash disposal and
parking. City of Hermosa Beach staff will develop a similar brochure.
iii. Require the renter to execute a formal acknowledgement that he or she is legally
responsible for compliance by all occupants of the short term rental unit and their guests
with all applicable laws, rules and regulations pertaining to the use and occupancy of the
short term rental unit.
This will put guests on notice that they are also subject to the City’s requirements
and penalties, and should help curtail those with intentions other than the use
allowed by law.
iv. The information required in Paragraphs i and iii of this subsection shall be maintained by
the owner or the owner’s authorized agent for a period of three years and be made
available upon request to any officer of the City responsible for the enforcement of any
provision of the municipal code or any other applicable law, rule or regulation pertaining
to the sue and occupancy of the short term rental unit.
h. Trash and refuse shall not be left stored within public view, except in proper containers for the
purpose of collection by the City’s authorized waste hauler on scheduled trash collection days.
Appropriate trash/refuse disposal is a typical problem associated with this use, and the intent
of this requirement is to ensure trash is kept in the proper containers and only put out on trash
collection days.
i. On-site parking shall be allowed on approved driveway, garage and/or carport areas only. Parking of
oversized vehicles must comply with the provisions of Section 10.32.
j. Approved on-site parking space(s) shall be kept free and clear to accommodate vehicular parking for
renters/guests during all times the unit is in use as a short term rental.
The intent here is to avoid the tendency of owners/agents to use garages containing guest-
required parking for secure storage of personal property while the unit is being rented.
k. The number of adult occupants allowed to occupy any given short term rental unit shall be limited to
two per bedroom/sleeping area.
The Commission discussed the need to limit the amount of guests allowed to occupy the unit
in order to prevent creation of a party venue, but also wanted to ensure families can be
accommodated. Several of the cities surveyed impose similar restrictions.
l. The Community Development Director, or designee, shall have the authority to impose additional
conditions on the use of any given short term rental to ensure that any potential secondary effects
unique to the subject short term rental unit are avoided or adequately mitigated.
This language allows staff to impose conditions to address unique circumstances that a
property may have which is not covered by the restrictions already contained in the
ordinance.
Attachment 4
CRITERIA Municipal Code Section #1
Minimum basic attributes to quality for STVR (kitchen, shower, bathroom,
sleeping room)? Most cities don't specify, but rationale for specifying particular
amenities in our definition of STVR is to ensure coastal access for families, rather
than just offering a coach, which is a home share. Suggest at least 1 designated
sleeping area, kitchen & restroom.
#2
Minimum or maximum length of stay (i.e., for
no less than 3 days at a time)? Most cities don't
restrict # days; hard to enforce; recommend not
placing a minimum or maximum, especially if
intent is to allow longer term stays as well.
#3
Limiting maximum number of guests allowed per unit, per bedroom, or
related to floor area? Most allow 2/bedroom max. Recommend defer
to max occupancy allowed by building code, similar to that required
for hotel rooms..Regardless, this one is hard to enforce.
Anaheim Chapter 4.05 Short-Term Rentals Short -term rental” shall mean the rental to a person or group of persons of a short
-term rental unit leased or owned by an owner for occupancy, for dwelling, lodging
or sleeping purposes / A "Dwelling" can be considered a STR which must have its
own complete independent living accommodations and facilities for one or more
persons, including permanent provisions for living, sleeping,
eating, cooking and sanitation
Minimum stay of three (3) consecutive nights
(4.05.100-.0111)
(4.05.100-.0112) - Maximum number of overnight occupants to
not exceed two (2) persons within each short-term rental unit
-An amount that will not exceed three (3) persons per bedroom within
each short-term rental unit.
Carlsbad Chapter 5.60 SHORT-TERM VACATION
RENTALS
“Short-term vacation rental” is defined as the rental of any legally permitted
dwelling unit as that term is defined in Chapter 21.04, Section 21.04.120 of this
code, or any portion of any legally permitted dwelling unit for occupancy for
dwelling, lodging or sleeping purposes for a period of less than 30 consecutive
calendar days.
A short-term vacation rental refers to the rental
of part or all of any legally permitted dwelling
unit for fewer than 30 consecutive days.
The number of occupants allowed to occupy any given short-term
vacation rental unit shall be limited to two people per bedroom or studio
plus one person per unit.
Dana Point Chapter 5.38 SHORT-TERM RENTAL
PERMITS
http://www.danapoint.org/departmen
t/community-
development/planning/planning-
documents/municipal-code
“Dwelling Unit” means a building or portion thereof which is actually used, or
which is designed or intended to be used, for residential purposes
(11) The owner shall require all occupants to
agree to a minimum stay of two (2) consecutive
nights.
(12) The maximum overnight occupancy of the short term rental shall be
limited to two (2) persons per bedroom plus two (2) additional persons
within the short-term rental. The Director of Community Development
may, when unusual size, interior layout, parking or other physical
characteristics are shown, approve a greater maximum number of
overnight occupants as part of a permit application or renewal.
Healdsburg 20.20.060 Residential visitor lodging
operations
Each operation shall comply with the provisions of Chapter 8 of the Healdsburg
Municipal Code as well as all state and county laws governing food-handling
establishments. Meals, in the form of breakfast and an afternoon snack, may be
served to guests only in connection with their lodging.
The period for consecutive overnight lodging for
guests may not exceed 30 days.
Not explicitly stated
Imperial Beach 19.04.692. Short-term rental.19.04.315. Dwelling unit. “Dwelling unit” means one or more habitable rooms
which are occupied or which are intended or designed to be occupied by one
family with facilities for living, sleeping, sanitation, cooking and eating. 19.04.692.
Short-term rental.“Short-term rental” means the renting, leasing or letting of
residential property for transient lodging, where the term of occupancy, possession
or tenancy is less than thirty consecutive calendar days.
Possession or tenancy is less than thirty (30)
consecutive calendar days
The owner or agent shall limit overnight occupancy of the short term
rental unit to a specific number of occupants, with the number of
occupants not to exceed that permitted by the provisions of Uniform
Housing Code as adopted by Chapter 15.24 of the IBMC (one person per
200 square feet, plus one person).
Malibu 17.02.060 Definitions. (Dwelling Unit)“Dwelling unit” means one or more rooms in a building or portion thereof
designed, intended to be used or used for occupancy by one family for living and
sleeping quarters and containing only one kitchen. “Dwelling unit” also includes:
1. One or more habitable rooms within a mobilehome which are designed to be
occupied by one family with facilities for living, sleeping, cooking, eating and
sanitation; and 2. Any room used for sleeping accommodations which contains a
bar sink and/or gas, electrical or water outlets designed, used intended to be used
for cooking facilities except a guest room or guest suite in a hotel.
(NO Minimum)
all homes, condominiums, or other structures
that will be rented or leased for a period of 30
days or less must register with the City of Malibu
and will be subject to a transient occupancy tax
(TOT)
The minimum floor area of a residential unit shall be as follows:
1. For a single-family residence, not less than 800 square feet, exclusive
of any appurtenant structures.
2. For each multi-family dwelling unit, not less than 750 square feet,
exclusive of any appurtenant structures
Napa 17.52.515 Vacation rental permits “Vacation rental” means any transient occupancy use for which the city has issued
a vacation rental permit pursuant to this section. The term “vacation rental” shall
be used to include all vacation rental businesses operating pursuant to a 2009
permit, all hosted accommodation vacation rentals, and all non-hosted
accommodation vacation rentals.
“Vacation rental unit” means the structure in
which the vacation rental use is permitted to
operate, pursuant to a permit issued in
accordance with this section.
The permittee shall limit overnight occupancy of the vacation rental to
the specific number of renters designated in the permit, with the
number of renters not to exceed two persons per bedroom meeting
building and fire code requirements, plus two additional persons per
vacation rental unit. Each bedroom that is a part of the vacation rental
use shall have an emergency escape or rescue exit and shall comply with
all applicable provisions and requirements of Title 15 of this code. In no
case may more than 10 persons be allowed to sleep at the vacation
rental unit.
Newport Beach Chapter 5.95 SHORT TERM LODGING
PERMIT
“Lodging unit” or “unit” shall mean “dwelling unit” as that term is defined in
Title 20 of this Code where the dwelling unit or residence, including the bedroom,
kitchen and bath, is rented or leased to a person or group of persons living as a
single housekeeping unit.
“Short term” shall mean occupancy of a lodging
unit for a period of thirty (30) consecutive
calendar days or less.
Max. Occupancy: 2 adults (18 yrs or older) per bedroom
Petaluma (Not directly in MC) Short Term
Vacation Rental Program (Provided on
city website)
"Dwelling unit" shall mean a room or group of internally connected rooms that
have sleeping, cooking, eating, and sanitation facilities.
The maximum length of stay is 29 days.The number of guests in a short term vacation rental is limited to 2
guests per bedroom plus an additional 2 overnight guests.
San Francisco Sec. 41A.7. Office of Short-Term
Residential Rental Administration and
Enforcement.
Your residential unit must not have any outstanding Planning, Building, Housing,
Fire, Health, Police, or other applicable City code violations.
With a valid Short-Term Residential Rental
Registration you may rent your primary
residential unit for periods of less than 30 nights
without violating the requirements of the City’s
Residential Unit Conversion and Demolition
Ordinance (Administrative Code Chapter 41A) or
the Planning Code.
Two persons in a studio unit, three persons in a one-bedroom unit, four
persons in a two-bedroom unit, six persons in a three-bedroom unit, or
eight persons in a four-bedroom unit
Santa Monica Chapter 6.20 HOME-SHARING AND
VACATION RENTALS
In the Business License Home-Sharing Application, all rooms used in the Dwelling
Unit must be listed in the application. (Ex: # of bedrooms, offices, living room, etc.)
Vacation Rental. A property with a dwelling unit
or guest house intended for permanent
occupancy that is available for rent or hire for any
person other than the primary owner for
transient use for 30 days or less or is otherwise
occupied or utilized on a transient basis for 30
days or less.
A Home-Sharing applicant must provide the following as part of his/her
applicationA list of each bedroom, office, den, living room, etc., in the
dwelling unit.
The list shall include for each room:
i )Whether or not the room will be rented
ii )The maximum number of overnight guests that will be allowed
Attachment 4
#4
Limiting number of days per year? Researched #
days/person. Most don't limit a unit rental to a max# days.
Recommend no restriction, ok if it's everyday.
#5
Allowing only when the property owner or long-term tenant
resides on the premises? Only Santa Monica & Healdsberg
require this, but they allow STVR in residential districts. Consider
requiring 24-hour availability for response to complaints.
#6
Require 24/7 response or on-site mgr? Anaheim, Carlsbad require 24-
hr emer. contract that can respond to premises within 45 minutes, and
recommend following that model. Consider requiring contact info be
easily available, i.e., City website, posted on premises where visible to
public, provided to neighbors.
#7
Amount of parking? Variation in
requirements among cities surveyed.
Consider not requiring additional
parking over existing, as many visitors
don't have a car, and HB is ped-oriented
so visitors don't need car
(4.05.030) Leased or owned by an owner for occupancy, for
dwelling, lodging or sleeping purposes for a period of less than
thirty (30) consecutive calendar days in a zoning district where
residential uses are allowed.
At the February 23 STR City Council Workshop, staff proposed that
the City establish a new type of permit to allow home sharing STRs
in residential zones. This model is one where the legal owner of the
property resides in the home as his/her primary residence and rents
or “shares” a portion of the home with guests for periods of less
than 30 days. This type of permit is commonly referred to as an
“owner–occupied” or “hosted” STR.
4.05.100 (.0104) The owner shall provide a twenty-four (24) hour
emergency contact that will be available to respond to issues at the
short-term rental property within forty-five (45) minutes to complaints
regarding the condition, operation or conduct of occupants of a short-
term rental unit.
Minimum of two (2) off-street parking
spaces (4.05.100-.0105)
Not limited as long as each renter stays less than 30
consecutive days
Can I rent a portion of my home as a short-term vacation rental?
Yes, if it is in the coastal zone.
While a short-term vacation rental unit is rented, a local contact person
shall be available 24 hours per day, seven days per week for the purpose
of responding within 45 minutes to complaints regarding the condition,
operation, or conduct of occupants of the short-term vacation rental
unit or their guests.
On-site parking shall be allowed on
approved driveway, garage, and/or
carport areas only.
Each transient renter staying 30 days or less is subject to pay a
Transient Occupancy Tax (TOT) of 10% of the rent payment.
Home-sharing not explicitly mentioned 24 hour property and emergency contact information must be included
in lease agreement
The maximum number of vehicles oer
short term rental property shall be
limited to (1) vehicle per one bedroom
unit or (2) vehicles oer two bedroom unit
AND at least 2 off-street parking spaces
are required
30 days or less for each renter The owner or manager of a residential visitor lodging operation
shall live on the premises of or on the property immediately
adjacent to the operation.
Not explicitly stated however, The owner or manager of a residential
visitor lodging operation shall live on the premises of or on the property
immediately adjacent to the operation.
On-site parking shall be provided at 1
space for each guest room or for 2 beds,
whichever is greater, plus 1 space for
each 2 employees or owner/occupants.
possession or tenancy is less than thirty (30) consecutive
calendar days
No, The owner or agent shall ensure that a representative is
available by telephone through a local or
toll free number on a 24-hour basis to respond to calls regarding
the condition and/or operation
of the short-term rental unit.
The owner or agent shall ensure that a representative is available by
telephone through a local or toll free number on a 24-hour basis to
respond to calls regarding the condition and/or operation of the short-
term rental unit.
C/MU-1 and C/MU-3: 1 space per 500
gross SF of commercial. C/MU-2: 1 space
per 1000 gross SF of commercial.
Additionally, it authorizes the City to collect TOT when a hotel,
motel or residential home is occupied for 30 consecutive
calendar days or less.
Nothing stated that prohibits home-sharing Staff recommends approving Amendment No. I to the Professional
Services Agreement with SWS to provide on-call monitoring services of
short-term rentals. SWS already provides film permitting services for the
City. Because SWS is already providing these services to the City, they
are able to be on call on a 24-hour basis and respond to complaints
regarding noise, parking or other issues.
A minimum of two spaces shall be
provided for any use or development
regardless of the size or scope of the use
or development. Single-
family units: For each two enclosed and
two unenclosed spaces.
Other than, "Vacation rentals are residential dwellings that
allow for the lodging of guests for periods of fewer than 31
days, " Napa limits the amount of permits per year. The
number of vacation rental permits issued pursuant to this
section shall not exceed 41 non-hosted accommodations and
60 hosted accommodations
The Ordinance permits two types of Vacation Rentals - Non-Hosted
(Whole House) and Hosted Accommodations.
For each vacation rental use: (a) The owner (for a hosted
accommodation) and the authorized agent (for a non-hosted
accommodation) must be available by telephone at all times when the
vacation rental is rented, 24 hours per day. (b) The owner (for a hosted
accommodation) and the authorized agent (for a non-hosted
accommodation) must be on the premises of the vacation rental unit
within one hour of being notified (by a renter, or by the Director or
Enforcement Officer) that there is a need for the owner (for a hosted
accommodation) or the authorized agent (for a non-hosted
accommodation) to address an issue of permit compliance or the
health, safety, or welfare of the public or the renter.
The permittee shall limit the number of
vehicles of overnight renters to the
maximum number of overnight renters
designated in the permit, and shall
require overnight renters to utilize
designated on-site parking spaces to the
maximum extent possible.
“Short term” shall mean occupancy of a lodging unit for a
period of thirty (30) consecutive calendar days or less.
According to Staff Meeting: “Homesharing” is already permitted,
but a definition is needed.
Name of local contact person on a 24 hour basis. Local contact must be
within 10 miles of the unit
For Single-Dwelling Units: 2 per unit in a
garage
The City of Petaluma’s short term vacation rental program--
which allows residential property to be rented for short term
stays of less than 30 days
Non-hosted units are when you do not live in, or on, the same
property as the dwelling unit. Non Hosted units are limited to a
total of 90 days of rental per calendar year. Hosted units are when
you rent out rooms within the home you live in. Our permit will be
issued as one or the other, so you will need to choose before you
request your permit.
Manager must be available at all times and respond to inquiries or
complaints within 1 hour.
Existing residential parking requirements
(3 onsite parking
spaces) must be provided on-site for the
residential unit that is hosting the short
term vacation
rental.
This includes renting a portion or your entire unit while you
are also present for an unlimited number of nights per year
and renting a portion or your entire unit while you
are not present for a maximum of 90 nights per year.
You may rent the residential unit (in all or a portion) while you are
not present for a maximum of 90 nights per calendar year./ You
may rent a portion of the residential unit while you are present for
an unlimited number of nights per year.
The Department shall designate a contact person for members of the
public who wish to file Complaints under this Chapter 41A or who
otherwise seek information regarding this Chapter or Short-Term
Residential Rentals. This contact person shall also provide information
to the public upon request regarding quality of life issues, including, for
example, noise violations, vandalism, or illegal dumping, and shall direct
the member of the public and/or forward any such Complaints to the
appropriate City department.
One for each dwelling unit.
No maximum amount of days for operating a home-share Santa Monica’s "Home-Sharing Ordinance" reinforces the City’s
long-standing ban on vacation rentals, but still allows eligible
residents (owners and tenants) to continue to earn income through
their legal “home-share” business by registering with the City’s
business license unit.
A Home-Sharing applicant must provide the following as part of his/her
application: Contact information for each person that will be hosting
(e.g. email, cell
phone).
Single Unit Dwelling: 2 spaces per
dwelling unit/ Second Dwelling Unit: 1
space per dwelling unit/ Duplex, Multiple-
Unit Dwelling: Guest = 1 space per 5 units
Studio, no bedrooms = 1 space per unit
1 bedroom = 1.5 space per unit
2 or more bedrooms = 2 spaces per unit
Attachment 4
#8
Requiring advertising to identify amount of parking provided?
Recommend requiring this in ad so people know what to
expect.
#9
Require identification plaque in window. Half cities require; recommend
requiring so it's within plain view of & legible to general public, not
exceeding 6 sf, containing emerg. Contact info & address & permit
number
#10
Is nonconforming residential
status is retained? No other
cities address this. Recommend
allowing so unit can be rented
longer term as well or serve as
primary residence.
#11
Providing mechanism for administrative approval (yearly
inspections, fees, annual renewal requirements, etc.)?
Recommend administrative approval in all commercial
districts,
Each lease or rental agreement for a short -term rental unit shall
include: The number of off-street parking spaces provided on the
short -term rental property and the maximum number of vehicles
that are permitted, along with a summary of all applicable parking
rules (4.05.100-.0116)
(4.05.100- .0114) No on-site exterior signs are to be posted advertising a
short-term rental at the short-term rental property.
An owner shall apply for and renew annually at permit issuance
anniversary date (4.05.070)
Not required, however: The owner or owner’s authorized agent
shall post the current short-term vacation rental permit number
on or in any advertisement appearing in any written publication
or on any website that promotes the availability or existence of a
short-term vacation rental unit.
The owner or owner’s authorized agent shall post the short-term vacation
rental permit on the exterior of the unit within plain view for the general
public with the 24-hour, seven-day local contact phone number for
complaints. The permit shall be displayed at all times the unit is used as a
short-term vacation rental.
The owner or owner’s authorized agent is required to obtain a
short-term vacation rental permit and a business license from the
city before renting or advertising the availability of a short-term
vacation rental unit.
Not required however, all short term rental advertising must
include City permit number
No on-site exterior signs are to be posted advertising short-term rentals An inspection of the short-term rental is required prior to permit
issuance to ensure the rental meets minimum safety code
standards, and additional inspections may be deemed necessary
prior to subsequent annual permit renewals
Not explicitly stated in municipal code The following signs may be permitted in the Open Space District, the Office
and Multi-Family Residential District and residential districts: A. One
nameplate affixed to the building, not directly lighted and not exceeding
one square foot in area, on the site of a one-family or two-family dwelling.
B. One identification sign, not directly lighted and not exceeding six (6)
square feet in area, located on the site of a multi-family dwelling, multi-
family complex, lodging house or residential visitor lodging in a residential
district or the ORM District, or a permitted use in the O District.
Upon the establishment of a residential visitor lodging operation,
the operation shall be inspected by the Building Official for
compliance with all building and safety codes enacted by the City
and shall be inspected annually for continued compliance with all
applicable codes. An inspection fee, set by resolution of the City
Council, may be charged for each annual inspection.
Not required, however: If a sign allowed under the provisions
of this code is to be placed, constructed, erected, or modified on
a lot, the owner of the lot shall secure a sign permit prior to the
construction, placement, erection, or modification of such a sign.
(19.52.060. Permits required.)
A notice not exceeding 8-1/2" by 11" in size shall be posted at each short-
term rental unit. This required notice shall be displayed in a window, in a
location which is clearly visible from a common area or public right-of-way,
and shall clearly state the name of the managing agency, agent, property
manager, or owner of the unit, permit number, and a local or toll free
telephone number at which that party may be reached on a 24-hour basis,
in lettering of sufficient size to be easily read.
Such use is allowed in the C-1, C-2 and MU-2 Zones subject to
approval of a Short-Term Permit application and the submittal of
a $100 nonrefundable processing fee and other required
documents.
Not Required Does not appear to be required The City of Malibu requires owners and/or operators of some
rooms offered for overnight stay to obtain a business license
from the Los Angeles County Treasurer and Tax Collector.
Parking Required, but advertising for parking is not required Each written advertisement (whether paper or electronic form) for a
vacation rental use shall include the “City of Napa Certified Vacation
Rental” permit number as part of the rental offering.
The owner shall permit the enforcement officer to conduct an
annual inspection of the vacation rental premises to confirm
compliance
Does not appear to be required, but permit is needed Exterior Notification:
*Shall display a notice on the exterior that is legible and visible to general
public
*Local contact person phone number that is within 10 miles of unit
*Short Term Lodging Permit number
*City website address, Police Department phone, Code Enforcement phone
All persons renting a residential unit for a term of 30 days or less
are required to apply for and obtain a Short-Term Lodging
Permit. A City Business License and Permit processing fee is
required for the business of renting a short-term dwelling.
Include your SVTR permit number in all advertising for your short
term vacation rental.
Not required in window, but "Include your SVTR permit number in all
advertising for your short term vacation rental."
A TOT (currently 10 percent of rental revenue) must be paid to
the City of Petaluma, through the Finance Department using a
special Remittance Form on a monthly basis by the property
owner or manager.
Not required You may advertise your residential unit on any and all hosting platforms
under the condition that you list your registration number at the top of all
listings' descriptions.
The short-term rental legislation requires that hosts submit
quarterly reports of all of the stays within their units for the last
three months (or back to the date of their initial registration..
whichever is applicable).
Not Required; In any advertisement of the Home-Share a host
must include the Business
License number issued by the City.
A host must clearly advertise the unit as a shared space, unless the
advertised rental is an accessory structure, in which case the accessory
structure may be advertised as a separate unit (aka “entire
home/apartment”).
Notwithstanding any provision of this Code to the contrary,
home-sharing shall be authorized in the City, provided that the
home-sharing host complies with each of the following
requirements:
(1) Obtains and maintains at all times a City business license
authorizing home-sharing activity. (2) Operates the home-
sharing activity in compliance with all business license permit
conditions, which may be imposed by the City to effectuate the
purpose of this Chapter. (3) Complies with all applicable laws,
including all health, safety, building, fire protection, and rent
control laws.
Attachment 4
#12
Registration and permitting and collection of
Transient Occupancy Tax? All cities have this and
recommend requiring this.
#13
Only in Coastal Zone? Only Carlsbad
limited to coastal zone. More than
50% of existing units in HB in Coastal
Zone. Consider not restricting to
coastal zone as those outside zone will
likely be more affordable.
#14
Conditions required for STVRs in close proximity to residential?
None surveyed addressed this specifically, but addressed generally
with regard to noise.Most locations in HB are adjacent to
residential, so recommend criteria for all address potential impacts
to residences.
#15
Require neighbors to be notified when application is
submitted to Coastal Commission? Carlsbad requires
good neighbor package be provided to renters. Consider
requiring this.
#16
Miscellanious : Ensure property is free of
violations priorto permit issuance; Require
compliance with all applicable muni code (i.e.,
trash), Recommend #B, C,, issue permits to
property owners only; consider allowing as a pilot
program initially; require HOA approval prior to
permit issuance;
4.05.040 PERMIT REQUIRED (.020) No agent or
representative, real estate agent or broker, or
professional services company shall list or rent a
short-term rental unit within the City of Anaheim
without a valid short-term rental permit for that
short-term rental unit approved and issued
pursuant to this chapter.
In zoning districts that allow residential
uses. Also permitted in the Mixed-Use
Overlay Zone.
(4.05.100-.0117) Occupants must not create unreasonable noise or
disturbances, engage in disorderly conduct, or violate provisions of
the Anaheim Municipal Code or any State law pertaining to noise,
disorderly conduct, overcrowding, the consumption of alcohol, or
the use of illegal drugs. (Not necessarily a requirement for residential
areas, but all STVRs)
Not Required (4.05.100-.0108) All advertising for the short -
term rental shall include the City issued permit
number (REG ID#)
Yes. Short-term vacation rentals are subject to a
10 percent transient occupancy tax as well as a $1
per room per night Carlsbad Tourism Business
Improvement District assessment.
Permitted only in the coastal zone and
in the La Costa Resort and Spa Master
Plan area, to include the Balboa and
Cortez buildings located at 2003 and
2005 Costa Del Mar Road
No amplified or reproduced sound shall be used outside or audible
from the property line of any short-term vacation rental unit
between the hours of 10:00 p.m. and 10:00 a.m.
Provide a copy of the “Good Neighbor” brochure
containing these requirements to the renter.
http://www.carlsbadca.gov/civicax/filebank/blobdload.as
px?BlobID=28021
Must not violate any deed restrictions or private
conditions, covenants and restrictions applicable to
the owner’s property
Yes all short term rental owners must collect a
10% TOT
Many of the City’s HOAs do not allow
short term rentals. Short term rental
permits will not be issued in
neighborhoods in which they are
prohibited by CC&Rs.
The STR owner must use his or her best efforts to ensure that
occupants do not create unreasonable noise or disturbances, or
engage in disorderly conduct
Not required The short term rental must have a visible house
number easily seen from the street, day or night.
Each operator shall collect the tax imposed by this
chapter to the same extent and at the same time
as the rent is collected from every transient. The
amount of tax shall be separately stated from the
amount of the rent charged, and
each transient shall receive a receipt for payment
from the operator.
They may be located in the following
zoning districts: • Residential
District (R-1) • Downtown
Residential District (DRD)
• Multi-Family Residential District (RM)
• Downtown Commercial District (CD)
• Service Commercial District (CS)
• Mixed Use District (MU)
No event shall last longer than one day and shall be limited to
between the hours of 10:00 a.m. to 10:00 p.m. Activities shall be in
compliance with the noise regulations as set forth in Ordinance No.
1011 (Regulation of Excessive Noise).
Not required however, The purpose of these regulations
is to ensure that residential visitor lodging operations are
located in a manner which does not infringe upon the
privacy, peace and tranquility of surrounding residences
nor decrease or otherwise detract from the aesthetic or
residential character of surrounding properties.
Only one residential visitor lodging operation shall
be allowed per city block, unless separated by five
hundred (500) feet or more. For the purposes of
this section, a city block shall be defined as the
properties abutting the same street located
between two intersecting streets. Corner lots shall
be considered in this section as fronting two city
blocks.
Owner and Agent certify the information in this
Short Term Permit application to be true and
correct; we acknowledge responsibility for the
collection and payment of Transient Occupancy
Taxes (TOT) and Business License fees and further
agree to the standard conditions of Resolution
No. 2002-5575
Seacoast Mixed-Use Residential Overlay
Zone. Such use is allowed in the C-1, C-2
and MU-2 Zones
subject to approval of a Short-Term
Permit application and the submittal of
a $100
nonrefundable processing fee and other
required documents.
The owner or agent shall use best efforts to insure that the
occupants and/or guests of the short-term rental unit do not create
unreasonable noise or disturbances, engage in disorderly conduct, or
violate provisions of the IBMC or any State law pertaining to noise,
disorderly conduct, the consumption of alcohol or the use of illegal
drugs.
Not Required. The owner or agent of a short-term rental unit shall
use best efforts to insure compliance with all the
provisions of Chapter 8.36 of the IBMC regarding
garbage and refuse.
all homes, condominiums, or other structures
that will be rented or leased for a period of 30
days or less must register with the City of Malibu
and will be subject to a transient occupancy tax
(TOT)
Not only in Coastal Zone Unnecessary noises: the unnecessary making of, or knowingly and
unnecessarily permitting to be made, any loud, boisterous or unusual
noise, disturbance, commotion or vibration in any boarding facility,
dwelling, place of business or other structure, or upon any public
street, park or other place or building, except the ordinary and usual
sounds, noises, commotion or vibration incidental to the operation
of said places when conducted in accordance with the usual and
normal standard of practice applicable thereto and in a manner
which will not disturb the peace and comfort of adjacent residences
or which will not detrimentally affect the operators or customers of
adjacent places of business
Not Required. One issue unique to short-term rental properties is
that alleged violations of the MMC are most likely
to occur at night.or on weekends when City staff is
generally not available to document or cite
violations. While the Sheriff’s Department is
available at all times to respond to complaints,
having additional resources available will help
ensure prompt response, documentation, and
action. It will also help. identify short term rental
properties that have not registered with the City
and/or are not paying the TOT owed pursuant to
MMC Chapter 3.24.
The owner shall comply with all requirements of
the Business License Ordinance (Chapter 5.04 of
this code) and the Transient Occupancy Tax
Ordinance (Chapter 3.20 of this code) for the
vacation rental use.
Transient occupancy uses are not
permitted or conditionally permitted in
residential or nonresidential zoning
districts, unless the city has approved a
vacation rental permit pursuant to this
section.
Quiet times shall be 9:00 p.m. to 7:00 a.m. Sunday through Thursday
evenings and 10:00 p.m. to 7:00 a.m. Friday and Saturday evenings.
The permittee shall ensure that the renters and/or guests of the
vacation rental do not create unreasonable noise or disturbances,
engage in disorderly conduct, or violate provisions of this code or any
state law pertaining to noise or disorderly conduct
Each applicant shall provide the following supplemental
submittal in a form acceptable to the Director: A public
notice mailing label submittal (to notify neighboring
property owners, pursuant to Section 17.68.070(A)(3)).
Quiet times shall be 9:00 p.m. to 7:00 a.m. Sunday
through Thursday evenings and 10:00 p.m. to 7:00
a.m. Friday and Saturday evenings.
An application for a permit shall be filed with the
Finance Director upon forms provided by the City
and shall contain the following information:
Evidence of a valid transient occupancy
registration certificate issued by the City for the
lodging unit.
Prohibited Short-term lodgings in R-1
Single Family zones unless a permit was
issued prior to June 1, 2004 and that
permit has not been revoked.
The owner shall use best efforts to insure that the occupants and/or
guests of the short term lodging unit do not create unreasonable
noise or disturbances, engage in disorderly conduct, or violate
provisions of this code or any State Law pertaining to noise,
disorderly conduct, the consumption of alcohol, or the use of illegal
drugs.
The short-term rental market has experienced substantial
growth over the last few years. The City has seen a
change in the local rental market due to the launch of
online hosting platforms such as Airbnb, HomeAway,
VRBO and others. While these platforms have further
diversified lodging options for visitors and created
revenue opportunities for homeowners, the City is
seeking public input on its current regulations to help
ensure the interests and needs of the community are
heard and balanced.
An owner may retain an agent or a representative
to comply with the requirements of this chapter,
including, without limitation, the filing of an
application for a permit, the management of the
short term lodging unit or units, and the
compliance with the conditions to the permit. The
permit shall be issued only to the owner of the
short term lodging unit or units.
The following permits and licenses are required
for all short term
vacation rental including both hosted and non-
hosted rentals:
1. A valid Short Term Vacation Rental Permit
($334.63)
2. City of Petaluma Business License ($46)
3. Transient Occupancy Tax Certificate (10% of
revenue)
Not in Coastal Zone The City’s established neighborhood preservation ordinances applies
to all short term rental properties and their guests. Hosts are
encouraged to inform renters of these ordinances and must be
available to address violation of these ordinances at all times during
short term rental stays.
The City strongly encourages hosts to personally reach
out to neighbors to let them know that you will be
operating a short term vacation rental, listen to their
concerns if any, and provide contact information should
any issues arise.
The short term vacation rental program will sunset
at the end of 2018 unless it is extended by the City
Council. The program could also be rescinded by an
earlier City Council action if determined that the
program is causing adverse impacts on
neighborhoods.
A Hosting Platform shall comply with the
requirements of the Business and Tax Regulations
Code by, among any other applicable
requirements, collecting and remitting all required
Transient Occupancy Taxes
San Franciscans have the right to apply
for a short-term residential rental
registration to rent out their primary
residential unit, whether it is their entire
unit or spare bedroom, on an occasional
basis (Not just in Coastal Zone)
If you would like to file a complaint regarding a suspected illegal
short-term rental, please contact us at (415) 575-9179, or email us
at shorttermrentals@sfgov.org. Please include information regarding
the address of the property, a description of the nature of the
activity, and any other relevant information. Complaints may be filed
anonymously, however, you may wish to provide your contact
information so that our enforcement staff can contact you to discuss
your complaint in detail.
Not required Your residential unit must not have any
outstanding Planning, Building, Housing, Fire,
Health, Police, or other applicable City code
violations.
The operator/owner of any hosting platform
shall:
(a) Be responsible for collecting all applicable
TOTs and remitting the same to the City. The
hosting platform shall be considered an agent of
the host for purposes of TOT collections and
remittance responsibilities as set forth in Chapter
6.68 of this Code.
The law applies to all residential units in
all zones in the City, including single
family houses, apartments and
condominiums.
the City recognizes that home-sharing activities can be conducted in
harmony with surrounding uses, those activities must be regulated to
ensure that the small number of home-sharers stay in safe structures
and do not threaten or harm the public health or welfare
the presence of such visitors within the City’s residential
neighborhoods can sometimes disrupt the quietude and
residential character of the neighborhoods and adversely
impact the community;
On May 12th, 2015 the Santa Monica City Council
adopted the "Home-Sharing Ordinance," adding
chapter 6.20 to the Santa Monica Municipal Code
clarifying prohibitions against short-
term Vacation Rentals and imposing regulations on
Home-Sharing. This law becomes effective by June
12th, 2015. It allows eligible Residents (owners and
tenants) to apply for a business license
through the City's Business License program.
Tentative Future Agenda
PLANNING COMMISSION
City of Hermosa Beach
November 21, 2016 (Monday)
7:00 P.M.
Project Title Public
Notice
Meeting
Date Remarks
PLAN Hermosa - Introduction of Environmental Impact Report and
Discussion of Carbon Neutrality
11/21
December 12, 2016 (Monday)
Regular Meeting
7:00 P.M.
Project Title Public
Notice
Meeting
Date
Remarks
945 7th Street — Conditional Use Permit, Precise Development Plan
and Vesting Tentative Parcel Map No.74291 for a 2-unit
condominium.
12/1 12/12
2420 PCH, Hope Chapel— Conditional Use Permit and Parking Plan
Amendment and a Precise Development Plan.
12/1 12/12
906-910 Hermosa Avenue— Request for an extension for a
Conditional Use Permit and Precise Development Plan for a 21-unit
commercial condominium and Parking Plan to pay fees in-lieu of
onsite parking.
12/12
f:\b95\cd\planning commission tentative agenda nov-dec. 2016
11d
Easy Reader
Run Date: November 3, 2016 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, November 15, 2016, to consider the following:
1. Precise Development Plan to allow a food and beverage market (Lazy Acres Market) within an existing
29,653 square foot building at 2510 Pacific Coast Highway (currently Hope Chapel Youth Center),
Conditional Use Permit for outdoor dining accessory to the proposed food and beverage market; and a
Parking Plan to allow parking requirements to be met with a shared parking arrangement with the two
adjacent buildings at 950 Artesia Boulevard (currently a multi-tenant office building) and 2420 Pacific Coast
Highway (currently Hope Chapel Church) and the parking lot currently used by Hope Chapel at 2306 Pacific
Coast Highway; and adoption of the Mitigated Negative Declaration.
2. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74516 for a two-
unit condominium project at 935 15th Street, and determination that the project is categorically exempt from
the California Environmental Quality Act.
3. Conditional Use Permit, Precise Development Plan and Vesting Tentative Parcel Map No. 74515 for a two-
unit condominium project at 937 15th Street, and determination that the project is categorically exempt from
the California Environmental Quality Act.
4. Conditional Use Permit to allow a massage therapy business at 1301 Manhattan Avenue (Massage Envy)
inside an existing multi-tenant commercial building, and determination that the project is categorically exempt
from the California Environmental Quality Act.
5. Text Amendment to the Municipal Code, Title 17, to regulate short term rentals in existing nonconforming
residential units located in commercial zoning districts, and determination that the project is not subject to the
California Environmental Quality Act.
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, November 10, 2016, at 12:00 noon. All written testimony
by any interested party will be accepted prior to or at the scheduled time on the agenda for the matter.
IF YOU CHALLENGE the above matter(s) in court, you may be limited to raising only those issues you or
someone else raised at the public hearing described in this notice, or in written correspondence delivered to the
Community Development Department, Planning Division, at, or prior to, the public hearing.
FOR FURTHER INFORMATION, please contact the Community Development Department, Planning Division, at
(310) 318-0242 or fax to (310) 937-6235. The Department is open from 7:00 a.m. to 6:00 p.m. Monday through
Thursday. Please contact a staff planner to discuss any project on the Planning Commission agenda. A copy of
the staff report(s) in the Planning Commission packet will be available for public review at the end of the business
day on Thursday, November 10, 2016, 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\2016\planning\pc11-15-16
ZONING DESIGNATIONS
R-1 ONE FAMILY RESIDENTIAL
R-1A LIMITED ONE-FAMILY RESIDENTIAL
R-2 TWO-FAMILY RESIDENTIAL
R-2B LIMITED MULTIPLE FAMILY RESIDENTIAL
R-3 MULTIPLE FAMILY RESIDENTIAL
R-P RESIDENTIAL-PROFESSIONAL
RPD RESIDENTIAL PLANNED DEVELOPMENT
R-3PD MULTIPLE FAMILY PLANNED DEVELOPMENT
C-1 NEIGHBORHOOD COMMERCIAL
C-2 RESTRICTED COMMERCIAL
C-3 GENERAL COMMERCIAL
C-3/AH-O GENERAL COMMERCIAL AFFORDABLE HOUSING OVERLAY
M-1 LIGHT MANUFACTURING
OS OPEN SPACE
OS-1 RESTRICTED OPEN SPACE
OS-2 RESTRICTED OPEN SPACE
OS-O OPEN SPACE OVERLAY
MHP MOBILE HOME PARK
SPA SPECIFIC PLAN AREA (RESIDENTIAL USES)
SPA SPECIFIC PLAN AREA (COMMERCIAL USES)
Projects Zoning MapPlanning Commission Meeting November 15, 2016
1301 Manhattan Ave, Suite CCUPZone: C-2
935 & 937 15th St CUP, Precise Development Plan& Vesting Tentative Parcel MapZone: R-2B
2510 & 2420 PCH926 & 950 Artesia BlvdLazy Acres - Precise DevelopmentPlan, CUP for outdoor dining andParking Plan AmendmentZone: C-3/AH-O