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HomeMy WebLinkAbout4.0 - Environmental Nature Center Preschool - PA2015-079 CITY OF NEWPORT BEACH
PLANNING COMMISSION STAFF REPORT
January 21 , 2016 Meeting
Agenda Item No. 4
SUBJECT: Environmental Nature Center Preschool - (PA2015-079)
745 Dover Drive
• Minor Use Permit No. UP2015-020
• Traffic Study No. TS2015-001
APPLICANT: Carol McDermott of Entitlement Advisors, LLC, representing the
Environmental Nature Center
OWNER: Bo Glover, Executive Director, Environmental Nature Center
PLANNER: Makana Nova, Associate Planner
(949) 644-3249, mnova@newportbeachca.gov
PROJECT SUMMARY
A minor use permit to allow a preschool/general day care center with approximately 72
students and 10 staff members to operate from 7:00 a.m. to 6:00 p.m., Monday through
Friday. The proposed development includes the construction of a 6,498-square-foot
facility with classrooms and administrative offices, a 25-space surface parking lot, and
landscaped areas on a 1.25-acre vacant lot. A Traffic Study is also required due to the
projected increase in vehicle trips resulting from the proposed project pursuant to the
City's Traffic Phasing Ordinance.
RECOMMENDATION
1) Conduct a public hearing; and
2) Adopt Resolution No. _ approving Minor Use Permit No. UP2015-020 and Traffic
Study No. TS2015-001(Attachment No. PC 1).
INTRODUCTION
Project Setting
The project site is vacant and is located adjacent to the Cliff Haven Community along
the western portion of Dover Drive. The property totals 54,348 square feet (1.25 acres).
Refer to the following vicinity map. The project site is bound by existing commercial
development to the north, Newport Harbor High School and the Environmental Nature
Center to the west, a single-family residential tract to the south, and the Castaways
Park and Newport Harbor Lutheran Church to the east across Dover Drive. Site photos
are provided as Attachment No. PC 3.
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ENC Preschool Minor Use Permit and Traffic Study
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VICINITY MAP
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Subject
Property
1
A
GENERAL PLAN ZONING
LOCATION GENERAL PLAN ZONING CURRENT USE
ON-SITE CO-G (General OG (Office General) Vacant
Commercial Office
NORTH CO-G (General OG (Office General) Retail and Office Development
Commercial Office
SOUTH RS-D (Single-Unit R-1 (Single-Unit Single-unit residential dwellings
Residential Detached) Residential
WEST PF (Public Facilities) and PF (Public Facilities) and Newport Harbor High School and
PI Private Institutions PI Private Institutions) Environmental Nature Center
PR (Parks and PC-43 (Upper
EAST Recreation) and PI Castaways)and PC-2 Castaways Park and Newport
(Private Institutions) (Newport Harbor Harbor Lutheran Church
Lutheran Church
ENC Preschool Minor Use Permit and Traffic Study
Planning Commission, January 21, 2015
Page 3
Project Description
Per the Zoning Code, a day care, general, facility is classified as an establishment that
provides nonmedical care for persons on less than a twenty-four (24) hour basis,
including nursery schools, preschools, and day care centers for children or adults. They
may be accessory to an industrial, commercial, or institutional use and are permitted
with the approval of a minor use permit.
The 1.25-acre project site is currently vacant. The proposed development includes a
6,498-square-foot preschool facility with three classrooms and an administrative
building separated by a covered corridor, a 25-space surface parking lot, and
landscaped areas. The buildings would be constructed with high quality materials and
the project is seeking LEED Platinum certification. A materials board and renderings of
the proposed project are provided as Attachment No. PC 4.
The applicant requests a minor use permit to allow a preschool/general day care center
with approximately 72 students and 10 staff members to operate from 7:00 a.m. to 6:00
p.m., Monday through Friday. Children are expected to utilize the outdoor play areas for
recess in groups of up to 20 children at a time. Larger groups would gather at the
outdoor play areas for assembly events only. The preschool will be licensed by the
State Department of Social Services.
A Traffic Study reviewed by the Planning Commission is necessary due to the projected
increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic
Phasing Ordinance. In accordance with Section 20.50.030 (Multiple Permit
Applications), multiple applications for the same project shall be processed
concurrently, and shall be reviewed and approved, modified, or denied by the highest
review authority designated by this Zoning Code for any of the applications.
Background
In 1956, the Planning Commission approved Use Permit No. UP0271, authorizing a 36-
bed convalescent home.
In 1987, the Planning Commission approved Use Permit No. UP3225 (amended)
authorizing a 24-hour care 34-bed disturbed children's care facility with 30 employees.
In 2007, the building was demolished and the property has remained vacant.
DISCUSSION
Consistency with General Plan
The Land Use Element designates the property as CO-G (General Commercial Office),
which is intended to provide for administrative, professional, and medical offices with
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limited accessory retail and service uses. Hotels, motels, and convalescent hospitals
are not permitted. The proposed preschool will serve the neighborhood and will
complement the surrounding development. Therefore, the land uses within the
proposed project are consistent with the land use designations and policies for the
property.
The Land Use Element includes Policy LU 6.2.1, Resident-Serving Land Uses, which
encourages uses that support the needs of residents that are in balance with community
natural resources and open spaces. The proposed preschool provides general day care
service for residents of the City and promotes an ideology of civic engagement and
sustainability of natural resources.
Also, Land Use Policy 3.2, Growth and Change, encourages the re-use and infill with
uses that are complementary in type, form, scale, and character. The project represents
"in fill" development that can be served by the existing infrastructure. The use
complements the existing type and character of the nearby development, which
includes a variety of commercial and residential development. There is adequate
capacity in the sewer and water facilities, circulation, and other public services and
facilities to provide an adequate level of service to the proposed development.
Additional discussion related to project compliance with other applicable General Plan
policies is included in California Environmental Quality Act (CEQA) Categorical
Exemption determination (Attachment No. PC 5).
Consistency with the Zoning Code
The project is located within the OG (Office General) zoning district. The intent of the
OG zoning district is to provide for areas appropriate for administrative, professional,
and medical offices with limited accessory retail and service uses. The proposed
preschool is consistent with this designation in that it would allow a neighborhood
serving use in a commercial zone where a day care general use is permitted with the
approval of a minor use permit. The proposed preschool building complies with all
applicable development standards, as shown in the following table:
Table 1-Zoning Compliance
Development Required Proposed
Standards
Lot Size 5,000 square feet minimum for newly 54,348 square feet, 1.25 acres
created lots (pre-existing le al lot
Setbacks
Front 0 feet 70 feet
Side 0 abutting commercial 26 feet 9 inches abutting commercial to north
5 feet min. abutting residential 23 feet 7 inches abutting residential to south
Rear 0 feet 145 feet abutting public facilities to west
Height
Rear
feet for flat roofs or parapet walls 22 feet 8 inches to ridge of sloped roofline
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Table 1-Zoning Com fiance
Development Required Proposed
Standards
37 feet for sloped roofs
Floor Area 0.50 FAR 0.12 FAR
Ratio 27,174 sq. ft. 6,498 sq. ft.
22 spaces total:
• Day Care-General 1 per 7
Parking occupants based on maximum 25 spaces total
occupancy allowed per license
148 occupants/7= 22 spaces
Solid Waste 24 sq. ft. refuse
and Recyclable 24 sq. ft. recycling 271 sq. ft. total
Materials 48 sq. ft. total
• Setback and open areas
landscaped
• 5-foot-wide perimeter landscaping
adjacent to right-of-way
Parking Lot • 5-foot-wide landscaped buffer
Landscaping adjacent to residential Complies
• 1 tree/30 sf of landscaped area
1 tree/5 parking spaces
6-foot-high wall to buffer
residential
Minimum lot size of 10,000 • Lot size: 54,348 square feet
square feet. • 26-foot separation to administration
• Minimum setback of 30 feet building and greater than 30 feet
between main assembly building provided to the classroom building
and a residential zoning district. (assembly building).
General Day • 75 square feet of play area per • More than 5,400 square feet of outdoor
Care Facilities child, minimum 450 square feet play areas are provided at the rear of
• Outdoor play area may not be in the building (37,026 square feet of
front yard. landscaped area provided).
• A four-foot high fence shall • A minimum 6-foot high fence is provided
enclose an outdoor play area. around all outdoor play areas.
• Outdoor activities permitted e Preschool hours of operation are from
between 7:00 a.m. and 7:00 p.m. 7:00 a.m. through 6:00 p.m.
Parking
A day care, general, facility requires one parking space per seven occupants of the day
care facility. The occupancy load calculations for the building indicate a maximum of
148 persons, which results in a parking requirement of 22 parking spaces where a total
of 25 parking spaces are provided. Drop off and pick-up will occur within the striped
parking spaces rather than via a drop-off and pick-up area because children will be
escorted by their parents into the preschool. Drop off and pick-up will be staggered
through the morning and afternoon hours to ensure there is sufficient parking available.
The project has been conditioned to allow a maximum of 175 occupants or the
maximum number of children in accordance with the license, whichever is less, in order
to ensure that sufficient parking is available on-site.
ENC Preschool Minor Use Permit and Traffic Study
Planning Commission, January 21, 2015
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Traffic Study
Municipal Code Chapter 15.40 (Traffic Phasing Ordinance) requires that a traffic study
be prepared and findings be made if a proposed project will generate in excess of 300
average daily trips (ADT). The project is anticipated to generate 315 new ADT's.
Pursuant to Section 15.40.030.A, the Planning Commission must make the following
findings in order to approve the project:
1. That a traffic study for the project has been prepared in compliance with this
Chapter and Appendix A;
2. That, based on the weight of the evidence in the administrative record, including
the traffic study, one of the findings for approval in subsection (B) can be made:
15.40.030.B.1 Construction of the project will be completed within 60 months
of project approval; or
15.40.030.B.1(a) The project will neither cause nor make an unsatisfactory
level of traffic service at any impacted intersection.
3. That the project proponent has agreed to make or fund the improvements, or
make the contributions, that are necessary to make the findings for approval and
to comply with all conditions of approval.
A traffic study, titled "Traffic Impact Analysis ENC Preschool Project City of Newport
Beach"dated July 28, 2015, (Provided as Appendix E to the Addendum in Attachment
No. PC 6) was prepared by DKS Associates under the supervision of the City Traffic
Engineer pursuant to the Traffic Phasing Ordinance (TPO) and its implementing
guidelines. The Traffic Study concluded that the project generated trips would not result
in a significant traffic impact. Construction of the project is anticipated to be completed
in 2017. The project is expected to generate 315 new trips on a typical weekday, with
57 morning peak hour trips and 58 evening peak hour trips. The Traffic Study indicates
that the project will neither cause nor make worse an unsatisfactory level of service at
any impacted primary intersection, and all intersections are forecasted to continue to
operate at acceptable Levels of Service. Therefore, staff recommends that the Planning
Commission find that the Traffic Study has been prepared in compliance with the TPO,
subject to the findings and facts in support of findings provided in the draft resolution
(Attachment No. PC 1).
Compatibility of Adjacent Residential Land Uses
The southerly property boundary of the project site abuts the rear yard of several single-
family residential properties located along St. James Place. General Plan Land Use
Policy LU5.2.2, Buffering Residential Areas, encourages the incorporation of landscape,
decorative walls, enclosed trash containers, downward focused lighting fixtures, and/or
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comparable buffering elements to minimize impacts and ensure that commercial areas
are compatible with adjoining residential neighborhoods. The project has been designed
with a 6-foot high Trex fence system located at the southerly property line adjacent to
the residential properties. A 14-foot wide access drive is located on the project site
adjacent to the fence and defines the southerly boundary of the outdoor play areas for
the preschool. An enclosed trash enclosure is located along the southerly portion of the
site to minimize odors and noise to the nearby properties.
The project is also required to comply with Chapter 10.26 (Community Noise Control) of
the Newport Beach Municipal Code. This chapter identifies a noise standard of 55
dB(A)l Legz for residential properties or the ambient noise level, in the event that the
ambient noise level exceeds the noise standard. A maximum instantaneous noise level
equal to the value of the noise standard plus twenty (20) DBA for any period of time
(measured using A-weighted slow response). In this case, the instantaneous noise
standard is 75 dB(A) Lmax.
An acoustical site visit was conducted by Newson Brown Acoustics, LLC, on July 29,
2015, and an acoustical report was prepared dated October 1, 2015. At the site visit,
ambient/background sound levels on the project site were obtained as well as sample
sound levels of children playing outdoors during summer camp at the adjacent
Environmental Nature Center. The measurements identified an ambient sound level of
55.4 dB(A) Leq on the project site. The report indicates that 55 db(A) is a conservative
noise standard as indicated by Municipal Code standard.
The acoustical report assumes that children will play in the outdoor area in groups of no
more than 20 children at a time. The sample sound measurements determined the
sound levels of 20 children in a recess/free play setting to be 68.6 db(A)3 Lego and 80.2
dB (A) LmaX5 at a distance of 15 feet. The acoustical report incorporates distance loss
into the analysis and determines that the maximum sound source receptor levels result
in a noise level of 55 dB(A) Leq and 67 dB(A) Lmax at the residential properties. With
the addition of proposed 6-foot tall Trex fence the property line and limiting play areas
north of the 14-foot access road, the sound levels are anticipated to comply with the
noise standards.
The acoustical report, together with a memorandum prepared October 29, 2015, by
Newson Brown Acoustics, LLC, showing the screen wall design, confirms that sound
levels will remain in compliance with the noise standards of the Municipal Code. Refer
to Attachment No. PC 7 for a copy of the October 1, 2015 acoustical report and
accompanying memorandum dated October 29, 2015. Conditions of approval have
' dB(A)Weights a sound spectrum relative to the sensitivity of the human ear.
2 Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMQ.
s dB(A)Weights a sound spectrum relative to the sensitivity of the human ear.
Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMQ.
'Lmax The maximum or peak sound level measured during the measurement period.
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ENC Preschool Minor Use Permit and Traffic Study
Planning Commission, January 21, 2015
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been added to the draft resolution requiring that the project provide a 6-foot screen wall
and limiting outdoor play areas 14-feet north of the property line as recommended in the
acoustical report. Additionally, draft Condition No. 13 includes a limitation of 20 kids in a
free play situation at the outdoor play areas so that sound levels do not exceed the
sound levels identified in the acoustical analysis.
Minor Use Permit Findings
A general day care use at this location requires the approval of a minor use permit.
Pursuant to Section 20.52.020.F (Findings and Decision) of the Newport Beach
Municipal Code, the Planning Commission must make the following findings in order to
approve a minor use permit:
1. The use is consistent with the General Plan and any applicable Specific Plan;
2. The use is allowed within the applicable zoning district and complies with all other
applicable provisions of this Zoning Code and the Municipal Code;
3. The design, location, size, and operating characteristics of the use are compatible with
the allowed uses in the vicinity;
4. The site is physically suitable in terms of design, location, shape, size, operating
characteristics, and the provision of public and emergency vehicle (e.g., fire and
medical) access and public services and utilities;and
5. Operation of the use at the location proposed would not be detrimental to the
harmonious and orderly growth of the City, or endanger, jeopardize, or otherwise
constitute a hazard to the public convenience, health, interest, safety, or general welfare
of persons residing or working in the neighborhood of the proposed use.
The proposed project is consistent with the General Plan and Zoning District
designations as it is a preschool/general day care with a 0.5 floor area ratio. The lot is
1.25 acres in area (54,348 square feet), roughly rectangular in shape, located in a
commercial area with residential uses nearby, and would be developed with one single-
story preschool structure and expansive rear outdoor play area.
The facility will comply with all of the development standards for the OG (Office
General) Zoning District. The proposed building would be 22 feet 8 inches in height,
provide sufficient setbacks from all property lines, and include a covered corridor
through the building. The buildings would be constructed with high quality materials and
the project is seeking LEED Platinum certification. The hardscape includes enhanced
paving at the drop off area, front of the buildings, and courtyard. The architectural
design creates visual interest through building articulation, window treatments, and
blending with landscaping. The mechanical equipment, refuse, and generators will be
screened from view. The landscaping includes trees, shrubs, and groundcover and the
landscape setbacks are met or exceeded. The proposed project includes surface
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Planning Commission, January 21, 2015
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parking with 25 parking spaces, which would provide a surplus of three spaces above
the code requirement.
The site has pedestrian and vehicular access from Dover Drive via two on-site
driveways and the adjacent access drive to the north. The on-site driveways will be
constructed pursuant to City Standards and reviewed and approved by the Public
Works Department. The proposed site design includes the provision of adequate
emergency vehicle access and public services and utilities.
The proposed project would operate as a preschool and the operating characteristics
would be compatible with the allowed commercial and residential uses in the vicinity.
The subject property is adjacent to the existing Environmental Nature Center and will
serve to complement this existing facility. The surrounding neighborhood includes
single-unit dwellings, commercial, and public/private institutional uses. The proposed
use is similar to and compatible with other uses in the vicinity, and would not be
detrimental to the abutting residential uses, as identified by the acoustical analysis with
the incorporation of a 6-foot high Trex fence and limiting play areas north of the 14-foot
wide access drive. Staff's recommendation includes a condition of approval limiting the
use to 175 occupants or to the maximum number of children in accordance with the
State license, whichever is less, to ensure there is sufficient parking available on-site.
The development would be required to comply with the City's Water Efficient Landscape
Ordinance (Chapter 14.17 of the Municipal Code).
As demonstrated in the draft resolution (Attachment No. PC 1), staff believes the
findings for approval can be made.
Alternatives
1. The Planning Commission may suggest specific project modifications or
operational changes that are necessary to alleviate concerns. If the changes are
substantial, the item should be continued to a future meeting to allow redesign of
the project.
2. If the Planning Commission believes that there are insufficient facts to support
the findings for approval, the Planning Commission should deny the application
request (Attachment No. PC 2).
Environmental Review
The project is categorically exempt under Section 15332, of the California
Environmental Quality Act (CEQA) Guidelines - Class 32 (In-Fill Development Projects)
Projects). This exemption applies to in-fill development projects in urban areas that are
consistent with the General Plan and applicable development standards. In addition, the
proposed development must occur on a site of no more than five acres, have no value
as habitat for endangered, rare or threatened species, be adequately served by all
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ENC Preschool Minor Use Permit and Traffic Study
Planning Commission, January 21, 2015
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utilities and public services, and must not result in any significant effects relating to
traffic, air quality, water quality, or any other significant effect on the environment due to
an unusual circumstance.
The proposed project site is 1.25 acres in size, is located within an urban area, and can
be adequately served by all required utilities and public services. The project is
consistent with the General Plan designations and policies, and can be found consistent
with all applicable zoning regulations upon approval of the requested applications. An
acoustical analysis, preliminary Water Quality Management Plan, traffic impact analysis,
and water/waste-water generation memorandum have been prepared. An analysis of
the currently vacant property indicates that the project site and adjacent areas have no
value as habitat for endangered, rare, or threatened species. The project is expected to
have a less than significant impacts related to traffic, noise, air quality, and water
quality. A more detailed analysis and determination supporting the Class 32 exemption
is attached as Attachment No. PC 5.
Public Notice
Notice of this application was published in the Daily Pilot, mailed to all owners of
property within 300 feet of the boundaries of the site (excluding intervening rights-of-
way and waterways) including the applicant and posted on the subject property at least
10 days before the scheduled meeting, consistent with the provisions of the Municipal
Code. Additionally, the item appeared on the agenda for this meeting, which was posted
at City Hall and on the City website.
Submitted by:
Prepared by:
Maka a N a *rn snes i, ICP, Deputy Director
Associate Planner
ATTACHMENTS
PC 1 Draft Resolution for Approval with Findings and Conditions
PC 2 Draft Resolution for Denial
PC 3 Site Photos
PC 4 Materials Board and Project Renderings
PC 5 CEQA Exemption Determination
PC 6 Traffic Impact Analysis
PC 7 Acoustical Report and Memorandum
PC 8 Project plans
.docx:04/0714
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Attachment No. PC 1
Draft Resolution for Approval with
Findings and Conditions
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RESOLUTION NO. ####
A RESOLUTION OF THE PLANNING COMMISSION OF
THE CITY OF NEWPORT BEACH APPROVING MINOR
USE PERMIT NO. UP2015-020 AND TRAFFIC STUDY NO.
TS2015-001 FOR A NEW PRESCHOOL LOCATED AT 745
DOVER DRIVE (PA2015-079)
THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS
FOLLOWS:
SECTION 1. STATEMENT OF FACTS.
1. An application was filed by the Environmental Nature Center, with respect to property
located at 745 Dover Drive, and legally described as Lot 3 of Lot Line Adjustment No.
LA2009-010 recorded in Document 117 408 L09 25 of Official Records of the County of
Orange, California, being a subdivision of a portion of Lot 148 of Tract 1218 as shown on
a map filed in Book 37, Pages 47 through 49 of Miscellaneous Maps, records of Orange
County, California. The applicant requests approval of a minor use permit and traffic
study.
2. The applicant proposes a minor use permit to allow a preschool/general day care
center with approximately 72 students and 10 staff members to operate from 7:00 a.m.
to 6:00 p.m., Monday through Friday. The proposed development includes the
construction of a 6,498-square-foot facility with classrooms and administrative offices,
a 25-space surface parking lot, and landscaped areas on a 1.25-acre vacant lot. A
Traffic Study is also required due to the projected increase in vehicle trips resulting
from the proposed project pursuant to the City's Traffic Phasing Ordinance.
3. The subject property is located within the OG (Office General) Zoning District and the
General Plan Land Use Element category is CO-G (General Commercial Office).
4. The subject property is not located within the coastal zone.
5. A public hearing was held on January 21, 2016, in the Council Chambers at 100 Civic
Center Drive, Newport Beach. A notice of time, place and purpose of the meeting was
given in accordance with the Newport Beach Municipal Code. Evidence, both written
and oral, was presented to, and considered by, the Planning Commission at this
meeting.
SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION.
1. This project has been determined to be categorically exempt under the requirements
of the California Environmental Quality Act under Class 32 (Infill Development
Projects). This exemption applies to in-fill development projects in urban areas that are
consistent with the General Plan and applicable development standards. In addition,
the proposed development must occur on a site of no more than five acres, have no
value as habitat for endangered, rare or threatened species, be adequately served by
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Planning Commission Resolution No.
Page 2 of 15
all utilities and public services, and must not result in any significant effects relating to
traffic, air quality, water quality, or any other significant effect on the environment due
to an unusual circumstance.
2. An analysis and exemption determination was prepared for this project. The proposed
project site is 1.25 acres in size, is located within an urban area, and can be
adequately served by all required utilities and public services. The project is consistent
with the General Plan designations and policies, and can be found consistent with all
applicable zoning regulations upon approval of the requested applications. An
acoustical analysis, preliminary Water Quality Management Plan, traffic impact
analysis, and water/waste-water generation memorandum have been prepared. An
analysis of the currently vacant property indicates that the project site and adjacent
areas have no value as habitat for endangered, rare, or threatened species. The
project is expected to have a less than significant impacts related to traffic, noise, air
quality, and water quality. Therefore, the proposed project meets all of the conditions
described above for in-fill development and qualifies for a Class 32 exemption.
SECTION 3. REQUIRED FINDINGS.
Minor Use Permit
In accordance with Section 20.52.020(F) (Conditional and Minor Use Permits) of the
Municipal Code, the following findings and facts in support of such findings are set forth:
Finding:
A. The use is consistent with the General Plan and any applicable specific plan.
Facts in Support of Finding:
1. The Land Use Element of the General Plan designates the subject property as
General Commercial Office (CO-G) with the maximum floor area to land area ratio
("FAR") of 0.50 (CO-G 0.50), which is intended to provide for administrative,
professional, and medical offices with limited accessory retail and service uses. The
proposed project is consistent with this designation as it is a preschool/general day
care center development with a 0.12 FAR.
2. The Land Use Element includes Policy LU 6.2.1, Resident-Serving Land Uses, which
encourages uses that support the needs of residents that are in balance with
community natural resources and open spaces. The proposed preschool provides
general day care service for residents of the City and promotes an ideology of civic
engagement and sustainability of natural resources.
3. Land Use Policy 3.2, Growth and Change, encourages the re-use and infill with uses
that are complementary in type, form, scale, and character. The project (i.e.,
preschool) represents "in fill' development that can be served by the existing
infrastructure. The use complements the existing type and character of the nearby
03-03-2015
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Planning Commission Resolution No. #I##I#
Page 3 of 15
development, which includes a variety of commercial and residential development.
There is adequate capacity in the sewer and water facilities, circulation, and other
public services and facilities to provide an adequate level of service to the proposed
development.
4. The project site is not located within a Specific Plan area.
Finding:
B. The use is allowed within the applicable zoning district and complies with all other
applicable provisions of this Zoning Code and the Municipal Code.
Facts in Support of Finding:
1. The subject property is located within the Office General (OG), which is intended to
provide for areas appropriate for administrative, professional, and medical offices with
limited accessory retail and service uses. Pursuant to Section 20.20.020 (Commercial
Zoning Districts Land Uses and Permit Requirements), day care general uses are a
principal permitted use subject to the approval of a minor use permit.
2. Section 20.20.030 (Commercial Zoning Districts General Development Standards)
establishes the required site development standards for floor area, setbacks, and
landscaping. The buildings provide more than the minimum required setback from
each property line and are proposed at 0.12 FAR, where 0.50 FAR is allowed. The
proposed landscaping includes trees, shrubs, and groundcover and the landscape
setbacks are met or exceeded with the proposed project design.
3. Pursuant to Table 3.10 in Zoning Code Section 20.40.040 (Off-Street Parking Spaces
Required), day care general uses are required to provide one parking space for every
seven occupants based on the maximum occupancy per license. The proposed
maximum occupancy for the preschool is 148; therefore, the project requires 22
spaces. The proposed project includes surface parking with 25 parking spaces which
can accommodate an occupant load of 175 persons, thus, the project provides a
surplus of three parking spaces.
4. Pursuant to Section 20.48.070 (Day Care Facilities-Adult and Child), the preschool will
comply with the development standards for a general day care facility. The site
complies with the minimum lot size and the proposed development complies with the
minimum separation, outdoor play area size, and hours of operation to allow a day
care general use.
Finding:
C. The design, location, size, and operating characteristics of the use are compatible with
the allowed uses in the vicinity.
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Planning Commission Resolution No. ####
Page 4 of 15
Facts in Support of Finding:
1. Commercial and residential uses are allowed in the vicinity, including medical office,
retail sales, personal service, restaurant, professional & administrative office, and
single-unit residential uses. The subject property is adjacent to the existing
Environmental Nature Center to the north, and the proposed preschool use is
compatible with the allowed commercial office/retail and residential uses in the vicinity.
2. The buildings are proposed at 0.12 FAR, where 0.50 FAR is allowed. The 6,498-
square-foot preschool does not create any traffic impacts and is compatible with the
allowed commercial and residential uses in the vicinity.
3. The project design includes a 14-foot wide access drive and 6-foot high Trex fence
along the southern property line, which provides separation and an acoustical barrier
to ensure compatibility with the abutting residential properties to the south.
Furthermore, the building includes an enclosed trash area to screen unsightly sights
and odors related to trash.
4. The proposed preschool will operate as a typical general day care use. The design
includes a parking area to facilitate children's drop-off/pick-up, landscaping, and
outdoor play areas. A covered breezeway is proposed through the building as an
amenity to define the space between administrative offices and children's classrooms.
Code required parking is provided, ensuring that employees and parents dropping off
children may park on-site. Therefore, the operating characteristics are compatible with
the allowed commercial and residential uses in the vicinity.
Finding:
D. The site is physically suitable in terms of design, location, shape, size, operating
characteristics, and the provision of public and emergency vehicle (e.g., fire and
medical) access and public services and utilities.
Facts in Support of Finding:
1. The subject property is 1.25 acres in area (54,348 square feet), generally rectangular
in shape, located in a commercial area with residential uses nearby, and is proposed
to be developed with a preschool/general day-care building.
2. The project design locates a single-story building towards the front half of the property
with large setbacks used for surface parking at the front and landscaped outdoor play
areas at the rear. The site is proposed with 25 parking spaces, which is three more
spaces than required by the Zoning Code. Adequate trash storage facilities for the
preschool are provided in an enclosed area, thereby preventing any odor or related
issues for the residential uses nearby.
03-03-2015
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Planning Commission Resolution No. #####
Page 5 of 15
3. The site has pedestrian and vehicular access along Dover Drive, which is a four-lane
divided primary road with sufficient capacity as shown by the traffic study. The two
driveways proposed will be constructed pursuant to City Standards and reviewed and
approved by the Public Works Department. The provision of emergency vehicle
access will continue through the gravel parking lot on-site and along Dover Drive.
4. All sewer and water services will be approved by the City of Newport Beach.
5. The Public Works Department, Building Division, and Fire Department have reviewed
the application. The project is required to obtain all applicable permits from the City
Building and Fire Departments and must comply with the most recent, City-adopted
version of the California Building Code.
6. Public improvements will be required of the Applicant per the Municipal Code and the
Subdivision Map Act.
Finding:
E. Operation of the use at the location proposed would not be detrimental to the
harmonious and orderly growth of the City, nor endanger, jeopardize, or otherwise
constitute a hazard to the public convenience, health, interest, safety, or general
welfare of persons residing or working in the neighborhood of the proposed use.
Facts in Support of Finding:
1. The proposed use is an extension of the adjacent Environmental Nature Center, is
compatible with other office uses in the vicinity, and is not detrimental to the abutting
residential uses with the addition of a 14-foot access drive to serve as a buffer and 6-
foot high Trex fence along the southern property line.
2. The proposed development is consistent with the planned land use for the site. The
site is suitable for the type and intensity of development proposed because the
infrastructure serving the site and surrounding area has been designed and developed to
accommodate anticipated commercial development use of the site. Therefore, the
operation of the use is not detrimental.
3. Based on the proposed project description, the proposed project is anticipated to
generate approximately 315 average daily trips; therefore, a TPO study has been
completed. No significant impacts related to traffic have been identified.
4. As demonstrated in the acoustical report and memorandum prepared by Newson
Brown on October 1 and October 29, 2015, the preschool as designed with a 14-foot
sound buffer and 6-foot high Trex fence is expected to operate in compliance with the
noise standards within the Municipal Code.
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Planning Commission Resolution No. ####
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Page 6 of 15
5. Adequate trash storage facilities for the preschool/day care center an enclosed 270-
square-foot trash area, thereby preventing any odor or related issues for the abutting
residential uses.
6. Compliance with the Municipal Code and the conditions of approval is required and will
further ensure that the proposed use will not be detrimental.
Traffic Study
In accordance with Municipal Code Section 15.40.030(A) (Traffic Phasing Ordinance), the
following findings and facts in support of such findings are set forth:
Finding:
F. That a traffic study for the project has been prepared in compliance with this chapter
[15.40]and Appendix A.
Facts in Support of Finding:
1. A traffic study, titled "Traffic Impact Analysis for the proposed ENC Pre-School Project
City of Newport Beach" dated July 28, 2015, was prepared by DKS Associates under
the supervision of the City Traffic Engineer for the project in compliance with Municipal
Code Chapter 15.40 (Traffic Phasing Ordinance) and Appendix A.
2. Based on the proposed project description, the proposed project is anticipated to
generate approximately 315 average daily trips; therefore, a TPO study has been
completed. No significant impacts related to traffic have been identified.
Finding:
G That, based on the weight of the evidence in the administrative record, including the
traffic study, one of the findings for approval in subsection (B) can be made:
Facts in Support of Finding:
1. Construction of the project is anticipated to be completed in 2017, within 24 months. If
the project is not completed within 60 months of this approval, preparation of a new
traffic study is required.
2. The traffic study included nine study intersections that were analyzed for potential
impacts based on the City's Intersection Capacity Utilization ("ICU") methodology and
intersections under the jurisdiction of Caltrans were analyzed for potential impacts
using the Highway Capacity Manual ("HCM") methodology. Utilizing these
methodologies, the traffic study determined that the nine primary intersections
identified will continue to operate at satisfactory levels of service as defined by the
Traffic Phasing Ordinance.
03-03-2015
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Planning Commission Resolution No. ####
Page 7 of 15
Finding:
H. That the project proponent has agreed to make or fund the improvements, or make the
contributions, that are necessary to make the findings for approval and to comply with
all conditions of approval.
Facts in Support of Finding:
1. No improvements or mitigation are necessary because implementation of the
proposed project will neither cause nor make worse an unsatisfactory level of traffic
service at any impacted primary intersection within the City of Newport Beach.
SECTION 4. DECISION.
NOW, THEREFORE, BE IT RESOLVED:
1. The Planning Commission of the City of Newport Beach hereby approves Minor Use
Permit No. UP2015-020 and Traffic Study No. TS2015-001, subject to the conditions set
forth in Exhibit A, which is attached hereto and incorporated by reference.
2. This action shall become final and effective 14 days following the date this Resolution
was adopted unless within such time an appeal is filed with the City Clerk in
accordance with the provisions of Title 20 Planning and Zoning, of the Newport Beach
Municipal Code.
3. This resolution supersedes Use Permit No. UP0271 and Use Permit No. UP3225,
which upon vesting of the rights authorized by this minor use permit, shall become null
and void.
PASSED, APPROVED, AND ADOPTED THIS 21ST DAY OF JANUARY, 2016.
AYES:
NOES:
ABSTAIN:
ABSENT:
BY:
Kory Kramer, Chairman
BY:
Peter Koetting, Secretary
03-03-2015
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Planning Commission Resolution No. ######
Page 8 of 15
EXHIBIT "A"
CONDITIONS OF APPROVAL
PLANNING
1 . The development shall be in substantial conformance with the approved site plan, floor
plans and building elevations stamped and dated with the date of this approval. (Except
as modified by applicable conditions of approval.)
2. All proposed signs shall be in conformance with Chapter 20.42 (Signs) of the Newport
Beach Municipal Code.
3. Minor Use Permit No. UP2015-020 shall expire unless exercised within 24 months from
the date of approval as specified in Section 20.91.050 of the Newport Beach Municipal
Code, unless an extension is otherwise granted.
4. The project is subject to all applicable City ordinances, policies, and standards, unless
specifically waived or modified by the conditions of approval.
5. The applicant shall comply with all federal, state, and local laws. Material violation of
any of those laws in connection with the use may be cause for revocation of this Use
Permit.
6. A copy of the Resolution, including conditions of approval Exhibit "A" shall be
incorporated into the Building Division and field sets of plans prior to issuance of the
building permits.
7. Prior to issuance of building permits, the applicant shall submit to the Planning Division
an additional copy of the approved architectural plans for inclusion in the Minor Use
Permit file. The plans shall be identical to those approved by all City departments for
building permit issuance. The approved copy shall include architectural sheets only
and shall be reduced in size to 11 inches by 17 inches. The plans shall accurately
depict the elements approved by this Minor Use Permit and shall highlight the
approved elements such that they are readily discernible from other elements of the
plans.
8. Prior to the issuance of a building permit, the applicant shall pay any unpaid
administrative costs associated with the processing of this application to the Planning
Division.
9. Prior to the issuance of building permits, Fair Share Traffic Fees shall be paid for the new
commercial floor area in accordance with Chapter 15.38 of the Newport Beach Municipal
Code or a waiver of these fees shall be approved by the City Manager.
03-03-2015
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Planning Commission Resolution No. ######
Page 9 of 15
10. The preschool is intended to accommodate 72 children and 10 faculty. The occupant
load shall not exceed 175 occupants or the maximum occupancy as shown on the
license, whichever is less.
11. A total of twenty five (25) parking spaces shall be maintained on-site.
12. The project shall comply with the recommendations provided in the acoustical report
dated October 1, 2015, and acoustical memorandum dated October 29, 2015,
prepared by Newson Brown Acoustics, LLC. A 6-foot high screen wall shall be
constructed along the southerly property boundary with an impervious material
weighing at least 4 pounds per square-foot. Outdoor play areas shall be limited north
of the 14-foot access roadway as shown on the approved project plans.
13. In accordance with the assumptions made in the acoustical report, the outdoor play
area shall be utilized by no more than 20 children at a time in a recess-like manner.
Larger groups are permitted within the outdoor play areas when children are gathered
for assembly events.
14. All trash shall be stored within the buildings or within dumpsters stored in the trash
enclosure (three walls and a self-latching gate) or otherwise screened from view of
neighboring properties, except when placed for pick-up by refuse collection agencies.
The trash enclosure shall have a decorative solid roof for aesthetic and screening
purposes.
15. The applicant shall ensure that the trash dumpsters and/or receptacles are maintained
to control odors. This may include the provision of either fully self-contained dumpsters
or periodic steam cleaning of the dumpsters, if deemed necessary by the Planning
Division. Cleaning and maintenance of trash dumpsters shall be done in compliance
with the provisions of Title 14, including all future amendments (including Water
Quality related requirements).
16. The exterior of the business shall be maintained free of litter and graffiti at all times. The
owner or operator shall provide for daily removal of trash, litter debris and graffiti from the
premises and on all abutting sidewalks within 20 feet of the premises.
17. Deliveries and refuse collection for the facility shall be prohibited between the hours of
10:00 p.m. and 8:00 a.m., daily, unless otherwise approved by the Director of
Community Development, and may require an amendment to this Use Permit.
18. Storage outside of the building in the front or at the rear of the property shall be
prohibited, with the exception of the required trash container enclosure.
19. Prior to the issuance of building permits, documents/plans shall be submitted
demonstrating compliance with the requirements of Chapter 14.17 (Water-Efficient
Landscaping Ordinance) of the Municipal Code.
03-03-2015
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Planning Commission Resolution No. ####
Page 10 of 15
20. Trees within 5 feet of hardscape or structures shall provide a linear root barrier at a
depth of 24 inches located 5 feet on either side of trees along hardscape areas.
21. If no automatic irrigation is proposed, all landscaping on-site including abutting street
trees shall be watered and maintained in perpetuity and maintained in a viable
condition. All landscape materials and irrigation systems shall be maintained in
accordance with the approved landscape plan. All landscaped areas shall be
maintained in a healthy and growing condition and shall receive regular pruning,
fertilizing, mowing and trimming. All landscaped areas shall be kept free of weeds and
debris. All irrigation systems shall be kept operable, including adjustments,
replacements, repairs, and cleaning as part of regular maintenance.
22. Prior to the issuance of a building permits, the applicant shall submit a landscape and
irrigation plan prepared by a licensed landscape architect. These plans shall
incorporate drought tolerant plantings and water efficient irrigation practices, and the
plans shall be approved by the Planning Division and the Municipal Operations
Department. Landscaping shall be located so as not to impede vehicular sight distance
to the satisfaction of the Traffic Engineer.
23. Prior to the final of building permits, the applicant shall schedule an inspection by the
Planning Division to confirm that all landscaping was installed in accordance with the
approved landscape plan
24. Water leaving the project site due to over-irrigation of landscape shall be minimized. If
an incident such as this is reported, a representative from the Code and Water Quality
Enforcement Division shall visit the location, investigate, inform and notice the
responsible party, and, as appropriate, cite the responsible party and/or shut off the
irrigation water.
25. Water should not be used to clean paved surfaces such as sidewalks, driveways,
parking areas, etc. except to alleviate immediate safety or sanitation hazards
26. The site shall not be excessively illuminated based on the luminance
recommendations of the Illuminating Engineering Society of North America, or, if in the
opinion of the Director of Community Development, the illumination creates an
unacceptable negative impact on surrounding land uses or environmental resources.
The Director may order the dimming of light sources or other remediation upon finding
that the site is excessively illuminated.
27. All noise generated by the proposed use shall comply with the provisions of Chapter
10.26 and other applicable noise control requirements of the Newport Beach Municipal
Code. The maximum noise shall be limited to no more than depicted below for the
specified time periods unless the ambient noise level is higher:
Between the hours of 7:OOAM Between the hours of
and 10:OOPM 10:OOPM and 7:OOAM
Location Interior Exterior Interior Exterior
03-03-2015
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Planning Commission Resolution No. ####
Page 11 of 15
Residential Property 45dBA 55dBA 40dBA 50dBA
Residential Property located within 45dBA 60dBA 45dBA 50dBA
100 feet of a commercial property
Mixed Use Property 45dBA 60dBA 45dBA 50dBA
Commercial Property N/A 65dBA N/A 60dBA
28. Should the property be sold or otherwise come under different ownership, any future
owners or assignees shall be notified of the conditions of this approval by either the
current business owner, property owner or the leasing agent.
29. Construction activities shall comply with Section 10.28.040 of the Newport Beach
Municipal Code, which restricts hours of noise-generating construction activities that
produce noise to between the hours of 7:00 a.m. and 6:30 p.m., Monday through
Friday and 8:00 a.m. and 6:00 p.m. on Saturday. Noise-generating construction
activities are not allowed on Sundays or Holidays.
30. A Special Event Permit is required for any event or promotional activity outside the
normal operational characteristics of the approved use, as conditioned, or that would
attract large crowds, involve the sale of alcoholic beverages, include any form of on-
site media broadcast, or any other activities as specified in the Newport Beach
Municipal Code to require such permits.
31. This Minor Use Permit may be modified or revoked by the Planning Commission
should they determine that the proposed uses or conditions under which it is being
operated or maintained is detrimental to the public health, welfare or materially
injurious to property or improvements in the vicinity or if the property is operated or
maintained so as to constitute a public nuisance.
32. Any change in operational characteristics, expansion in area, or other modification to
the approved plans, shall require an amendment to this Minor Use Permit or the
processing of a new Use Permit.
33. This approval shall expire and become void unless exercised within 24 months from the
actual date of review authority approval, except where an extension of time is approved
in compliance with the provisions of Title 20 Planning and Zoning of the Newport Beach
Municipal Code.
34. To the fullest extent permitted by law, applicant shall indemnify, defend and hold
harmless City, its City Council, its boards and commissions, officials, officers, employees,
and agents from and against any and all claims, demands, obligations, damages,
actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs and
expenses (including without limitation, attorney's fees, disbursements and court costs) of
every kind and nature whatsoever which may arise from or in any manner relate (directly
or indirectly) to City's approval of the ENC Preschool including, but not limited to, Minor
Use Permit No. UP2015-020 and Traffic Study No. TS2015-001 (PA2015-079). This
indemnification shall include, but not be limited to, damages awarded against the City, if
any, costs of suit, attorneys' fees, and other expenses incurred in connection with such
03-03-2015
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Planning Commission Resolution No. #kms#
Page 12 of 15
claim, action, causes of action, suit or proceeding whether incurred by applicant, City,
and/or the parties initiating or bringing such proceeding. The applicant shall indemnify
the City for all of City's costs, attorneys' fees, and damages which City incurs in enforcing
the indemnification provisions set forth in this condition. The applicant shall pay to the
City upon demand any amount owed to the City pursuant to the indemnification
requirements prescribed in this condition.
Fire Department Conditions
35. Fire hydrant locations and number of necessary hydrants will be based on required fire
flow for the structures and distances to all portions of the structure to a hydrant.
36. The turning radius for fire apparatus access roads shall be not less than 20 feet inside
radius. A 15-foot inside radius is currently shown at both driveways.
37. Fire access roadways must be constructed of a material that provides an all-weather
driving surface and designed as per Newport Beach Fire Department (NBFD)
Guideline C.01, which requires calculations stamped and signed by a registered
professional engineer.
38. The ground-mounted photovoltaic array shall have a clear brush-free area of 10 feet.
C.F.C. Section 605.11.4.
39. Fire access will need to be identified as per Newport Beach Fire Department Guideline
C.02, which requires the fire lane signs and red curbing or fire lane signs only.
40. Fire lane signs must be designed and installed as per NBFD Guideline C.02, which
requires the fire lane sign height at 7 feet in sidewalk or pedestrian areas.
41. Fencing of schools requires that a safe dispersal area be established based on three
square feet per occupant. The safe dispersal area must be located between the school
and the fence not less than 50 feet from the school buildings. C.B.C. Sec. 442.1.3.
42. A manual and automatic fire alarm system that initiates the occupant notification signal
utilizing an emergency voice/alarm communication system shall be installed in Group
E Occupancies. When automatic sprinkler systems or smoke detectors are installed,
such systems or detectors shall be connected to the building fire alarm system. C.F.C.
Sec. 907.2.3.
43. An automatic fire sprinkler system shall be provided for Group E occupancies. C.F.C.
Sec 903.2.3. The underground fire line shall be submitted separately from the fire
sprinklers with a separate fire permit.
44. Any vehicle access gates or barriers installed across fire apparatus access roads shall
be in accordance with NBFD Guideline C.01.
03-03-2015
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Planning Commission Resolution No. ##t/-1#
Page 13 of 15
45. The trash enclosure must be located at least five feet from combustible walls,
openings, or combustible roof eave lines. C.F.C. Sec. 304.3.4.
Building Division Conditions
46. The applicant is required to obtain all applicable permits from the City's Building Division
and Fire Department. The construction plans must comply with the most recent, City-
adopted version of the California Building Code. The construction plans must meet all
applicable State Disabilities Access requirements. Approval from the Orange County
Health Department is required prior to the issuance of a building permit.
47. An accessible path of travel shall be provided throughout the landscaped nature area.
48. The roof shall be Class A.
49. A grading bond shall be required prior to grading permit issuance.
50. The applicant shall employ the following best available control measures ("BACMs") to
reduce construction-related air quality impacts:
Dust Control
• Water all active construction areas at least twice daily.
• Cover all haul trucks or maintain at least two feet of freeboard.
• Pave or apply water four times daily to all unpaved parking or staging areas.
• Sweep or wash any site access points within two hours of any visible dirt deposits
on any public roadway.
• Cover or water twice daily any on-site stockpiles of debris, dirt or other dusty
material.
• Suspend all operations on any unpaved surface if winds exceed 25 mph.
Emissions
• Require 90-day low-NOx tune-ups for off road equipment.
• Limit allowable idling to 30 minutes for trucks and heavy equipment
Off-Site Impacts
• Encourage car pooling for construction workers.
• Limit lane closures to off-peak travel periods.
• Park construction vehicles off traveled roadways.
• Wet down or cover dirt hauled off-site.
• Sweep access points daily.
• Encourage receipt of materials during non-peak traffic hours.
• Sandbag construction sites for erosion control.
Fill Placement
• The number and type of equipment for dirt pushing will be limited on any day to
ensure that SCAQMD significance thresholds are not exceeded.
• Maintain and utilize a continuous water application system during earth
placement and compaction to achieve a 10 percent soil moisture content in the
top six-inch surface layer, subject to review/discretion of the geotechnical
engineer.
03-03-2015
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Planning Commission Resolution No. ####
Page 14 of 15
51. A geotechnical report shall be submitted to the Building Division for review prior to
grading permit issuance.
52. A drainage and hydrology study shall be submitted prior to grading permit issuance.
53. Prior to the issuance of grading permits, a Storm Water Pollution Prevention Plan
(SWPPP) and Notice of Intent (NOI) to comply with the General Permit for
Construction Activities shall be prepared, submitted to the State Water Quality Control
Board for approval and made part of the construction program. The project applicant
will provide the City with a copy of the NOI and their application check as proof of filing
with the State Water Quality Control Board. This plan will detail measures and
practices that will be in effect during construction to minimize the project's impact on
water quality.
54. Prior to issuance of grading permits, the applicant shall prepare and submit a final
Water Quality Management Plan (WQMP) for the proposed project, subject to the
approval of the Building Division and Code and Water Quality Enforcement Division.
The WQMP shall provide appropriate Best Management Practices (BMPs) to ensure
that no violations of water quality standards or waste discharge requirements occur.
55. A list of "good house-keeping" practices will be incorporated into the long-term post-
construction operation of the site to minimize the likelihood that pollutants will be used,
stored or spilled on the site that could impair water quality. These may include
frequent parking area vacuum truck sweeping, removal of wastes or spills, limited use
of harmful fertilizers or pesticides, and the diversion of storm water away from potential
sources of pollution (e.g., trash receptacles and parking structures). The Stage 2
WQMP shall list and describe all structural and non-structural BMPs. In addition, the
WQMP must also identify the entity responsible for the long-term inspection,
maintenance, and funding for all structural (and if applicable Treatment Control) BMPs.
Public Works Conditions
56. A sewer and water demand study shall be submitted for review and approval by the
Public Works and Municipal Operations Departments.
57. Reconstruct the curb, gutter, and sidewalk along the entire Dover Drive project
frontage.
58. The driveway approaches shall be reconstructed per City Standard STD-160-L-A. A
minimum 4-foot wide ADA compliant pedestrian path shall be provided around the
driveway approach.
59. No trees shall be planted within the limits of the sewer easement along the southerly
property line. Prior to building permit issuance, the easement shall be identified on the
landscape plans.
03-03-2015
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Planning Commission Resolution No. ####
Page 15 of 15
60. A 14-foot wide minimum maintenance vehicle access road shall be provided along the
entire length of the sewer easement adjacent to the southerly property line.
61. Prior to the issuance of building permits, the project plans shall be modified to reflect a
14-foot wide access gate from the paved access roadway on-site to the residential
property at 731 St. James Place.
62. The parking layout shall comply with City Standard STD-805-L-A and STD-805-L-B.
63. Traffic signage shall be consistent with the latest edition of the California Manual of
Uniform Traffic Control Devices, including size, color, lettering, and shape.
64. County Sanitation District fees shall be paid prior to the issuance of any building
permits.
65. Prior to commencement of demolition and grading of the project, the applicant shall
submit a construction management and delivery plan to be reviewed and approved by
the Public Works Department. The plan shall include discussion of project phasing;
parking arrangements for both sites during construction; anticipated haul routes and
construction mitigation. Upon approval of the plan, the applicant shall be responsible
for implementing and complying with the stipulations set forth in the approved plan.
66. Traffic control and truck route plans shall be reviewed and approved by the Public
Works Department before their implementation. Large construction vehicles shall not
be permitted to travel narrow streets as determined by the Public Works Department.
Disruption caused by construction work along roadways and by movement of
construction vehicles shall be minimized by proper use of traffic control equipment and
flagman.
03-03-2015
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Attachment No. PC 2
Draft Resolution for Denial
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RESOLUTION NO. ####
A RESOLUTION OF THE PLANNING COMMISSION OF
THE CITY OF NEWPORT BEACH DENYING MINOR USE
PERMIT NO. UP2015-020 AND TRAFFIC STUDY NO.
TS2015-001 FOR A NEW PRESCHOOL LOCATED AT 745
DOVER DRIVE (PA2015-079)
THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS
FOLLOWS:
SECTION 1. STATEMENT OF FACTS.
1. An application was filed by the Environmental Nature Center, with respect to property
located at 745 Dover Drive, and legally described as Lot 3 of Lot Line Adjustment No.
LA2009-010 recorded in Document 117 408 L09 25 of Official Records of the County of
Orange, California, being a subdivision of a portion of Lot 148 of Tract 1218 as shown on
a map filed in Book 37, Pages 47 through 49 of Miscellaneous Maps, records of Orange
County, California. The applicant requests approval of a minor use permit and traffic
study.
2. The applicant proposes a minor use permit to allow a preschool/general day care
center with approximately 72 students and 10 staff members to operate from 7:00 a.m.
to 6:00 p.m., Monday through Friday. The proposed development includes the
construction of a 6,498-square-foot facility with classrooms and administrative offices,
a 25-space surface parking lot, and landscaped areas on a 1.25-acre vacant lot. A
Traffic Study is also required due to the projected increase in vehicle trips resulting
from the proposed project pursuant to the City's Traffic Phasing Ordinance.
3. The subject property is located within the OG (Office General) Zoning District and the
General Plan Land Use Element category is CO-G (General Commercial Office).
4. The subject property is not located within the coastal zone.
5. A public hearing was held on January 21, 2016, in the Council Chambers at 100 Civic
Center Drive, Newport Beach. A notice of time, place and purpose of the meeting was
given in accordance with the Newport Beach Municipal Code. Evidence, both written
and oral, was presented to, and considered by, the Planning Commission at this
meeting.
SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION.
1. Pursuant to Section 15270 of the California Environmental Quality Act (CEQA)
Guidelines, projects which a public agency rejects or disapproves are not subject to
CEQA review.
33
Planning Commission Resolution No. ######
Page 2 of 3
SECTION 3. REQUIRED FINDINGS.
In accordance with Section 20.52.020.E (Findings and Decision) of the Zoning Code,
preschool/day care centers located within the OG (Office General) Zoning District require the
approval of a minor use permit. The Planning Commission may approve a use permit only
after making each of the five required findings set forth in Section 20.52.020.F. In this case,
the Planning Commission was unable to make the required findings based upon the
following:
1. The Planning Commission determined, in this case, that the proposed use permit for a
preschool/day care center is inconsistent with the legislative intent of Title 20 of the
NBMC.
2. The design, location, size, and operating characteristics of the use are not compatible
with the allowed uses in the vicinity.
3. The site is not physically suitable in terms of design, location, shape, size, operating
characteristics.
4. The proposed preschool/day care center is neither required by code nor necessary for
the enjoyment of the property. If desired, and as shown through previously approved
building permits, the subject property can be utilized to comply with the requirements
of the NBMC and be used for general commercial or retail uses.
5. Granting of the use permit would provide special privileges to the subject property.
SECTION 4. DECISION.
NOW, THEREFORE, BE IT RESOLVED:
1. The Planning Commission of the City of Newport Beach hereby denies Minor Use Permit
No. UP2015-020 and Traffic Study No. TS2015-001.
2. This action shall become final and effective 14 days following the date this Resolution
was adopted unless within such time an appeal is filed with the City Clerk in
accordance with the provisions of Title 20 Planning and Zoning, of the Newport Beach
Municipal Code.
PASSED, APPROVED, AND ADOPTED THIS 21ST DAY OF JANUARY, 2016.
AYES:
NOES:
ABSTAIN:
ABSENT:
03-03-2015
S4
Planning Commission Resolution No. ######
Page 3 of 3
BY:
Kory Kramer, Chairman
BY:
Peter Koetting, Secretary
03-03-2015
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Site Photos
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View of subject property parking area facing south along Dover Drive. View of subject property facing south toward adjacent residences.
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View of subject property facing southwest toward adjacent residences. View of subject property facing west toward adjacent office dev4ment.
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Attachment No. PC 4
Materials Board and Project Renderings
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Attachment No. PC 5
CEQA Exemption Determination
-47
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Exemption Determination
Environmental Nature Center Preschool
745 Dover Drive
Newport Beach, CA
CEQA Section 15332. In-Fill Development Proiects
Class 32 exemptions for in-fill development projects are required to meet the following
conditions:
(a) The project is consistent with the applicable general plan designation and all
applicable general plan policies as well as with applicable zoning designation
and regulations.
The General Plan Land Use Element designates the site as CO-G (General
Commercial, Office), which is intended to provide for administrative, professional, and
medical offices with limited accessory retail and service uses. Hotels, motels, and
convalescent hospitals are not permitted. Development of the site will be consistent with
General Plan policies as indicated below. The proposed preschool/general day cay care
development is consistent with the 0.5 FAR for the subject property.
Land Use Policies
Policy LU2.1 Resident-Serving Land Uses. Accommodate uses that support
the needs of Newport Beach's residents including housing, retail,
services, employment, recreation, education, culture,
entertainment, civic engagement, and social and spiritual activity
that are in balance with community natural resources and open
spaces.
Policy LU2.2 Sustainable and Complete Community. Emphasize the
development of uses that enable Newport Beach to continue as a
self-sustaining community and minimize the need for residents to
travel outside of the community for retail, goods and services, and
employment.
Policy LU 2.8 Adequate Infrastructure. Accommodate the types, densities, and
mix of land uses that can be adequately supported by
transportation and utility infrastructure (water, sewer, storm
drainage, energy, and so on) and public services (schools, parks,
libraries, seniors, youth, police, fire, and so on).
Policy LU3.2 Growth and Change. Enhance existing neighborhoods, districts
and corridors, allowing for re-use and infill with uses that are
complementary in type, form, scale, and character. Changes in use
49
and/or density/intensity should be considered only in those areas
that are economically underperforming, are necessary to
accommodate Newport Beach's share of projected regional
population growth, improve the relationship and reduce commuting
distance between home and jobs, or enhance the values that
distinguish Newport Beach as a special place to live for its
residents. The scale of growth and new development shall be
coordinated with the provision of adequate infrastructure and public
services, including standards for acceptable traffic level of service.
Policy LU 4.1 Land Use Diagram. Accommodate land use development
consistent with the Land Use Plan. Figure LU1 depicts the general
distribution of uses throughout the City and Figure LU2 through
Figure LU15 depict specific use categories for each parcel within
defined Statistical Areas. Table LU1 (Land Use Plan Categories)
specifies the primary land use categories, types of uses, and, for
certain categories, the densities/intensities to be permitted. The
permitted densities/intensities or amount of development for land
use categories for which this is not included in Table LU1, are
specified on the Land Use Plan, Figure LU4 through Figure LU15.
These are intended to convey maximum and, in some cases,
minimums that may be permitted on any parcel within the
designation or as otherwise specified by Table LU2 (Anomaly
Locations).
The preschool use is intended to serve local residents and will provide an educational
service use to the community. The project is pursuing LEED platinum certification and
upholds the principals of creating a self-sustaining community. The use complements
the existing type and character of the nearby development, which includes a variety of
commercial and residential development. As further discussed in part (e) of this
analysis, there is adequate capacity in the sewer and water facilities, circulation, and
other public services and facilities to provide an adequate level of service to the
proposed development. The project (i.e., preschool) represents "in fill' development that
can be served by the existing infrastructure.
The subject property is located within the Office General (OG), which is intended to
provide for areas appropriate for administrative, professional, and medical offices with
limited accessory retail and service uses. Pursuant to Section 20.20.020 (Commercial
Zoning Districts Land Uses and Permit Requirements), day care general uses are a
principal permitted use subject to the approval of a minor use permit.
Project Design Policies
Policy 5.2.1 Architecture and Site Design. Require that new development
within existing commercial districts and corridors complement
existing uses and exhibit a high level of architectural and site
design in consideration of the following principals:
50
• Seamless connections and transitions with existing buildings,
except where developed as a free-standing building,
• modulation of building masses, elevations and rooflines to
promote visual interest,
• architectural treatment of all building elevations, including
ancillary facilities such as storage, truck loading and unloading,
and trash enclosures,
• treatment of the ground floor of buildings to promote pedestrian
activity by avoiding long continuous blank walls, incorporating
extensive glazing for transparency, and modulating and
articulating elevations to promote visual interest,
• clear identification of storefront entries,
• incorporation of signage that is integrated with the buildings'
architectural character,
• architectural treatment of parking structures consistent with
commercial buildings, including the incorporation of retail in the
ground floors where the parking structure faces a public street
or pedestrian way,
• extensive on-site landscaping, including mature vegetation to
provide a tree canopy to provide shade for customers,
• incorporation of plazas and expanded sidewalks to
accommodate pedestrian, outdoor dining, and other activities,
• clearly delineated pedestrian connections between business
areas, parking, and to adjoining neighborhoods and districts
(paving treatment, landscape, wayfinding signage, and so on),
• integration of building design and site planning elements that
reduce the consumption of water, energy, and other renewable
resources.
The proposed development includes a 6,498-square-foot preschool facility with three
classrooms and administrative offices separated by a covered corridor, a 25-space
surface parking lot, and landscaped areas. The building provides an inverted roofline
with insets to provide modulation at the entry along the street frontage. The building will
be constructed with high quality wood and glass materials and the project is seeking
LEED Platinum certification, which is intended to reduce water consumption and energy
use, with a conscious use of renewable resources. The green building and sustainability
objective of the applicant, the Environmental Nature Center, integrates the building
design with the natural environment and makes full use of landscaping on the site by
providing varied habitat regions throughout the outdoor play areas for children. The
parking area is easily accessible from Dover Drive and accommodates staff parking and
child drop-off and pick-up. Appropriate pedestrian connections are provided along
Dover Drive and into the preschool from the adjacent surface parking area.
51
Neighborhood Compatibility Policies
Policy LU5.2.2 Buffering Residential Areas. Require that commercial uses
adjoining residential neighborhoods be designed to be compatible
and minimize impacts through such techniques as:
• Incorporation of landscape, decorative walls, enclosed trash
containers, downward focused lighting fixtures, and/or
comparable buffering elements;
• Attractive architectural treatment of elevations facing the
residential neighborhood;
• Location of automobile and truck access to prevent impacts on
neighborhood traffic and privacy.
Policy LU6.16.5 Compatibility of Business Operations with Adjoining
Residential Neighborhoods. Work with local businesses to
ensure that retail, office, and other uses do not adversely impact
adjoining residential neighborhoods. This may include strategies
addressing hours of operation, employee loitering, trash pickup,
truck delivery hours, customer arrivals and departures, and other
activities.
Policy LU6.16.6 Design Compatibility with Adjoining Residential
Neighborhoods. Require that building elevations facing adjoining
residential units be designed to convey a high-quality character and
ensure privacy of the residents, and that properties be developed to
mitigate to the maximum extend feasible impacts of lighting, noise,
odor, trash storage, truck deliveries, and other business related
activities. Building elevations shall be architecturally treated and
walls, if used as buffers, shall be well-designed and landscaped to
reflect the areas residential village character.
The proposed project incorporates a variety of features to ensure neighborhood
compatibility, including a 6-foot high trex fence system located at the southerly property
line adjacent to the residential properties to reduce sound from children playing. A 14-
foot wide access drive is located on the project site adjacent to the fence and defines
the southerly boundary of the outdoor play areas for the preschool to further buffer the
noise source of children at play from the nearby residences. An enclosed trash
enclosure is located along the southerly portion of the site to minimize odors and noise
to the nearby properties. The preschool operation will provide staggered pick-up and
drop-off times for children in order to manage circulation and parking demands within
the proposed parking lot.
Adequate setbacks are incorporated into the project design to ensure that the preschool
will be compatible with the adjoining residential properties. A 26-foot setback is provided
between the nearest residences to the administrative buildings and a much wider
separation (greater than 30 feet) is provided between the classroom/assembly buildings
and the nearest residential properties to the south.
52
(b) The proposed development occurs within city limits on a project site of no
more than five acres substantially surrounded by urban uses.
The combined project site is within the Newport Beach city limits, and consists of 54,348
square feet or 1.25-acres of land area. While the project site is bounded on the west by
the existing Environmental Nature Center facility, it is surrounded by commercial office,
gym, and medical office uses to the north, residential uses to the south of the site, and
private institutional uses (a church) and Castaways Park to the east across Dover Drive.
(c) The project site has no value, as habitat for endangered, rare or threatened
species.
The subject property is vacant and has no native vegetation and/or habitat. The site was
previously developed with a convalescent home and a disturbed children's care facility
before the building was demolished in 2007. There is no potential for special-status
plants or animals to exist on the vacant lot. The project would not encroach into any
jurisdictional waters or areas that support native and/or sensitive habitat. The property
does not provide any wetland area and fully complies with current City policy (Coastal
Land Use Policy 4.2.2.3). Thus, there would be no significant indirect impacts to wetland
ESHA associated with the project. For these reasons, the project site has no value as
habitat for endangered, rare or threatened species. Given the urban character of the
surrounding area, no significant impacts to biological resources would occur.
(d)Approval of the project would not result in any significant effects relating to
traffic, noise, air quality, or water quality.
A traffic study, titled "Traffic Impact Analysis ENC Preschool Project City of Newport
Beach"dated July 28, 2015, (Provided as Exhibit A) was prepared by DKS Associates
under the supervision of the City Traffic Engineer pursuant to the Traffic Phasing
Ordinance (TPO) and its implementing guidelines. The Traffic Study concluded that the
project generated trips would not result in a significant traffic impact. Construction of the
project is anticipated to be completed in 2017. The project is expected to generate 315
new trips on a typical weekday, with 57 morning peak hour trips and 58 evening peak
hour trips. The Traffic Study indicates that the project will neither cause nor make
worse an unsatisfactory level of service at any impacted primary intersection, and all
intersections studied are forecasted to continue to operate at acceptable Levels of
Service. As such, the project-related traffic would not cause or contribute to an
unacceptable level of service with the circulation network adjacent to the project site.
The project will provide adequate, convenient parking for staff and children drop-off
based upon the review of the City's Traffic Engineer. Approval of the project would not
result in any significant effect related to traffic or circulation.
An acoustical report prepared October 1, 2015, together with a memorandum prepared
October 29, 2015, (Exhibit B) confirms that sound levels will remain in compliance with
the noise standards of the Municipal Code. The sample sound measurements
determined the sound levels of 20 children in a recess/free play setting to be 68.6
53
db(A)' Lege and 80.2 dB (A) Lmax3 at a distance of 15 feet. The acoustical report
incorporates distance loss into the analysis and determines that the maximum sound
source receptor levels result in a noise level of 55 dB(A) Leq and 67 dB(A) Lmax at the
residential properties. With appropriate noise control measures incorporated into the
design of the proposed project (e.g., limitations on number of children at play in the
outdoor play areas, a 14-foot noise buffer, and 6-foot high trex screen wall), no
significant noise impacts will occur and the interior noise levels would comply with the
City's exterior noise standard of 55 dBA Leq and 75 dBA Lmax. Additionally, the
proposed project will comply with all applicable provisions of the City's Noise Ordinance,
which allows for construction between specific hours as set forth in Chapter 10.28 of the
NBMC.
The primary source of noise impacting the project site is the traffic generated on Dover
Drive. It is estimated that future traffic noise exposure will be approximately 70 dB in the
site's proposed parking lot abutting Dover Drive. The acoustical report denotes that the
current ambient noise level at the children's play area is 55.4 db(A) and the proposed
preschool building will serve as a buffer from Dover Drive to diminish traffic noise for
children at play. The project must also be consistent with the City's interior noise
standards established in the General Plan Noise Element, including Policy N1.1, N1.2,
and N1.5.
Neither short-term nor long-term air pollutant emissions will exceed significance
thresholds established by the SCAQMD4. Nonetheless, the proposed project is required
to comply with applicable SCAQMD regulations. Therefore, approval of the project
would not result in any significant effects relating to air quality.
A preliminary Water Quality Management Plan (Exhibit C) has been reviewed and
approved by the City of Newport Beach and implementation of the proposed project
would not result in potentially significant impacts to the drainage patterns on-site.
Project storm water must comply with all applicable Municipal Separate Storm Systems
(MS4) requirements to ensure that impacts to surface and ground water quality do not
occur. Water quality objectives will be achieved through the incorporation of Best
Management Practices (BMPs) identified in the preliminary Water Quality Management
Plan (Exhibit C) during construction and post-project implementation. Project
implementation will not change the general drainage pattern of the project site. Current
on-site drainage patterns consist of surface flow across the site and into existing grate
inlets at the southwest and southeast corners of the site. Storm runoff from the
neighboring residential development slope collected along the property line also
discharges into these two grate inlets. Runoff eventually discharges into two separate
OCFCD 54-inch storm drain pipes and connects to the City storm drain main in Dover
Drive. Under the proposed project, hardscape, parking lot runoff, and runoff from
landscape and play areas will be collected in proposed bioretention areas prior to
discharge into the underground storm drain system connecting to the existing southeast
' dB(A)Weights a sound spectrum relative to the sensitivity of the human ear.
Z Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMC).
'Lmax The maximum or peak sound level measured during the measurement period.
a hqp://www.agmd.gov/docs/default-source/ceqa/handbook/scaqmd-air-quality-significance-thresholds.pdPsfvrsn=2
5
and southwest grate inlets. Approval of the project would not result in any significant
effect related to water quality. Furthermore, the existing drainage facilities have
adequate capacity to accommodate the increase in surface runoff generated by the
proposed project based upon the review by the project's engineer.
(e) The site can be adequately served by all required utilities and public services.
All required utilities, including sewer, water, energy, telephone, etc., exist within the
project site. A domestic water service and meter and fire water service and meter are
located toward the northern property line along Dover Drive. A recently installed sewer
line is located within an easement along the southern property line. The southern
portion of the site provides drainage and utility access via several easements (sewer,
storm drain, utilities, telephone, and Southern California Edison) and the new project will
maintain access to these easements and utility infrastructure. A water/waste water
calculation has been prepared for the proposed development (Exhibit D). Project
implementation is estimated to utilize less water and waste water than the prior
convalescent and care facility uses that occupied the property prior to 2007.
Development of a preschool on the vacant lot, which does not generate water or waste
water demand, is estimated to result in an increase of 1,260 GPD of waste water
generation and 3,732 GPD of water demand. No backbone facilities (i.e., master-
planned roads and/or utilities) will be required to accommodate the proposed project.
The nearest fire station is less than one (1) mile north of the project site at Irvine
Avenue and Dover Drive. Furthermore, all of the public services, including police and
fire protection, schools and parks and recreation, etc., are adequate to accommodate
the proposed project. Thus, the site can be adequately served by all required utilities
and public services.
Determination
CEQA Class 32 consists of projects characterized as in-fill development meeting the
conditions described above. The proposed project consists of the development of a new
preschool/general day care with required off-street parking and is consistent with the
City's General Plan land use designation (General Commercial Office) and zoning
designations (Office General) as it provides a resident-serving service use in close
proximity to nearby residences and nonresidential uses in the area. There is no
reasonable probability that the proposed project will have a significant effect on the
environment due to unusual circumstances, nor will the project result in any short-term
or long-term impacts that were not previously considered in the Newport Beach General
Plan and General Plan EIR. As described above, implementation of the proposed
project will not result in any adverse effects on sensitive biological resources, traffic, air
quality, noise or water quality. Therefore, the proposed project meets all of the
conditions described above for in-fill development and qualifies for a Class 32
exemption.
55
Exhibit A
Traffic Study
(Refer to Attachment No. 6 of the
Planning Commission Staff Report)
150
Exhibit B
Acoustical Study
(Refer to Attachment No. 7 of the
Planning Commission Staff Report)
Exhibit C
Preliminary Water Quality
Management Plan
5g
BAGAHI ENGINEERING INC.
GEOTECHNICS & FOUNDATIONS
21 CHICORY WAY
IRVINE, CA 92612
TEL(949)679-7650 •FAX(949)679-7656
TRANSMITTAL
To: City of Newport Beach Date: 12_2-
Attention: Permit Technician
Subject: Fees for Services: 9� .
TASK: �' `+c !°/ G� A�/
P/C Number: A ZQ / �-- O 7;2
Address: a
Remarks:
City transmittal letter.doc
Conceptual Water Quality
Management Plan (WQMP)
A Priority Project
Project Name:
Environmental Nature Center Preschool
745 Dover Drive
Newport Beach, CA 92663
Prepared for:
Environmental Nature Center 160116 th Street
Newport Beach, CA 92663
949-645-8489
Prepared by:
LPA, Inc.
Engineer: Kathereen Shinkai, PE Registration No.68369
21 �
5161 California Avenue, Suite 100
Irvine, CA 92617
949-261-1001
ry G 2 w
December 11, 2015 z ^❑❑ "S
9 OF ESSIpN
M. S,yi �2
K/ R.C.E. 68369
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EXP. 9-30-17
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_ Water Quality Management Plan(WQMP)
Environmental Nature Center Preschool
Project Owner's Certification
Permit/Application No. Grading Permit No.
-- Lot 3 of
Tract/Parcel Map No. LLA 2009-010 Building Permit No.
CUP,SUP,and/or APN(Specify Lot Numbers if Portions of Tract) APN 117-$11-03
This Water Quality Management Plan(WQMP)has been prepared for Environmental Nature
Center by LPA,Inc.. The WQMP is intended to comply with the requirements of the local
NPDES Stormwater Program requiring the preparation of the plan.
The undersigned,while it owns the subject property,is responsible for the implementation of
the provisions of this plan and will ensure that this plan is amended as appropriate to reflect
up-to-date conditions on the site consistent with the current Orange County Drainage Area
Management Plan(DAMP) and the intent of the non-point source NPDES Permit for Waste
Discharge Requirements for the County of Orange,Orange County Flood Control District and
the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned
transfers its interest in the property,its successors-in-interest shall bear the aforementioned
responsibility to implement and amend the WQMP. An appropriate number of approved and
signed copies of this document shall be available on the subject site in perpetuity.
Owner: Be Glover
Title Executive Director
Company Environmental Nature Center
Address 160116f Street,Newport Beach,CA 92663
Email Bo@encenter.org
Telephone# 949.645-M9
SignatureDate
Errorl Reference source not found. Owner's Certification
Water Quality Management Plan(WQMP)
Environmental Nature Center Preschool
Contents Page No.
Section I Discretionary Permit(s) and Water Quality Conditions.....................................3
SectionII Project Description..........................................................................................4
Section III Site Description ...........................................................................................10
Section IV Best Management Practices (BMPs).............................................................12
Section V Inspection/Maintenance Responsibility for BMPs..........................................24
Section VI Site Plan and Drainage Plan .........................................................................26
Section VII Educational Materials..................................................................................27
Attachments
Attachment A. .....................................................................BMP Calculations and Details
Attachment B. ...............................................Inspection and Maintenance Responsibility
Attachment C. .................................................................................Educational Materials
Error! Reference source not found. Owner's Certification
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
Section I Discretionary Permit(s) and
Water Quality Conditions
12
.M.R
N
ma 11, -,
—Lot3 of LLA 2009
Permit/Application No. Tract/Parcel Map No. I
010
Additional Information/ 1
The City of Newport Beach is the approving agency for this site.
Comments:
Vllater —7777,
Quality Gond�tons
Water Quality No formal Conditions of Approval has been issued at the time.
Conditions
(list verbatim)
7=,1,77777- 77,77,
Watershed Plan
Conditions
'The -w
Provide applicable 'TheNewport Bay Watershed Infiltration and Hydromodification
1conditions from watershed- Management Plan(WHIMP)has not been prepared at this time.
based plans including
WIHMPs and TMDLS. Applicable TMDLs are listed in Section 111-3.
1
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WQMP.docx Page 3
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
Section Il Project Description
I1.1 Project Description
""T ... ....
g
cri p, idin ProJectt
2
Development Category Preschool
(Verbatim from WQMP)-
........................................... .............. ........................................................ .............................. ....................
Project Area(SF):54,386 SF I Number of Dwelling Units: N/A SIC Code: 8211
................ ................................. ........................................ ................................. .............................. ....................
The project site is located at 745 Dover Drive in Newport Beach,
California. The project site is currently vacant. It is bounded by Dover
Drive to the east,Environmental Nature Center to the west, a
commercial development to the north and a residential development to
the south. The proposed project will consist of two single-story
buildings, play areas,landscape areas and a parking lot of 25 parking
stalls that includes one accessible parking stall.
Narrative Project 2 The proposed project does not include food preparation,cooking and
Description:
eating area.
The proposed project does not have delivery areas and loading docks.
The proposed project does not have an outdoor materials storage area.
Activities routinely conducted outdoor will be students playing at the
play areas during normal school hours.
There are no activities associated with equipment or vehicle
maintenance and repair,including washing or cleaning.
Project site is not used for residential purposes.
................................................:
............................... ................................................................ ...........................
Pervious
Impervious
:................................v............................ ............................... .........................
Project Area Area
Area
Percentage
Percentage
(acres or sq ft) (acres or sq ft)
.................................................. ................................ .............................................................. ....................I.......
Pre-Project Conditions
44,186 SF 81% 10,200 Sr, 19%
.................................I........ ...... ......................... ............ ..........
.................................. ............................
Post-Project Conditions 19,695 SF
36% 34,691 SF 64%
.............................I....... ............ ................................ ............................. ....... .......................... ............................
Drainage Existing site topography can be characterized as relative flat sloping
Patterns/Connections from north to south. There is about a 4 feet drop in elevation from 60
feet to 56 feet at the shared driveway at the northeast corner. The rest of
Errorl Reference source not found. Section III
WQMP.docx Page 4
Water Quality Management Plan (WQMP) -
Environmental Nature Center Preschool
E the site ranges from approximately 56 feet on the north to
pP Y
approximately 55 feet along the western portion. Portion of the existing
site adjacent to Dover Drive is concrete paved.
Current onsite drainage patterns consist of surface flow across the site
E and into existing grate inlets at the southwest and southeast corners of
the site. Storm runoff from the neighboring residential development
slope collected along the property line also discharges into these two
grate inlets. Runoff eventually discharges into two separate OCFCD
e 54-inch storm drain pipes and connect to the city storm drain main in
c Dover Drive.
Runoff from the adjacent commercial site is collected in a concrete v-
gutter and discharged into an existing grate inlet located at the end of
the v-gutter on the project site.Runoff is discharged via an 8-inch pipe
c to the southeast grate inlet that connects to the OCFCD 54-inch pipe.
Errorl Reference source not found. Section III
WQMP.docx Page 5
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
H.2 Potential Stormwater Pollutants
"P llkfthftOf-Cd' t h
Circle One:
E=Expected to
Pollutant be of concern Additional Information and Comments
N=Not Expected
to be of concern
Suspended-Solid/ Sediment E N
Nutrientsd N
--
Heavy Metals N
..........................
Pathogens (Bacteria/Virus) N
Pesticides N
- -----------.. ...... .............------
Oil and Grease N
.... .----- _ .- ........
Toxic Organic Compounds 11L) N
Trash and Debris O N
Error[Reference source not found. Section III
WQMP.docx Page 6
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
II.3 Hydrologic Conditions of Concern
® No-Show map
❑Yes-Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the
TGD.
.. ..
ZZ
w
HH(U 1bnE-
1
...-
--------- -3d
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WQMP.docx Page 7
07
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
II.4 Post Development Drainage Characteristics
Hardscape and parking lot runoff surface flow across the decorative pavers in the parking lot area
into the bioretention planters along the Dover Drive frontage for water quality treatment. Treated
flow will be discharged via an 8-inch pipe into the existing grate inlet at the southeast corner
connecting to an existing 54-inch OCPCD storm drain pipe.
Runoff from the landscape and play area in the back will be collected in bioretention areas prior to
discharge into the underground storm drain system connecting to the existing southwest grate inlet.
It should be noted that building roof drains location and site grading design has not yet been
finalized at this time. However, all site runoff is anticipated to be directed to bioretention areas for
water quality treatment prior to discharge to the underground storm drain system.
Runoff from the adjacent commercial site collected in a concrete v-gutter will be discharged into a
proposed grate inlet located at the end of the new v-gutter at the property Pune. It will be conveyed
via an 8-inch pipe to the southeast grate inlet that connects to the OCFCD 54-inch pipe.
Runoff from the neighboring residential development slope will be collected in a concrete v-gutter
located at the bottom of the slope along the property line and directed into the two existing grate
inlets.
II.5 Property Ownership/Management
This WQMP is the responsibility of. the Environmental Nature Center to maintain and oversee. All
required inspections and maintenance will be performed and documented by the owner and/ or
their appointed maintenance contractor(s).
Errorl Reference source not found. Section III
WQMP.docx Pa9ft
Water quality Management Plan (WQMP)
Environmental Nature Center Preschool
Section III Site Description
III.f Physical Setting
Planning Area/ N/A
Community Name
s
745 Dover Drive
Location/Address
Newport.Beach, CA
Land Use General Commercial Office (CO-G)
Zonm
g Office General (OG)
Acreage 1.25 ac
Predominant Soil Type Type D (OCTGD Figure XVI-2a)
111.2 Site Characteristics
Precipitation Zone Between 0.65" and 0.7" from the OCTGD Figure XVI-1 Rainfall Zones
. .._,.,...._,..
Existing site topography can be characterized as relative flat sloping
from north to south. There is about a 4 feet drop in elevation from 60
feet to 56 feet at the shared driveway at the northeast corner. The rest
Topography of the site ranges from approximately 56 feet on the north to
approximately 55 feet along the western portion.
Hardscape and parking lot runoff surface flow across the decorative
pavers in the parking lot area into the bioretention planters along the
Drainage
Dover Drive frontage for water quality treatment. Treated flow will
Patterns/Connections j be discharged via an 8-inch pipe into the existing grate inlet at the
southeast corner connecting to an existing 54-inch OCFCD storm.
drain pipe.
Runoff from the landscape and play area in the back will be collected in
Errorl Reference source not found. Section III
WQMP.docx Pace 9�
Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
------ ___._.._. .__
bioretention areas prior to discharge into the underground storm drain
system connecting to the existing southwest grate inlet.
It should be rioted that building roof drains location and site grading
design has not yet been finalized at this time. However, all site runoff
is anticipated to be directed to bioretention areas for water quality
treatment prior to discharge to the underground storm drain system.
1 Runoff from the adjacent commercial site collected in a concrete v-
gutter will be discharged into a proposed grate iidet located at the
3 end of the new v-gutter at the property line. It will be conveyed via
an 8-inch pipe to the southeast grate inlet that connects to the OCFCD
54-inch pipe.
Runoff from the neighboring residential development slope will be
collected in a concrete v-gutter located at the bottom of the slope
along the property line and directed into the two existing grate inlets.
..... .............. ...........
The site is underlain by undocumented artificial fill and old paralic
terrace deposits underlain by sediments of Tertiary-aged Capistrano
Formation bedrock. The depth of artificial fill is approximately 4 feet
per the soils report.
Soil Type, Geology, and
Infiltration Propel-ties The project site has soil types classified as primarily Type D soils per
OCTCD Figure XVI-2a.Groundwater is encountered at 10 feet below
existing grade.
The site is not feasible for infiltration because of the existing 4 feet of
artificial.fill.
Errorl Reference source not found. Section III
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Water Quality Management Plan (WQMP)
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Site Characteristics (continued)
--�__.. ._. . ..... -----------
Groundwater was encountered at 10 feet below ground surface
during drilling.Groundwater was observed at 8 feet below ground
Hydrogeologic surface in an open excavation at the southeast corner of the site.
(Groundwater) Conditions
Refer to Worksheet I for groundwater-related feasibility in
Attachment A.
Geotechnical Conditions The site is not feasible for infiltration because of the existing 4 feet of
(relevant to infiltration) artificial fill.
Off-Site Drainage There is no offsite drainage entering the site. No changes will be
made to the existing offsite drainage patterns by this project.
The existing grate inlet at the southwest corner ties to an existing 54-
inch OCFCD storm drain system with a treatment unit downstream.
The existing grate inlet at the southeast corner ties to another existing
54-inch OCFCD storm drain system.There are also two existing grate
inlets that capture the runoff from the adjacent commercial site, Pipe
Utility and Infrastructure size ranges from 6 to 8-inch. These pipes are tied to the existing
Information southeast grate inlet.
New PVC pipes will be installed to connect the bioretention planters
to the existing southeast grate inlet.
New PVC pipes will be installed to connect small grate inlet at the
landscape area in the back to the existing southwest grate inlet.
Error! Reference source not found. Section III
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III.3 Watershed Description
[[Environmentally
ng Waters Lower Newport Bay
Listed Impairments Chlordane, Copper,DDT, Indicator Bacteria,Nutrients, PCBs,
f Pesticides, Sediment Toxicity
., , .,..able TMDLs Metals Nutrients,Pathogens,Pesticides/Priority Organics, Siltation
nts o£Concern for Copper,Indicator Bacteria,Nutrients,Pesticides, Suspended Soils,
ject Pathogens, O.il and Grease,Trash and Debris
mentally Sensitiveecial BiologicalLower Newport Bay
ant Areas
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Section IV Best Management Practices (BMPs)
IV. 1 Project Performance Criteria
(NOC Pennit.Area only)Is there an approved WIHNIP or equivalent
for the project area that includes more stringent LID feasibility YES❑ NO
criteria or if there are opportunities identified for implementing LID
on regional or sub-regional.basis?
If yes,describe WIHNW
feasibility criteria or
regional/sub-regional LID Not Applicable
opportunities.
Error! Reference source not found. Section N
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Project Performance Cri-teria"�(continued)
If HCOC exists,
list applicable
hydromodification There are no Hydrologic Conditions of Concern for this site as based on the
control Orange County Technical Guidance Document Map XVI-3b.HCOC does not
performance
exist because downstream system is either concrete lined or piped.
criteria(Section
7.II-2.4.2.2 in
MWQMP)
List applicable LID
performance
criteria (Section 1. Biotreatment
7.1I-2.4.3 from
MWQMP)
___... ...._.e...__....................................................................... _— -
List applicable
treatment control 1. BIO-1: Bioretention with Underdrains
BMP performance
criteria (Section
7.II-3.2.2 from
MWQMP)
_ ._.._-._.._..._.__.._._......._........_..__,_...._...........-...-_-------- -
1.. Bioretention with Underdrains DCV
d=0.7 in Fig. XVI-1
Calculate LID imp=0.64=> C=0.75*0.64+0.15=0.63
design storm Area=1.25 ac
capture volume DCV=C*d*A*43560/12
for Project.
=(0,63)(0.7)(1.25)(43560)/12
=2,001 CF
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IV.2. SITE DESIGN AND DRAINAGE PLAN
Site Design BMPs
Minimize Impervious Area:Landscape area is maximized wherever feasible to improve
permeability for this project.
Maximize natural infiltration:Landscape area is maximized wherever feasible to improve
permeability for this project.
Disconnect Impervious Area: Runoff form the walkway is routed to adjacent landscape areas
before entering the underground storm.drain system.
Protect existing vegetation and sensitive areas:Existing.landscaping on the slope behind the
retaining wall is to remain.
Re-vegetate disturbed areas: Landscape area is maximized wherever feasible for this project.
Low Impact Design(LID) BMPs will be utilized to treat storm water runoff where feasible.The
proposed site will utilize Bioretention with Underdmains (BA]-1) and stormwater planter box to
treat on-site drainage.
Bioretention is a soil and plant-based filtration device that removes pollutants. It typically consists
of a ponding area, a mulch layer,planting soil and plants.The advantages of bioretention include
providing shade, absorbing noise,improving landscaped areas and enhancing the quality of
downstream water bodies by temporarily storing runoff in the BMP and releasing it over a period
of time.
A typical section of the bioretention planter consists of 3" mulch,24" minimum of loamy sand soil,
and 6" of wash gravel placed below,to the top and sides of a perforated underdrain pipe. It will be
contained by either an impermeable liner or a concrete structure to prevent infiltration.The
underdrain system routes the treated runoff to the onsite storm drain pipes.
The location of the proposed BMP5 can be referenced in the WQMP Exhibit.
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IV.3 LID BMP SELECTION AND PROTECT CONFORMANCE ANALYSIS
IV.3.1 Hydrologic Source Controls
Not Applicable
Name Included?
Localized on-lot infiltration ❑
Impervious area dispersion(e.g.roof top El
Street trees(canopy interception) ❑ -
Residential rain barrels(not actively managed) ❑
Green roofs/Brown roofs ❑ _
Blue roofs ❑
Impervious area reduction(e.g.permeable ❑
pavers,site design) -
Other: ❑
Other: ❑
Other: ❑
Oti.er: ❑
Other: ❑
Other:
Other: ❑
Other: ❑
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IV.3.2 Infiltration BMPs
Name Included?
Bioretention without underdrains ❑
Rain gardens ❑
Porous landscaping ❑
Infiltration planters ❑
Retention swales ❑
Infiltration trenches ❑
Infiltration basins ❑
Drywells ❑
Subsurface infiltration galleries ❑
French drains ❑
Permeable asphalt p
Permeable concrete ❑
LPermeableete pavers ❑❑❑
Not Applicable
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IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs
Name Included?
All HSGs;See Section 1V.3.1 ❑
Surface-based infiltration BMPs ❑
Biotreatment TIMPs ❑
Above-ground cisterns and basins ❑
Underground detention ❑
Other: ❑
Other: ❑
Other: ❑
Not:Ceasible.-See Worksheet J in Attachment A.
Lmmmm�- I
Errorl Reference source not found. Section IV
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IV.3.4 Biotreatment BMPs
Name Included?
Bioretention with under drains
Stormwater planter boxes with underdrains
Pain gardens with underdrains ❑
Constructed wetlands ❑
Vegetated swales ❑ _
Vegetated filter strips ❑
Proprietary vegetated biotreatment systems ❑
Wet extended detention basin ❑
Dry extended detention basins ❑
Other: ❑
Other: ❑
See Attachment A for calculations.
Error!Reference source not found. Section IV
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Environmental Nature Center Preschool
IV.3.5 Hydromodification Control BMPs
Not Applicable
BMP Name BMP Description
IV.3.6 Regional/Sub-Regional LID BMPs
eg
.;,,R.,, i0041/Sub Regional LID BMPs
Not Applicable
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XV.3.7 Treatment Control BMPs
Not Applicable
A'.
LIP
-P
BMP Name BMP Description
Error! Reference source not found. Section IV
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IV.3.8 Non-structural Source Control BMPs
Non;St ourcetib"'
Check One
Identifier Name If not applicable,state brief
Included Not reason
Applicable
NI Education for Property Owners,
Tenants and Occupants
.......N2..... A.ctiv.......i t y.Restrictions. . . . ........................... ........0....... ......1.0........ ...............I......I.....................I.
......................................................................................... ..................... ..................I...........................
N3 Common Area Landscape
Management ED El
............................................................................. ................. ........I............ . .......................I.................
N4 BMP Maintenance 0 F1
................... ...I.................................................. .......... ..................... ......................I........ ...........
N5 Title 22 CCR Compliance(How No hazardous waste associated
development will comply) with this project,
................... .............. ......................................... .......... ......... ....... ................. .................
N6 Local Industrial Permit Compliance E] industrial use.
................... .......... ......... ................................... .............. . ............... ..........................................
N70 0 No hazardous liquids to be
Spill Contingency Plan stored on-site.
................... ..............................'................... ................. ..................... ............_...............................
NS Underground Storage Tank El 0 No underground storage tanks
Compliance located on-site.
................... ....I................................................... ................. .............I....... ........I........I.....-.....................
N9 Hazardous Materials DisclosureEl 9 No hazardous materials located
Compliance oil-site.
..............I.... ......................................... .......... ................. ..................... ............. ...............11.........
NI01:1 0 No hazardous materials
Uniform Fire Code Implementation associated with this project.
...... .. ..
Common Area Litter Control ID E❑I
............ ...................................................... . ................. ...............11,... .........................I....................
N12 Employee Training ID 1:1
................... ........................................................ ................. ..................... .................................. ...........
N13 Housekeeping of Loading Docks 0 G] No loading docks on-site.
................... ........................................................ ................. ..................... .............................................
M14 Common Area Catch Basin Inspection E El
................... ......................................... ....... ...... ................. ................... . ... ............................ ........
N15 Street Sweeping Private.Streets and
Parking Lots 0 1-1
.............................. ..................... ..*................*..........................
N16 No retail gasoline outlets
a
Rcf1:1 N
Gasoline Outlets ❑ located on-site.
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TV.3.9 Structural Source Control BMPs
Check One
Identifier Name - If not applicable,state brief
Included Not reason
Applicable
51 Provide storm drain system stenciling
Eland signage El
Design and construct outdoor material There are no outdoor storage
S2 Storage areas to reduce pollution El
introduction locations on-site.
Design and construct trash and waste
53 storage areas to reduce pollution
introduction
Use efficient irrigation systems&
FA landscape design,water conservation,
smart controllers,and source control
S5 Protect slopes and channels and El0 There are no significant slopes or
provide energy dissipation velocities on-site.
Incorporate requirements applicable to
individual priority project categories z ❑
(from SDRWQCB NPDES Permit)
S6 Dock areas El Z There are no dock areas on-site.
There are no maintenance bays
57 Maintenance bays on-site.
58 Vehicle wash areas There are no vehicle wash areas
on-site.
$9 Outdoor processing areas ❑ There are no outdoor processing
areas on-site.
SIO Equipment wash areas ❑ There are no equipment wash
areas on-site.
S11 Fueling areas ore are no fueling areas on-site.
There are no significant hillsides
S12 Hillside landscaping EJ 0 oil-site.
S13 Wash water control for foodThere are no food preparation
preparation areas El 0 areas oil-site.
S14 Community car wash racks El There are no community wash
racks on-site.
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IV.4 ALTERNATIVE COMPLIANCE PLAN (IF APPLICABLE)
IV.4.1 Water Quality Credits
Description S
f Proposed JK ec
Project Types that Qualify for Water Quality Credits (Select all that apply):
----------------- ----------...............
'-Mie-je'veTo�—
iiieii—t---"-"-i'E]Brownfield redevelopment,meaning ❑ Higher density development projects which
projects that reduce the redevelopment,expansion,or reuse of real include two distinct categories(credits can only
overall impervious property which may be complicated by the be taken for one category):those with more than
footprint of the project j presence or potential presence of hazardous seven units per acre of development(lower credit
site,
substances,pollutants or contaminants,and allowance);vertical density developments,for
which have the potential to contribute to i example,those with a Floor to Area Ratio(FAR)
adverse ground or surface WQ if not
1 of 2 or those having more than 18 units per acre
I
redeveloped. i (greater credit allowance),
-.0-K..................................... --------------'--................. ----------------------------------------
iixed use development,'Z"�,-a's-a-------- E]Tr�insit-orimteddevelopiri�ts.su.c asamixej Redevelopment
combination of residential,commercial, use residential or commercial area designed to i projects in an established
industrial,office,institutional,or other land j maximize access to public transportation;similar to historic district,historic
uses which incorporate design principles
above criterion,but where the development center is preservation area,or
that can demonstrate environmental benefits within one half mile of a mass transit center(e.g.bus, similar significant city
that would not be realized through single rail,light rail or commuter train station).Such area including core City
use projects(e.g.reduced vehicle trip traffic projects would not be able to take credit for both Center areas(to be
with the potential to reduce sources of water categories,but may have greater credit assigned defined through
or air pollution).
mapping).
.................... ...................................................... .... -------..........................—... ................... ..
.. ..—...........
0 ❑ Live-work developments,a Oln-fill projects,the
[31Developments with ❑ Developments variety of developments designed conversion of empty lots
dedication of undeveloped in historic to support residential and and other underused
portions to parks, Deve lopnients districts or vocational needs together- spaces into more
preservation areas and in a city center historic similar to criteria to mixed use beneficially used spices,
other pervious uses. area. preservation development,would not be able such as residential or
areas. to take credit for both categories. commercial areas.
_____---------_.__._--_---..-..--r--------- ..................... ---------------- ------------ ---------------------- .........-----------------
Calculation of
Water Quality
Credits Not Applicable
(if applicable)
Errorl Reference source not found. Section IV
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Environmental Nature Center Preschool
IV.4.2 Alternative Compliance Plan Information
Not Applicable
Error!Reference source not found. Section IV
WQMP,doa Page 25
gJT
Water Quality Management Plan(WQMP)
Environmental Nature Center Preschool
Section V Inspection/Maintenance
Responsibility for BMPs
See ee Attachment B
P ,,I
i6n/
I t'f)j, .......
Minimum
BMP Frequency
ActivitiesPartys) Activities
Error] Reference source not found. Section V
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Water Quality Management Plan(WQMP) -
Environmental Nature Center Preschool
Section VI Site Plan and Drainage Plan
VI.1 SITE PLAN AND DRAINAGE PLAN
Include a site plan and drainage plan sheet set containing the following minimum information:
• Project location.
• Site boundary
• Land uses and land covers, as applicable
• Suitability/feasibility constraints
• Structural BMP locations
• Drainage delineations and flow information
• Drainage connections
• BMP details
VI.2 ELECTRONIC DATA SUBMITTAL
The minimum requirement is to provide submittal of PDF exhibits in addition to hard copies.
Format must not require specialized software to open.
If the local jurisdiction requires specialized electronic document formats (CAD,GIS) to be
submitted,this section will be used to describe the contents (e.g.,layering,nomenclature,
georeferencing,etc.) of these documents so that they may be interpreted efficiently and accurately.
Error!Reference source not found. Section VII
WQMP.docx Page 27
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Water Quality Management Plan (WQMP)
Environmental Nature Center Preschool
Section VII Educational Materials
d U'Icp
Residential Material Check If Business Material Check If
(http://www.ocwatersheds.com) Applicable (http://www.acwatersheds.com) Applicable
The Ocean Begins at Your Front.Door Tips for the Automotive Industry ❑
Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar ❑
Tips for the Home Mechanic El Tips for the Food Service Industry ❑
Homeowners Guide for Sustainable Proper Maintenance Practices for Your
Water Use Business
Household`Tips ❑ Check If
Proper Disposal of Household Other Material
Hazardous Waste Attached
Recycle at Your Local Used Oil
El Tips for Protecting Your Watershed
Collection Center(North County) 0
Recycle at Your Local Used Oil
Collection Center(Central County) El IC7-Landscape Maintenance 0
Recycle at Your Loci]Used Oil
Collection Center(South County) El ICzi-Waste Handling and Disposal 9
Tips for Maintaining a Septic Tank
System ❑ SD-i3 Storm Drain Signage Z
Responsible Pest Control MISC-1 Planting/Storage Media
Sewer Spill
Tips for the Home improvement Projects
Tips for Horse Care El El
Tips for Landscaping and Gardening El
Tips for Pet Care E] E-1
Tips for Pool Maintenance El ❑
Tips for Residential Pool,Landscape and
❑
Hirdscape Drains El
Tips for Projects Using Paint El El
Error!Reference source not found. Section VII
WQMP.docx Page 28
Attachment A
BMP Calculationss
g9
r•
�g„ ����t•` DN w!'l � ray, �_-,, Gr: £ r � !. �C�..}- � /
l..V 1 - i
o,
4. � - .• _
f, E �F . •r i .(� ( - �:cR t� (J:u tr .
l x� i; 7-r
L , Wvb.
i
v
90
2_ o � i C'
q�
30Vd
c a gggg
1 i
I f;
J
o _ Oa5--I f
a
ern
s5
A
i
5
14
? - 1
� 1
Worksheet J: Summary of Harvested Water Demand and Feasibility
1 What demands for harvested water exist in the tributary area (check all that apply):
2 Toilet and urinal flushing
3 Landscape irrigation x
4 Other:
5 What is the design capture storm depth'? (Figure 111.1) d 0.70 inches
6 What is the project size? A 1.25 ac
7 What is the acreage of impervious area? IA 0.80 ac
For projects with multiple types of demand (toiat flushing, irrigation demand, and/or other demand)
8 What is the minimum use required for partial capture? (Table N/A d
X.6) gp
9 What is the project estimated wet season total daily use N/A d
(Section X.2)? gp
10 Is partial capture potentially feasible? (Line 9 > Line 8?) N/A
For projects with only .
11 What is the minimum TUTIA for partial capture? (Table X.7) N/A
12 What is the project estimated TUTIA? N/A
13 Is partial capture potentially feasible? (Line 12 > Line 11?) N/A
For projectsonly irrigation .
What is the minimum irrigation area required based on
14 conservation landscape design? (Table X.8) 0.62 ac
15 What is the proposed project irrigated area? (multiply 0.45 ac
conservation landscaping by 1; multiply active turf by 2)
16 Is partial capture potentially feasible? (Line 15 > Line 14?) NO
93
Attachment B
Inspection & Maintenance Responsibility
9�
Inspection and Maintenance Responsibility
Water Quality Management Plan
for
ENC Preschool
745 Dover Drive
Newport Beach, CA 92663
APN 117-811-03
9�
Inspection and Maintenance Responsibility
Inspection and maintenance records shall be kept for a minimum of five years and be made available for inspection by the City staff.
BMP Name Implementation,Maintenance, Inspection l Maintenance Activities Required Person or Entity with
and BMP Implementation,Maintenance,and and Inspection Frequency Operation&Maintenance
Inspection Procedures and Schedule Responsibility
- - - NonStructural,Source'Control$MPS
Nt.Education for Property Owners,Tenants Yearly Educational materials shall be provided upon ENC
and Occupants tenant occupancy. Contact: Bo Glover
N2.Activity Restriction Monthly The owner shall develop activity restrictions to (949) 645-8489
minimize the threat of hazardous waste or
contamination into the storm drainage system.
N3.Common Area Landscape Management Yearly Training an landscape management consistent
with County WaterConservationResolution or
City equivalent,plus Management Guidelines
for Fertilizers(DAMP Section 5.5)shall be
conducted for all new field landscape
maintenance personnel.
N4.BMP Maintenance Weekly Maintenance of BMPs implemented at the
project site shall be performed at the frequency
prescribed in this WOM P.
N11.Common Area Litter Control Weekly Litter patrol,violations investigation, reporting
and other litter control activities shall be
performed in conjunction with maintenance
activities.
N12.Employee Training Yearly for all employees and Education programs shall be implemented as
within 6 months of hire date they apply to future employees and training of
for new employees. current employees.
N14.Common Area Catch Basin Inspection Minimum of once a year prior Litter and debris removal,illicit discharge
to rainy season violations investigation and reporting and shall
be performed in conjunction with maintenance
activities.
N15.Street Sweeping Private Streets and Monthly Private streets andparkingareas within the
Parking Lots project shall be swept at a minimum frequency
of once a month.
96
Inspection and Maintenance Responsibility
BMP Name Implementation,Maintenance, Inspection I Maintenance Activities Required Person or Entity with
and BMP Implementation,Maintenance,and and Inspection frequency Operation 8 Maintenance
Inspection Procedures and Schedule Responsibility
_ Structural Source Control,BMPs -
St.Provide Storm Drain System Stenciling Yearly All proposed inlets shall be marked with the ENC
and Signage appropriate"No Dumping. Drains to Ocean." Contact: Be Glover
stencil.The stencils must be repainted when (949)645-8489
they becomes illegible,but at a minimum once
every five years.
S3.Design and Construct Trash and Waste Weekly Sweep trash area at least once per week.
Storage Areas to Reduce Pollutant Maintain area clean of trash and debris.
Introduction
S4.Use Efficient Irrigation Systems S. Monthly Verify that landscape design continues to
Landscape Design function properly by correctly adjusting to
eliminate overspray to hardscape areas,and to
verify that irrigation timing and cycle lengths
are adjusted in accordance with water demand=-,
given time of year,and day or night time
temperatures
Low Impact Development LID and Treatment Control BMPs -
Bioretention Monthly and before and after Verify that landscape soil continues to function School Maintenance
a storm event. properly. Replace soil as needed.Add 1"-2" Staff and Landscape
mulch annually. Contractor
Today's Date:
Name of Person Performing Activity
(Printed):
Signature:
BMP Name Brief Description of Implementation, Maintenance,and
(As Shown in Inspection/Maintenance Inspection Activity Performed
Res onsibilit
9g
BMP Implementation Tracking Table
BMP Activity Activity Completion Dates or Frequency
Source Control BMPs (Structural and Nonstructural)
Low Impact Development and Treatment Control BMPs
9Q
Attachment C
Educational Materials
100
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4
The Ocean Begins at Your1 1 1
y ,.
001
to D
ol
40 Imp—
.)o-ver allow Pollutants to enterthe
streel,guffer or storin drain!
ry
an
t
Follow dose simple steps to help reduce sate,
pone n
Household Activities Pool Maintenance Trash
MD. tat rinse spills with svnter.Use dry cleanup ■Pool and spa nater must be dechlorinmrd and free ■Place trash and liner that cannot be recycled in
mdhods such as applying rat liner or another or exceo acid.alkali or ahem healloced in die securely rmtredoash cans.
absorbntuvmerial,.,p and disposeofln street.grurentrsmnn drain. EWI,rroiY,possible buy recycled products.
air hash.Take ite re such as used in excess ■When it n nut raining,drain dechl.rnut d pool and ■Rememhec Reduce Ret,.Rmr1e.
batteries,ovan d,..,e es.summoner Reids. spa water directly on.due
painting prodnos and oahole tar lubes,like ssniury sevva. Pet Care
'IVs and cnmputrr monimxs.toa Ilinabokl ■Someritirsnur haveonlinanccstom do notallmr MAlxeys pirkup afreryour pat.Flush rase th on
Hozadoos Waste(Alection(knter(HHWCC). pool nater,.be d!M.,,do(in thesumn drainair toilet or dispose of it in the irmh.Pet o.
■For a HHWCf.near call rill)N91-Cti5R or Checkidlhpour city. if let ontdons,ranwash into the street,gumer
visit xaw,ot'Ia11dh1I5_(om. nr storm death.
010 not hose down your duivrxay,sidenalk or Landsmpe and Gardening ■If posible.lathe your pes indoors.11 reit must
pati..,he since..gone,orsmmr drain.Strep ■Uo nrrnater.Water your laxer sad gardrn Int bathe tour pet ninside.ousb unit your laem.r
up debris;utd'iis.,or it in the mnh. hand...control 10,snotut.1 ter you use or set ..thee absorbent/permeable ntrfacem keep
irrigation systems to reflect suanmxd water nerds. the washxamr from entering the street.yumrr or
Automotive If si.wr(k.off on,yard ones ymr dr ev ter in s n.drain.
Take your eel ide It,.cnmmei-0.1,ar sidewalk•you. sem is over-.oaring.Periodic ally ■Follme dnertions l'm'use of pet are pruducu
.It ohencrer passible.Ifyou rash it, rupees and lis Imks and asialirectal sprinkler, and disp.0 of any muscat producs m a
vchicle at hone,dorso 'raps,deniers.., ■D. souake or bloc leaves,clippings or pinning HHWCC.
deterrim;labeled rmsn-n d',phosphate Int, waste initiate street.getter or norm drainlnarad,
or biodegradable.Vegcableand rirosbasr<I dispose ofx^ate by composting,boding inn.
pred.es aretypically.safest fordo,e...itouniont. pentined landfill,or u Waco nave through your
■Un nod alloy xashumter f. .,,hide washing do's reveding pnrypam.
to drain into the street.gutter or intra drain. ■Follow dircniox on pesticides and feaibrer.
Fxceasxashxoershonld he disposed.f in the Ou e.dot.,esdmmeanunons)und donro
uniary setes•r(through a sink or mils)or onto it in w localised within-IR hours.
an Absorbent uofare like your lawn. Wake unscented pentici(hs in a HHW'CC to be
■Sionimr you.vehicles For leaks.od place a pan rem led.Fnr locadon»mtd ho...of I It IWCC.ill
under peaks.Keep yonrvrbirles well mainuin,d 171 II 99 Hi732 or visit..odandlill.coin.
In stop and prevrnd leak.
■Nmre.poor oil or anW'rceev in the street,gutter
or smrm drain.Rescle Iowa•subsume,,in n
service smimt,a xasr it collection center or
wad oil recycling center.For the nercsi Uual
Oil(Alretion Conercall I-NnI)-(:LE\NUP ,
wit xvi.A marten nuµ.rg.
For more information,
please call the
Orange County Stormwater Program
at 1-877-89SPIU
(1577-897-7455)
or visit
www.ocwatersheds.com
l,.
To report a spill,
' call the
' Orange County 24-Hour
• ' ' Water Pollution Problem
• ' • " ' " ' Reporting Hotline
at 1-877-89SPH.L
(1.877597-7455)
For emergencies,dial 911. y ''
Begins
'Che lips contained in this brochure provide useful
information about him yin,can keep soap,oil and at Your Front Door
• , , ' uashmter from car trash activities from entering the
storm drain system.If mu haw other suggestions, p R O I E C T
please contact inur city s stormwater representative (`
or call the Orange County Stormwater Program.
ttr---����O((��lO
P R E V E N1 '^
T 1 O• N
Pinnal rm Wryda+l P po'
isers
Tips . . • .
Before beginning your ■Select a site where the Hashwater can During the fund raiser
soak into grass,gravel,or be diverted
car wash fund-raiser to nearby landscaping.This will allow
the washwater to filter through the ■clever let anv trash or washeater enter
■partner with a vegetation and/or soil instead of the street,gutter or storm drain.
professional car flowing directly into a storm drain.
wash and avoid ■Shake car mats in a trash can or
the pollution ■Divert the washwater to an area where vacuum them.Do not shake dirt from
that parking - the water can pool and esaporate car mats directly onto the ground.
lot car washes throughout the day,or arrange to
can produce. dispose of the washHater down a ■Use a bucket of soapy water to
sanitary sewer drain. For details,refer re-, ap rags or sponges throughout
■Hold a meeting with all participants to Factsheet IC24 Wasenrvder Uispnsal the day rather than adding
to explain the proper procedures that Guidelines loraled at www.ocwatersheds. soap directly to them.
should be followed when washing cars. com/StormWater/documents_bmp_
existing_developmeot.asp#res ■Wring sponges and washtags into
■Remove all trash and debris from the car buckets,not the ground.
washing area. ■If there is a storm drain on-site,
block it with sandbags.At the end ■Conserve water by using a spray
■Select only soaps,cleaners or detergents of the day,dispose of the sandbags norzle with an automatic shutoff.
labeled"non-toxic,""phosphate frce,"or by dumping the contents in an Turn off the water or kink the
"biodegradable."The safest products for authorized landscaped area. hose when not in use.
the environment are vegetable-based or R ■Always empty buckets into the sanitary
citric -based soaps. However,even these
soaps can be toxic for the environment, sewer system (e.g.sinks or toilets) or a
so never let any products enter the street, landscaped area rather than pouring
gutter or storm drain. the Hater on concrete or asphalt.
■Do not use acid based wheel � ' After the fund-raiser
cleaners or engine degreasers.
s ■Remember to clean tip.Have a volunteer
ti walk the perimeter of the site t, Im k
up Lash and debris and
dispose of it properly. PC4Wk:)"
`.
The PoUtl4w s«ubon - -
Yer.wr,..m..}..rY.i,..e,..
�V pf,r.rwrn�.e M�.,pw.uv.:mra,nr�n
rr.�er.wrMM.,..sn.rrr,wwnmrpl^..v 9rw W.r+...�.
�I'.r.Y}Yr.Or..b weWm.M}yYMr
rYnrwl.sviM r.,.r Y.r.. -
.�na�Veyfw
15
Homeowners Guide
for Sustainable Water Use
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s.vYv.ra ry:wm
��..w..IP lwelrni.e
�tr�ir..�avYxva..wuen i� p �
f� LA®
DPnDnS FOR ARIfWATER oTau)ATERconsHW"OnwD AWE
WiRVESn'rir ME AI POLLUTmn Pwvmnan TECJYYLIIES 6FASTILY
RU(IOFf RAinWATEA Rno REUSE
rYrY VY:Y 4rbesarrl W/:mars rA+iuMr - '..n..n_.rv.+in.awRa.rnwwn.
�+YlYarbry Y.i.ti.er.v.nan.rY.Y YWr m rY.w.0 rv+a�}4r.+r..r..rur
y..rb.any}Ca
ani✓.n✓...r
W.naY. mai_<riM1i
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Y._a wRMM awn Nrv.��.rne ml. '• .•••••.•.
vYrwlr.yM1arwrb..usaaam...Y Rnnrb ,^• r. `� �, _ Y• Y•rr mr.+.r
T.Lv.r.M.In Mavrb.rVaJfarWbMYbv Mnavn "
i Ira Wbi.Y�.bv Xrv.YRwww Y4iw we:m-
mi htir�m.n•
yaM�pMl..b�FNb nw tlbryvn � vai+mi .. n w • .. - M.w+.m.
Iysfe(+4naM rbt..�n m_n nncr .w.e..n.�.r.nr.mAe ••••• _•••.•...r
g4._PvrY mr1 •n••-• ! r.tr ..Ybnr. n..n
Ya b••�nn..^+++w.r.rwn' `�b'�hJ bM.TOv �+I+..vnnr..-.nw..�rn
e w�iw..r�.a.w_w �mamY'+WO - ..r.W wrun�n�r
yvaYilai �IT� MY.e�� rrrwoavun.v� r.n...�w'~"w�ti..w.�.,..... M1ri
Z��
��'� �? Help Prevent Ocean Pollution:
Do your part to firevent � '�. Proper Disposal of
water pollution inonr � Household
c►teeks, rivers, bays and ocean.
For more information,
Clean beaches attd healthy
pleaseOrange
dous Waste
creeks, rivers,bays and ocean County Stornwater Program
1-877-89-SPILL .,
7-7455)
or visit
are imporunt to Orange Comity.
However,not properly disposing
of household hazardous waste can
lead to water pollution. Batteries, '
electronic,paint,oil,gardening
chemicals,cleaners and otherTo Report Megal Dumping '
1
hazardous materials cannot beHousehold Hazar' '
throtvtt in the tntsh.They also must ' ' •
never be poured or thrown into
yards,sidewalks,driveways,graters
or streets. Rain or other water could , report
wash the materials into the storm
drain and
Orange
cventttally into NEVER DISPoSE _
our waterways OF HOUSEHOLD
our
Reporting
and the ocean. HAZARDOUSt '''
In addition, `
hazardous WASTE IN THE
waste must not TRASH.SIREET, emergencies,
`' Yceart Begins
be poured inYour Front Door
the sanitary Gfll"FER,
sewers (sinks STORM DRAIN
and toilets). a ORSEWFR
ORANGE COUBJ'r
PoUution Prevention
Leliorer household products that contain Centers are open Tuesday-Saturday,9 a.m.- ■ Television&monitors (CRTs,
corrosive.toxic,ignitable,or reactive 3 p.m.Centers are closed on rainy days and Batscreens)
ingredients are major holidays.For more information.call
considered to (714)$34.6752 or visit wtvw.odandfills.com. Tips for household hazardous
W"JENPOSSIBLE, be"household
USE hazardous waste" Common household hazardous
Waste
or'HHW." HHW ■ Never dispose of HHW in the trash,
D' can be found wastes street,gutter,storm drain or sewer.
OR throughout your ■ Batteries
I IUS home,including the ■ Paint and paint products ■ Keep these materials in closed,labeled
bathroom,kitchen, containers and store materials indoon-
PRODUM. laundry room and ■ Adhesives or under a cover.
garage. ■ Drain openers
■ Household cleaning products ■ When possible,use non-hazardous
Disposal of HHW down the drain,on the products.
ground,into storm drains,or in the trash ■ Wood and metal cleaners and polishes
is illegal and unsafe. ■ Pesticides ■ Reuse products whenever possible or
share with family and friends.
Proper disposal of HHW is actually easy. ■ Fungicides/wood preservatives
Simply drop them off at a Household ■ Automotive products(antifreeze,motor ■ Purchase only as much of a product as
Hazardous Waste Collection Center oil,fluids) you'll need.Empty containers may be
(HHWCC:) for free disposal and recycling. IN Crease and rust solvents disposed or in the trash.
Many materials including anti-freeze,latex-
based paint,motor oil and batteries can ■ Fluorescent lamps ■ HHN'can be harmful to humarm
be recycled.Some centers have a"Stop& ■ Mercury (thermometers&thermostats) pets and the environment.Repon
Swap"program that lets you take partially ■ All forms of electronic waste including emergencies to 911.
used home,garden,and automobile
products free of charge.There are four computers and microwaves
HHWCCs in Orange County: ■ Pool&spa chemicals
■ Cleaners
Anaheim:..................1071 N.Blue Cum St
Huntington Reach:.........17121 Nichols St ■ Medications
Irvine:.......... .................6411 Oak C:myon ■ Propane (camping&BBQ ,
San Juan C:apistrano:...32250 Ir Pata.Ave
■ Mercury-containing lamps
v
s
For more information,
please tall
University of California Cooperative
Extension Master Gardeners at
(714) 708-1646
or visit these Web sites:
_ www.uccemg.org kf
www.ipm.ucdavis.edu _
' ' • ' ' ' • • • For instructions on collecting a specimen i
sample visit the Orange County
. • , Agriculture Commissioner's website at: 'http://www.ocagcomm.com/ser�_lab.asp
•, , , ;,, , , To report a spill,call the -�
• Orange County Y4-Hour -
Water Pollution Problem
' • Reporting Hotline
' at IS77.89SPn L(1-877597-7455). .x'
For emergencies,dial 911.
Information From:
Cheryl Wilen.Area IPM Advisor,Darren Naris,
Watershed Management Advisor,Mary
• t , , , t r t y t , Louise Flint,IPM Education and Publication
Director,Pamela M.Geisel.Emironmemal ,
Horticulture Advisor.Carolyn L Unruh.
University of California Coopentive E ` E E
Extensinn atalf writer.Phows courtesy of i
w. , ✓ - �, r. the UC Statewide IPM Program and
Darren Hares PR (((((0 J E C T
t , • ' , , , t , Funding for this brochnre has been prmided in full O� r ,�10h
t • w r s r or in pan through an agreement with,he Sun,Wa,er t_ V'
Rc. mwrm Conuol&,nd(S'WRCa)pursuant to the P R E V E N T I O N
Conn-Marhado Water.Actnf2000(Prop.IS).
P,inul nnRmcicd R„xrr --
Tips / Pest Control
Key Steps to Follow: Ste 3:If a pestidde must be used,choose For general questions you map Visit
the east toxic chemical. wmw.calpuism.org.
S 1:Correctly identify the pest(insect
weed,rodent,or disease)and verify that it is Obuin information on the least toxic pesticides step 6:In the event of accidental spills.
actually causing the problem. that are effective at controlling the target sweep up or use an absorbent agent to remove
pest from the UC Statewide Integrated Pest any excess pesticides. Avoid the use of water.
r This is important Management(IPM)program's Website at
because beneficial %vVW ipm.ucdavis.edu. Be prepared. Have a buxom,dust pan,or dry
insects are often absorbent material,Such m tat liner,newspapers
mistaken for pests Seek out the assistance of a Certified Nursery or paper towels,ready to assist in cleaning up
and sprayed with Professional at a kcal nursery or garden center spills.
pesticides needlessly. when selecting a pesticide. Purchase the
smallest amount of pesticide available. Contain and clean up the spill right away. Place
Consult with contaminated materials in a doubled plastic bag.
Ckrtified Non Apply the pesticide to the pest during its most All materials used to clean up die spill should
Professional at a local nurury or garden center vulnerable life sage. This information can be he properly disposed of according to your heal
or send a sample of the pest to the Orange found on the pesticide label. Household Hazardous Waste Disposal sit('.
County Agricultural C'ommissioner's Office.
Step 4:Wear appropriate protective dothmg. Step 7:Properly store and dispose of unused
Determine if the pest is still present—even pesticides•
though you sec damage.the pest may have left. Follow pesticide labels regarding specific types
of protective equipment you should wear. Purchase Ready-To-
Step 2:Determine Protective clothing should always be washed Use (RTU)products
how marry pests are separately from other clothing. to avoid storing
present and causing large concentrated 1
damage. S S:Continuously monitor external quantities of71
conditions when applying pesticides such as pesticides.
Small pest populations weather,irrigation,and the presence of children
may be controlled and animals. Store unused chemicals in a locked cabinet.
mare safely using non-
pesticide techniques. These include removing Neuer apply pesticides when rain is predicted Unused pesticide chemicals may be tlispened
food sources,washing off leaves with a strong within the next 48 hours. Also,do not water ofat a Household Hazardous Waste Collection
stream of water,blocking entry into die home after applying pesticides unless the directions say (enter.
using caulking and replacing problem plants it is necessary.
with ones less susceptible to pests. Empty pesticide containers should be triple
Apply pesticides when the air is still;breezy rinsed prior to disposing of them in the trash.
Integrated Pest Management(IPM) conditions may rause the spray or dust to drift
usually combines several least toxic pest away from your targeted area.
control methods for long-tern prevention Household Ilazardous Waste
and management of pest problems In case of an emergency call 911 and/or the
without harmingyou, our family, regional poison control number at Collection Crater tt--��
7 Y Y• ! Ira 1714)8..34.6752 1'��Lt}IOYI
U},f"tr or the environment. (714)fi.'#5988 or((if1))fi94-4404(CA only). wwwahclandfillsxom
Sewage Spill
Rer rlaT^T', 4r�Er�u7re�m e.,,- Se
$ What is a
e Spill Sewage Spill?Reference Guide
° •f
sewap° Spll$ a cur we¢n he wanNwmer bung
lo-Sland S.nrengrwM ne °yenbid
rhol. ldfaor, Serve"fpills-1.
i
as a Private Property Owner
nee FhrIitvna0amamu
aMare,nassef
-alrFreNen .1.edreor Ment deals welKw.ya eM •'
I:na[ne+
He. faylarrIC.radonthrourn Associations Common Causes
of Sewage Spills
1_xl nxaarn, Military Fifendlia, Qraue read, .. inside and a enma0y mon. You Could Be Liable
a(Yq/K Ny M exam -1— Col SlInar wee pr,. Gy.B.'ne,IM u— from Imp
raOY�grr��r .lot,ahem FOueMON dIri"I n tram PiNlumng fexe8e teem your epi bvslneav or prgNM
Orange County Health Care 4Y"r"-'r ma�nlamadsommer(day.Ye....nalnlerc¢plen wJaM1eean6'waoperate,
welbrm dreier nuy.ubla[r yawl¢
Enybond-1.1 Molar $IwaWra prek"re;caused by tree fail nnlre Sews, 'rens
e°U' jMla 00,aienla cab+
rr li.l"•�i i.,l' br°Een oacFeu IS,dide.,ed defer,Cleanwu caps . chide,Co.6FrIes rocour,lor, se.Knleeorls
$se ureatt r.Codes 6 Finef seClwr Iw nanerem Catl¢+
CiN.NNIpM LYryfak Saram Nlp Ln runJersiaeasexRrs cancaux blMepn, anJlirM dNayply
• �wnrprdw� neaawsm,Kar¢vrwae.,, lrMmaUon and lnnew lM im cls poor cawcM ane
r.rum. „a:.rrrewre.r.,,amait' rat.Iden grauadi-1 ainwmer emwe in, What to look For
yK. r...an rr.1-1 r craw real u err cannecm,u Inrou9n pipe defects and IUegar
$ewega decor,FeevM.,W.fruit
pre,ael duar
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111_
Orange County Report Sewage Spills!
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11�
F r • Help Prevent Ocean P�ution:
o - Tips for
Llean beaches
and healthy Landscape & Gardening
creeks,rivers,baysFor more information,
and ocean are important to
please call the
r ;
Orange County. HoweverOrange County Stormwater Program
many common activities1-877-89-SPELL (1-877-897-7455)
can lead to water pollutionor visitj�
if you're not careful. www.ocwatersheds.com
Fertilizers, pesticides and
UCCE Master Gardener Hotline:
other chemicals that are left
on yards or driveways can
be blown or washed into
storm drains that flow to the
ocean. Overwatering lawnsTo report
can also send materials intocall the � .
e
storm drains. Unlike water
Orange
in sanitary sewers (from sinksWater Pollution Problem
}e !r
and toilets),water in stormReporting Hotline
drains is not treated before i ,�•
entering our waterways. '
For emergencies,dial 911.
m Your Front D00
I'lo,Lips contained in this brochure provide mieful R 0 J I C T-
infornration to help prevent water pollution
You would never pour
gardening products into the
ocean,so don't let them enter
the storm drains. Followwhile landcapfing or pnicning.If you have otherour citylsstorrawter • •
these easy tips to help preventncact orange
water pollution.
War
Tips 1
Never allow gardening products or ■Do not rake or blow product.Do not dump rinse water
polluted water to enter the street,gutter leaves,clippings or down storm drains.Dispose of empty
or storm drain. pruning waste into containers in the trash.
the street,gutter i
General Land=ping Tips or storm drain. ■When available,use non-toxic
p Instead,dispose alternatives to traditional pesticides,
of green waste by and use pesticides specifically
■Protect stockpiles and materials from composting, hauling designed to control the pest you are
wind and rain by storing them under it to a permitted targeting. For more information,visit
tarps or secured plastic sheeting. landfill,or recycling it through your www.ipm.ucdavis.edu.
city's program.
■Prevent erosion of slopes by planting ■If fertilizer is spilled,sweep up the
Fast-growing,dense ground covering M Use slow-release fertilizers to spill before irrigating. If the spill is
plants.These will shield and bind the minimize leaching,and use organic liquid,apply an absorbent material
soil• fertilizers. such as cat litter,and then sweep it up
f and dispose of it in the trash.
■Plant native vegetation ,- .`� ■Read labels and use only as directed.
to reduce the amount '' , Do not over-apply pesticides or ■Take unwanted pesticides to a
of water,fertilizers,and Fertilizers.Apply to spots as needed. Household Hazardous Waste
pesticide applied to the rather than blanketing an entire Collection Center to be recycled.
landscape. area. Locations are provided below.
III Never apply pesticides ■Store pesticides,fertilizers and other
or fertilizers when rain is chemicals in a dry covered area to
predicted within the next 48 hours. prevent exposure that may result
Garden &Laura Maintenance in the deterioration
of containers and t
■Do not overtvater. Use irrigation packaging.
practices such as drip irrigation, ■ Rinse empty
soaker hoses or micro spray systems. pesticide containers t
Periodically inspect and fix leaks and and re-use rinse water
misdirected sprinklers. as you would use the
I . I t 1 tl 11
Preventing water
pollution at your �
commercial/industrial site ' 1
For more information,
1
Clean beaches and hralthc nr,k.,ria•rs. please call the
bays and ocean are important to Orange Orange County Stormwater Program
County. However,many landscape and at 1-877-89SPII.L (1-877-897-7455)
building maintenance activities can lead un or visit
water pollution if you re not careful. Paint, www.ocwatersheds.com
chemicals,plant clippings and other materials
can be blown or washed into storm drains that
flow to the ocean. Unlike water in sanitary i
sewers(from sinks and toilets).water in storm To report a spill, • ! Lei
drains is not treated before entering our call the
Y
waterways. Orange County 24-Hour
Water Pollution Problem
You would never pour soap or fertilizers into Reporting Hotline _
the ocean,so why would you let them enter the at 1-877-89SPILL (1-877-897-7455).
storm drains; Follow these easy tips to help
prevent water pollution.
For emergencies,diet 911. The Ocean Be�P1llS
Some ry'pes of indunrial facilities are required
to obtain coverage under the Some General at Your Front Door
Industrial Pehmit.For more information visit: p R O J E e T
www.swmb.a.gov/stormwater/indwtrial.html %te S05 -
16 Ion
P R E V E N T I O N
Recrc. r.b t
Usro OII.
i49%
I'nunvr nn NrvcJrvl N�p,m
Proper II Practices 1 your Business
Landscape Maintenance Building Maintenance ■ Call your trash hauler to replace leaking
dumpsters.
■ Compost grass clippings,leaves,sticks ■ Never allow washwater,sweepings or
and other vegetation.or dispose of it at sediment to enter the storm drain. ■ Do not dump any toxic substance or
g P liquid waste on the pmrenicnu.the
a permitted landfill or in green waste ground,or near a
containers.Do not dispose of these ■ Sweep up dry spills and use cat litter, storm drain. Even
materials in the street,gutter or storm towels or similar materials to absorb wet materials that
drain. spills.Dispose of it in the trash. NEVER DisposE
seem harmless
I OF ANYTHING
■ Irrigate slowly and inspect thesystem ■ If you wash your building,sidewalk or
such as latex paint
K Y' Por biodegradableSTORM
for leaks,overs ra n and runolE parking lot,you must contain the water.
P Yi g
Adjust automatic timers to avoid Use a shop vac to collect the water and cleaners canage DRAIN.
overwa tering. contact your city or sanitation agency the
environment.
the
for proper disposal information. Do
■ Follow label directions for the use and not let water enter the street,gutter or
disposal of fertilizers and pesticides. storm drain. ■ Recycle paints,solvents in and other
P P materials. For more information about
■ Do nota 1 pesticides or fertilizers if ■ Use drop cloths underneath outdoor recycling and collection centers,visit
apply painting,scraping,and sandblasting www.oclandfills.com.
rain is expected within 48 hours or if P g• P g• g
wind speeds are above 5 mplt. work,and properly dispose of materials ■ Store materials indoors or under cover
in the wash.
■ Do not spray pesticides within 100 feet and away from storm drains.
of waterways. ■ Use a ground cloth or oversized tub for
mixing paint and cleaning tools. ■ Use a construction and demolition
■ Fertilizers should be worked into the recycling company to recycle lumber,
soil rather than dumped onto the ■ Use a damp mop or broom to clean paper,cardboard,metals,masonry,
surface. floors. carpet,plastic,pipes,drywall,rocks,
dirt,and green waste. For a listing of
■ If fertilizer is spilled on the pavement ■ rover dumpsters to keep insects, construction and demolition recycling
or sidewalk,sweep it tip immediately animals,rainwater and sand from locations in your area.visit
and place it back in the container. entering.Keep the area around the w'ww.ciwmb.ca.gov/recycle.
dumpster clear of trash and debris.Do
not overfill the dumpster. ■ Properly label materials.Familiarize.
employees with Material
Safety Data Sheets. rr7H
hxho t
Help Prevent Ocean (i
Clean beaches and Tips ForProtecting
healthy creeks, Y` 1 Watershed
ocean are For more information, ,
important to Orangeplease call the
County. However, Orange County Storntcarefid,our daily acthities can
water Program
at 1.877.89.SPILL
lead directly to water
or visit
pollution
www.ocwatersheds.com .
problems.
dimugh your watershed can pick COULD TR"EL HERE
up pollutants which are then
To report a spill,
call the
transported to our waterways anbeautiful ocean.
Orange County 24Hour
Water Pollution Problem
You can prevent water
Reporting Hotline
at 1.877.89.SPII.L.
pollution WHICH FLOWS
by THROUGH HERE
•n ' personal actionFor emergencies,dial 911AND ENDS UP HEREwatershed community to prevent .
working with members of your
The ups contained in,his hrnchw'e provide useful
in(orrtuuon«,help protea your watershed.I(vnu F
hourave other suggestions,please contact lrour city's � F
runoffurban from atormwa[er rcpresrn[adves or call the Orange
Cra,nty Stnrmwn[cr Program. atYg •t Lg g
P R O l F C T
in, �o��l,ttlol�
veFVFer , ou
Pdnwd mi acsekrl Papa `I��F
Protecting
these simple tips to protect,-.e x'atrr
/ quality of your watershed:
Your Watershed • Sweep tip debris and diapr,ae of it in the rush. room
hm:e darn droceo s or sidavalks into the sire et or
Rutter.
M Watershed. Our Ocean. organisations wjoin the Orange County . Usc dry cleanup mcetorta.cat t litter to absorb
•y Stormwater Program and others who are .pill and.wecp up rc iduc.
Water+shed,nouns A region of tared u0nn working to protect and restore our creeks. . set your irrigation stems to reflert seasmml water
mhirh nmlrr�fmos down min rt s�wnf incl urnlrr'hmlp, nvTrs•hays and ocean. needa ur use weather-haled cmnrollcu hopes for
surh as a niver,take•sea,m mean;a dminnge basin . rums, alum y.
or rnlrhmntl basin. There are many opportunities to get involved: Corer tarelm.recta to
. Take hevurdatw waste m a household barardaus xwxte
• Appreciate your watershed-explore anmiort renter.(Far«ample,paint.baucries and
Orange County comprised of I 1 major the creeks,trails and ocean and make petroleum products)
corm"watersheds into which most of our water flows• observations about its conditions. If you see • pick up after your pet.
Oceancean'ting all of Orange County to the Pacific anything abnormal(such as dead fish,oil • Falbrx applirmimi and disposal dircrtmm,for
Ospills,leaking barrels,and other pollution) prstirides and feniliaers.
As water
contact the Orange County 24-hour water a Ityou rash your car at home. awn
xyh it on your lfrom
rain (stormwater) pollution problem reposordivert the rmmfr nom a landscapeding hotline at area, cntwidertaung.nurcarma
or sprinklers and 1.877.89.SPILL to reptwt the problem. I cormurcld our.'h.Mwo,the
• Research vour watershed. Ixarn
hOreS(urban — - .— xaicr u reclaimed or rmcled.
about what watershed you live in by
yourd]veerruns down Aeensnned. wall
your driveway visiting www.txwatersheds.mm. .�, „• maintained.
and into your • Find a watershed organization . Never pour oil or
neighborhood
in your community and - antifeccee in the
4
streets,,sidewalks volunteer to help.if there J-- � liner.Rutter or
and gu ne s,it flows into storm drains that arc no active groups, J''~- ) aura mair.
lead to waterways within your watershed. The consider starting your 1r
waterways from'other cities merge as they . Visit EPA•s Adopt Ybur / l
make their way through our watersheds until Watershed's Catalog of / (/
all the nmoll'water in Orange County meets Watershed Groups at
at the pacific Ocean. The water that reaches wtvwepa.gov/adopt to
our ocean is not pure. As it Rows through the locate groups in your
watershed,it picks up poluants such ac litter, community. r�
cigarette butts,fertilimr,pesticides,pet waste, • Organize or join in
motor oil and lawn clippings. Unlike water or la
r,
a creek,rivey A
that enters the sewer(from sinks and toilets), q r--�•-r
water that enters the storm drain is not treated ocean cleanup event _
before it flows,ultimately,to the ocean. such as Coastal&Inner
Coastal Cleanup Day p
Water quality can that aplace the r�c
be improved by :Sed Saturday of every -
"Adopting Your September.For more
Watershed.' information visit
Through this - www.ccast4u.org.
effort, are
challenging \ I
challengigi ng
citizens and FJ
IC7. LANDSCAPE MAINTENANCE
MINIMUM BEST MANAGEMENT PRACTICES
Best Management Practices(BMPs) Pollution Prevention/Good Housekeeping
• Properly store and dispose of gardening wastes.
A BMP is a technique, measure or structural control that is • Use mulch or other erosion control measures on
used for a given set of conditions to improve the quality of exposed soils.
the stormwater runoff in a cost effective manner'. The • Properly manage irrigation and runoff.
minimum required BMPs for this activity are outlined in the • Properly store and dispose of chemicals.
box to the right. Implementation of pollution . Properly manage pesticide and herbicide use,
prevention/good housekeeping measures may reduce or Property manage fertilizer use,
eliminate the need to implement other more costly or
complicated procedures. Proper employee training is key Stencil storm drains
to the success of BMP implementation. Training
• Train employees on these BMPs,storm water
The BMPs outlined in this fact sheet target the following discharge prohibitions,and wastewater discharge
pollutants: requirements.
• Provide on-going employee training in pollution
_
Targeted Constituents prevention.
Sediment x
Nutrients x
Floatable Materials x
Metals
Bacteria x
Oil&Grease
gOr anics&Toxicants
Pesticides x
Ox en Demanding x
Provided below are specific procedures associated with each of the minimum BMPs along with procedures for
additional BMPs that should be considered if this activity takes place at a facility located near a sensitive
waterbody. In order to meet the requirements for medium and high priority facilities,the owners/operators must
select,install and maintain appropriate BMPs on site. Since the selection of the appropriate BMPs is a site-
specific process,the types and numbers of additional BMPs will vary for each facility.
1. Take steps to reduce landscape maintenance requirements.
• Where feasible, retain and/or plant native vegetation with features that are determined to be
beneficial. Native vegetation usually requires less maintenance than planting new vegetation.
• When planting or replanting consider using low water use flowers,trees,shrubs,and groundcovers.
• Consider alternative landscaping techniques such as naturescaping and xeriscaping.
2. Properly store and dispose of gardening wastes.
• Dispose of grass clippings,leaves, sticks,or other collected vegetation as garbage at a permitted
landfill or by composting.
• Do not dispose of gardening wastes in streets,waterways,or storm drainage systems.
• Place temporarily stockpiled material away from watercourses and storm drain inlets, and berm
and/or cover.
3. Use mulch or other erosion control measures on exposed soils.
EPA"Preliminary Data Summary of Urban Stormwater Best Management Practices"
IC7 Landscape Maintenance t
X29
4. Properly manage irrigation and runoff.
• Irrigate slowly or pulse irrigate so the infiltration rate of the soil is not exceeded.
• Inspect irrigation system regularly for leaks and to ensure that excessive runoff is not occurring.
• If re-claimed water is used for irrigation, ensure that there is no runoff from the landscaped area(s).
• If bailing of muddy water is required (e.g.when repairing a water line leak),do not put it in the storm
drain;pour over landscaped areas.
• Use automatic timers to minimize runoff.
• Use popup sprinkler heads in areas with a lot of activity or where pipes may be broken. Consider
the use of mechanisms that reduce water flow to broken sprinkler heads.
5. Properly store and dispose of chemicals.
• Implement storage requirements for pesticide products with guidance from the local fire department
and/or County Agricultural Commissioner.
• Provide secondary containment for chemical storage.
• Dispose of empty containers according to the instructions on the container label.
• Triple rinse containers and use rinse water as product.
6, Properly manage pesticide and herbicide use,
• Follow all federal,state,and local laws and regulations governing the use,storage, and disposal of
- pesticides and herbicides and training of applicators and pest control advisors.
• Follow manufacturers' recommendations and label directions.
• Use pesticides only if there is an actual pest problem (not on a regular preventative schedule).
When applicable use less toxic pesticides that will do the job. Avoid use of copper-based pesticides
if possible. Use the minimum amount of chemicals needed for the job.
• Do not apply pesticides if rain is expected or if wind speeds are above 5 mph.
• Do not mix or prepare pesticides for application near storm drains. Prepare the minimum amount of
pesticide needed for the job and use the lowest rate that will effectively control the targeted pest.
• Whenever possible, use mechanical methods of vegetation removal rather than applying herbicides.
Use hand weeding where practical.
• Do not apply any chemicals directly to surface waters, unless the application is approved and
permitted by the state. Do not spray pesticides within 100 feet of open waters.
• Employ techniques to minimize off-target application (e.g.spray drift)of pesticides, including
consideration of alternative application techniques.
• When conducting mechanical or manual weed control, avoid loosening the soil,which could lead to
erosion.
• Purchase only the amount of pesticide that you can reasonably use in a given time period.
• Careful soil mixing and layering techniques using a topsoil mix or composted organic material can
be used as an effective measure to reduce herbicide use and watering.
7. Properly manage fertilizer use.
• Follow all federal,state, and local laws and regulations governing the use,storage,and disposal of
fertilizers.
• Follow manufacturers' recommendations and label directions.
• Employ techniques to minimize off-target application(e.g. spray drift)of fertilizer, including
consideration of alternative application techniques. Calibrate fertilizer distributors to avoid
excessive application.
• Periodically test soils for determining proper fertilizer use.
• Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface.
• Sweep pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation
water.
• Use slow release fertilizers whenever possible to minimize leaching
[C?Landscape Maintenance 2
120
6. Incorporate the following integrated pest management techniques where appropriate:
• Mulching can be used to prevent weeds where turf is absent.
• Remove insects by hand and place in soapy water or vegetable oil. Alternatively, remove insects
with water or vacuum them off the plants.
• Use species-specific traps(e.g. pheromone-based traps or colored sticky cards).
• Sprinkle the ground surface with abrasive diatomaceous earth to prevent infestations by soft-bodied
insects and slugs. Slugs also can be trapped in small cups filled with beer that are set in the ground
so the slugs can get in easily.
• In cases where microscopic parasites,such as bacteria and fungi, are causing damage to plants,
the affected plant material can be removed and disposed of(pruning equipment should be
disinfected with bleach to prevent spreading the disease organism).
• Small mammals and birds can be excluded using fences, netting, and tree trunk guards.
• Promote beneficial organisms, such as bats, birds, green lacewings, ladybugs, praying mantis,
ground beetles,parasitic nematodes,trichogramma wasps, seedhead weevils, and spiders that
prey on detrimental pest species.
Training
1. Train employees on these BMPs,storm water discharge prohibitions, and wastewater discharge
requirements.
2. Educate and train employees on the use of pesticides and pesticide application techniques.
Only employees properly trained to use pesticides can apply them.
3. Train and encourage employees to use integrated pest management techniques.
4. Train employees on proper spill containment and cleanup.
• Establish training that provides employees with the proper tools and knowledge to immediately
begin cleaning up a spill.
• Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup
procedures.
• Fact sheet IC17 discusses Spill Prevention and Control in detail.
5. Establish a regular training schedule,train all new employees, and conduct annual refresher
training.
6. Use a training log or similar method to document training.
Stencil storm drains
Storm drain system signs act as highly visible source controls that are typically stenciled directly adjacent to
storm drain inlets. Stencils should read"No Dumping Drains to Ocean".
References
California Storm Water Best Management Practice Handbook. Industrial and Commercial. 2003.
www.cabmphandbooks.com
California Storm Water Best Management Practice Handbooks, Industrial/Commercial Best Management
Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates,
Resources Planning Associates for Stormwater Quality Task Force. March 1993.
King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County
Surface Water Management. July 1995. On-line:http://dnr.metrokc.gov/wlr/dss/spcm.htm
Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by
Washington State Department of Ecology Water Quality Program. Publication No.99-14. August 2001.
IC7 Landscape Maintenance 3
��2
Water Quality Handbook for Nurseries. Oklahoma Cooperative Extension Service. Division of Agricultural
Sciences and Natural Resources. Oklahoma State University. E-951. September 1999.
For additional information contact:
County of Orange/OC Watersheds
Main: (714)955-0600
24 hr Water Pollution Hotline: 1-877-89-SPILL
or visit our website at www.ocwatersheds.com
IC7 Landscape Maintenance 4
122
IC21. WASTE HANDLING AND DISPOSAL
Best Management Practices(BMPs) MINIMUM BEST MANAGEMENT PRACTICES
Pollution Prevention/Good Housekeenino
A BMP is a technique,measure or structural control that is . Prevent waste materials from coming in direct
used for a given set of conditions to improve the quality of contact with wind or rain. .
the stormwater runoff in a cost effective manner'. The • Keep waste collection areas clean,
minimum required BMPs for this activity are outlined in the • Secure solid waste containers when not in use.
box to the right. Implementation of pollution . Regularly inspect,repair,and/or replace waste
prevention/good housekeeping measures may reduce or containers.
eliminate the need to implement other more costly or • Use all of a product before disposing of the
complicated procedures. Proper employee training is key container.
to the success of BMP implementation. • Label and store hazardous wastes according to
hazardous waste regulations.
The BMPs outlined in this fact sheet target the following Stencil storm drains
pollutants: Trainin
• Train employees on these BMPs,storm water
Targeted Constituents discharge prohibitions,and wastewater discharge
Sediment x requirements.
Nutrients x • Provide on-going employee training in pollution
prevention.
Floatable Materials _x
Metals x
Bacteria x
Oil&Grease x
Organics&Toxicants x
Pesticides x
Oxygen Demandin x
Provided below are specific procedures associated with each of the minimum BMPs along with procedures
for additional BMPs that should be considered if this activity takes place at a facility located near a sensitive
waterbody. In order to meet the requirements for medium and high priority facilities,the owners/operators
must select,install and maintain appropriate BMPs on site. Since the selection of the appropriate BMPs is a
site-specific process,the types and numbers of additional BMPs will vary for each facility.
1. Prevent waste materials from coming in direct contact with wind or rain.
• Cover the waste management area with a permanent roof,
• If this is not feasible, cover waste piles with temporary covering material such as reinforced
tarpaulin, polyethylene, polyurethane, polypropylene,or hypalon.
• Cover dumpsters to prevent rain from washing out waste materials.
2. Design waste handling and disposal area to prevent stormwater runon.
• Enclose the waste handling and disposal area or build a berm around it.
• Position roof downspouts to direct stormwater away from waste handling and disposal area.
3. Design waste handling and disposal area to contain spills.
• Place dumpsters or other waste receptacles on an impervious surface.
• Construct a berm around the area to contain spills.
• Install drains connected to the public sewer or the facility's process wastewater system within
these contained areas. DO NOT discharge to a public sewer until contacting the local sewer
authority to find out if pretreatment is required.
EPA"Preliminary Data Summary of Urban Stormwater Best Management Practices"
IC21 Waste Handling and Disposal 1 .
1�3
4. Keep waste collection areas clean.
• When cleaning around waste handling and disposal areas use dry methods when possible
(e.g.sweeping, use of absorbents).
• If water must be used,collect water and discharge to the sewer if permitted to do so. DO NOT
discharge to a public sewer until contacting the local sewer authority to find out if pretreatment
is required. If discharge to the sanitary sewer is not allowed,pump water to a tank and
dispose of properly.
• Post"No Littering"signs.
5. Secure solid waste containers when not in use.
6. Regularly inspect, repair,and/or replace waste containers.
7. Do not fill waste containers with washout water or any other liquid.
8. Use all of a product before disposing of the container.
9. Segregate wastes by type and label and date wastes.
• Do not mix wastes;this can cause chemical reactions, make recycling impossible,and
complicate disposal.
• Ensure that only appropriate solid wastes are added to solid waste containers.
• Certain wastes such as hazardous wastes, appliances,fluorescent lamps, pesticides, etc. may
not be disposed of in solid waste containers.
10. Label and store hazardous wastes according to hazardous waste regulations.
• Consult your local hazardous waste agency or Fire Department for details.
• Obtain a hazardous waste generator license or permit if necessary.
12. Minimize waste.
• Recycle materials whenever possible.
• Modify processes or equipment to increase efficiency.
• Identify and promote use of non-hazardous alternatives.
• Reduction in the amount of waste generated can be accomplished using many different types
of source controls such as:
• Production planning and sequencing
• Process or equipment modification
• Raw material substitution or elimination
• Loss prevention and housekeeping
Waste segregation and separation
• Close loop recycling
• Establish a material tracking system to increase awareness about material usage. This may
reduce spills and minimize contamination,thus reducing the amount of waste produced.
Training
1. Train employees on these BMPs,storm water discharge prohibitions,and wastewater discharge
requirements.
2. Train employees in proper waste handling and disposal.
3. Train employees on proper spill containment and cleanup.
• Establish training that provides employees with the proper tools and knowledge to immediately
begin cleaning up a spill.
• Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup
procedures.
• Fact sheet ICI discusses Spill Prevention and Control in detail.
IC2 t Waste Handling and Disposal 2
4. Establish a regular training schedule,train all new employees,and conduct annual
refresher training.
5. Use a training log or similar method to document training.
Stencil storm drains
Storm drain system signs act as highly visible source controls that are typically stenciled directly adjacent to
storm drain inlets. Stencils should read"No Dumping Drains to Ocean".
References
California Storm Water Best Management Practice Handbook. Industrial and Commercial. 2003.
www.cabmphandbooks.com
California Storm Water Best Management Practice Handbooks, Industrial/Commercial Best Management
Practice Handbook. Prepared by Camp Dresser&McKee, Larry Walker Associates, Uribe and Associates,
Resources Planning Associates for Stormwater Quality Task Force. March 1993.
Model Urban Runoff Program:A How-To Guide for Developing Urban Runoff Programs for Small
Municipalities. Prepared by City of Monterey, City of Santa Cruz,California Coastal Commission, Monterey
Bay National Marine Sanctuary,Association of Monterey Bay Area Governments,Woodward-Clyde, Central
Coast Regional Water Quality Control Board. July 1998(Revised February 2002 by the California Coastal
Commission).
For additional information contact:
County of Orange/OC Watersheds
Main: (714)955-0600
24 hr Water Pollution Hotline: 1-877-89-SPILL
or visit our website at www.ocwatersheds.com
IC21 Waste Hindlhw and Disposal 3
Storm Drain Signage SD-13
Design Objectives
Maximize Infiltration
Provide Retention
Slow Runoff
Minimize Impervious Land
Coverage
0 Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
a�
Description
Waste materials dumped into storm drain inlets can have severe impacts on receiving and
ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can
prevent waste dumping. Storm drain signs and stencils are highly visible source controls that
are typically placed directly adjacent to storm drain inlets.
Approach
The stencil or affixed sign contains a brief statement that prohibits dumping of improper
materials into the urban runoff conveyance system. Storm drain messages have become a
popular method of alerting the public about the effects of and the prohibitions against waste
disposal.
Suitable Applications
Stencils and signs alert the public to the destination of pollutants discharged to the storm drain.
Signs are appropriate in residential,commercial,and industrial areas, as well as any other area
where contributions or dumping to storm drains is likely.
Design Considerations
Storm drain message markers or placards are recommended at all storm drain inlets within the
boundary of a development project. The marker should be placed in clear sight facing toward
anyone approaching the inlet from either side. All storm drain inlet locations should be
identified on the development site map.
Designing New Installations
The following methods should be considered for inclusion in the
project design and show on project plans:
■ Provide stenciling or labeling of all storm drain inlets and
catch basins,constructed or modified,within the project area
with prohibitive language. Examples include"NO DUMPING
\WDM\I1b Hl\n\\If+
January 2003 California Stormwater BMP Handbook 1 of 2
New Development and Redevelopment
www.cabmphandbooks.com
120
SD-13 Storm Drain Signage
- DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping.
■ Post signs with prohibitive language and/or graphical icons,which prohibit illegal dumping
at public access points along channels and creeks within the project area.
Note- Some local agencies have approved specific signage and/or storm drain message placards
for use. Consult local agency stormwater staff to determine specific requirements for placard
types and methods of application.
Redeveloping Existing Installations
Various jurisdictional Stormwater management and mitigation plans(SUSMP, WQMP,etc,)
define "redevelopment" in terms of amounts of additional impervious area,increases in gross
floor area and/or exterior construction, and land disturbing activities with structural or
impervious surfaces. If the project meets the definition of"redevelopment",then the
requirements stated under" designing new installations"above should be included in all project
design plans.
-- Additional Information
Maintenance Considerations
■ Legibility of markers and signs should be maintained. If required by the agency with
jurisdiction over the project,the owner/operator or homeowner's association should enter
into a maintenance agreement with the agency or record a deed restriction upon the
property title to maintain the legibility of placards or signs.
Placement
■ Signage on top of curbs tends to weather and fade.
■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms.
Supplemental Information
Examples
■ Most M84 programs have storm drain signage programs. Some M84 programs will provide
stencils, or arrange for volunteers to stencil storm drains as part of their outreach program.
Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County
Department of Public Works, May 2oo2.
Model Standard Urban Storm Water Mitigation Pian (SUSMP)for San Diego County, Port of
San Diego, and Cities in San Diego County, February 14, 2002.
Model Water Quality Management Plan (WQMP) .for County of Orange, Orange County Flood
Control District, and the Incorporated Cities of Orange County, Draft February 2003,
Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures,
July 2002.
2 of 2 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www,cabmphandbooks.coni
TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV.2. Miscellaneous BMP Design Element Fact Sheets (MISC)
MISC-1:Planting/Storage Media
Bioretention soil media
Planting and storage media is a critical design element for (BSM)
several common BMP types, including bioretention,
bioinfiltration, swales, filter strips, and greenroofs. This
fact sheet is intended to be used as referenced from these
fact sheets.
General Design Criteria
• Planting/storage media should be designed to achieve
the long term hydraulic design requirements associated
with the design of the facility(i.e., design K.,).
• The planting media shall be designed to address
pollutants of concern at the design hydraulic capacity.
Street-end biofiltration with
• Bioretention soil shall also support vigorous plant growth. planting/storage media
• Planting media should consist of 60 to 80%fine sand Source:City of Portland
and 20 to 40%compost.
• Planting media for projects draining to nutrient sensitive receiving water should adhere to
recommendations for nutrient sensitive planting media provided below.
Sand
• Sand should be free of wood, waste, coating such as clay, stone dust, carbonate, etc., or any
other deleterious material. All aggregate passing the No. 200 sieve size should be non-plastic.
Sand for bioretention should be analyzed by an accredited lab using#200,#100, #40,#30,#16,
#8,#4, and 3/8 sieves(ASTM D 422 or as approved by the local permitting authority)and meet
the following gradation (Note:all sands complying with ASTM C33 for fine aggregate comply with
the gradation requirements below):
% Passing (by weight)
Sieve Size (ASTM D422) Minimum Maximum
3/8 inch 100 100
#4 90 100
#8 70 100
#16 40 95
#30 15 70
#40 5 55
#100 0 15
#200 0 5
XIV-15 December 20,2013
122
TECHNICAL GUIDANCE DOCUMENT APPENDICES
• Note:the gradation of the sand component of the media is believed to be a major factor in the
hydraulic conductivity of the media mix. If the desired hydraulic conductivity of the media cannot
be achieved within the specified proportions of sand and compost(#2), then it may be necessary
to utilize sand at the coarser end of the range specified in the table above ("minimum"column).
Go"mpost s, ,
Compost should be a well decomposed, stable,weed free organic matter source derived from waste
materials including yard debris, wood wastes, or other organic materials not including manure or
biosolids meeting standards developed by the US Composting Council (USCC). The product shall be
certified through the USCC Seal of Testing Assurance (STA) Program (a compost testing and
information disclosure program). Compost quality should be verified via a lab analysis to be:
• Feedstock materials shall be specified and include one or more of the following: landscape/yard
trimmings,grass clippings, food scraps, and agricultural crop residues.
• Organic matter: 35-75% dry weight basis.
• Carbon and Nitrogen Ratio: 15:1 < C:N <25:1
• Maturity/Stability: shall have dark brown color and a soil-like odor. Compost exhibiting a sour or
putrid smell, containing recognizable grass or leaves, or is hot(120 F)upon delivery or rewetting
is not acceptable.
• Toxicity: any one of the following measures is sufficient to indicate non-toxicity:
o NH4:NH3 < 3
o Ammonium <500 ppm, dry weight basis
o Seed Germination > 80% of control
o Plant trials> 80% of control
• Solvita>5 index value
• Nutrient content:
o Total Nitrogen content 0.9%or above preferred
o Total Boron should be <80 ppm, soluble boron <2.5 ppm
• Salinity: <6.0 mmhos/cm
• pH between 6.5 and 8 (may vary with plant palette)
• Compost for bloretention should be analyzed by an accredited lab using#200, 1/4 inch, '/3 inch,
and 1 inch sieves (ASTM D 422 or as approved by the local permitting authority) and meet the
following gradation:
% Passing (by weight)
Sieve Size (ASTM D422) Minimum Maximum
1 inch 99 100
inch 90 100
'/a inch 40 90
#200 2 10
XIV-16 December 20,2013
TECHNICAL GUIDANCE DOCUMENT APPENDICES
• Tests should be sufficiently recent to represent the actual material that is anticipated to be
delivered to the site. If processes or sources used by the supplier have changed significantly
since the most recent testing, new tests should be requested.
• Note:the gradation of compost used in bioretention media is believed to play an important role in
the saturated hydraulic conductivity of the media.To achieve a higher saturated hydraulic
conductivity, it may be necessary to utilize compost at the coarser end of this range("minimum"
column). The percent passing the#200 sieve (fines) is believed to be the most important factor in
hydraulic conductivity. In addition, a coarser compost mix provides more heterogeneity of the
bioretention media, which is believed to be advantageous for more rapid development of soil
structure needed to support health biological processes.This may be an advantage for plant
establishment with lower nutrient and water input.
l�lUlch y �, Iz1✓ s'
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• Planting area should generally be covered with 2 to 4 inches (average 3 inches)of mulch at the
start and an additional placement of 1 to 2 inches of mulch should be added annually. The
intention is that to help sustain the nutrient levels, suppress weeds, retain moisture, and maintain
infiltration capacity.
• For nutrient-sensitive planting/storage media design, inorganic mulch such as gravel, may be
used.
Planting/Storage lyletlia"De fgnorNufirtenf.Sensifive Recervrng;Waters
Where the BMP discharges to receiving waters with nutrient impairments or nutrient TMDLs, the planting
media placed should be designed with the specific goal of minimizing the potential for initial and long
term leaching of nutrients from the media.
In general, the potential for leaching of nutrients can be minimized by:
u Utilizing stable, aged compost(as required of media mixes under all conditions).
o Utilizing other sources of organic matter, as appropriate, that are safe, non-toxic, and have
lower potential for nutrient leaching than compost.
c Reducing the content of compost or other organic material in the media mix to the minimum
amount necessary to support vigorous plant growth and healthy biological processes.
• A landscape architect should be consulted to assist in the design of planting/storage media to
balance the interests of plant establishment, water retention capacity(irrigation demand), and the
potential for nutrient leaching. The following practices should be considered in developing the
media mix design:
o The actual nutrient content and organic content of the selected compost source should
be considered when specifying the proportions of compost and sand. The compost
specification allows a range of organic content over approximately a factor of 2 and
nutrient content may vary more widely. Therefore determining the actual organic content
and nutrient content of the compost expected to be supplied is important in determining
the proportion to be used for amendment.
o A commitment to periodic soil testing for nutrient content and a commitment to adaptive
management of nutrient levels can help reduce the amount of organic amendment that
must be provided initially. Generally, nutrients can be added planting areas through the
addition of organic mulch, but cannot be removed.
o Plant palettes and the associated planting mix should be designed with native plants
where possible. Native plants generally have a broader tolerance for nutrient content, and
can be longer lived in leaner/lower nutrient soils. An additional benefit of lower nutrient
levels is that native plants will generally have less competition from weeds.
XIV-17 December 20,2013
ISO
TECHNICAL GUIDANCE DOCUMENT APPENDICES
o Nutrients are better retained in soils with higher cation exchange capacity(CEC). CEC
can be increased through selection of organic material with naturally high CEC, such as
peat, and/or selection of inorganic material with high CEC such as some sands or
engineered minerals(e.g., low P-index sands, zeolites, rhyolites, etc). Including higher
CEC materials would tend to reduce the net leaching of nutrients.
o Sail structure can be more important than nutrient content in plant survival and biologic
health of the system. If a good soil structure can be created with very low amounts of
compost, plants survivability should still be provided. Soil structure is loosely defined as
the ability of the soil to conduct and store water and nutrients as well as the degree of
aeration of the soil. While soil structure generally develops with time, planting/storage
media can be designed to promote earlier development of soil structure. Soil structure is
enhanced by the use of amendments with high hummus content(as found in well-aged
organic material). In addition, soil structure can be enhanced through the use of
compostlorganic material with a distribution of particle sizes (i.e., a more heterogeneous
mix). Finally, inorganic amendments such as polymer beads may be useful for promoting
aeration and moisture retention associated with a good soil structure. An example of
engineered soil to promote soil structure can be found here:
http J/www.hort.cornell.edu/uhi/outreach/p dfs/custructuralsoi lwe by df.p df
o Younger plants are generally more tolerant of lower nutrient levels and tend to help
develop soil structure as they grow. Starting plants from smaller transplants can help
reduce the need for organic amendments and improve soil structure. The project should
be able to accept a plant mortality rate that is somewhat higher than starting from larger
plants and providing high organic content.
• With these considerations, it is anticipated that less than 10 percent compost amendment could
be used, while still balancing plant survivability and water retention.
We wish to express our gratitude to following individuals for their feedback on the design of
planting/storage media for nutrient sensitive receiving waters in Southern California.
Deborah Deets, City of Los Angeles Bureau of Sanitation
Drew Ready, LA and San Gabriel Rivers Watershed Council
Rick Fisher, ASLA, City of Los Angeles Bureau of Engineering
Dr. Garn Wallace, Wallace Laboratories
Glen Dake, GDML
Jason Schmidt, Tree People
The guidance provided herein does not reflect the individual opinions of any individual listed above and
should not be cited or otherwise attributed to those listed.
Selecting Plants for PlantingLStorage Media
• Plant materials should be tolerant of summer drought, ponding fluctuations, and saturated soil
conditions for 48 to 96 hours.
• It is recommended that a minimum of three types of tree, shrubs, and/or herbaceous groundcover
species be incorporated to protect against facility failure due to disease and insect infestations of
a single species.
• Native plant species and/or hardy cultivars that are not invasive and do not require chemical
inputs should be used to the maximum extent feasible.
f
XIV-18 December 20,201.3
232
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Exhibit D
Water and Wastewater Generation
Memorandum
133
Lr 0®©0 0 0 0 0®® 5161 California Avenue.Suite 100,Irvine,California 92617
1�� p. 949261 1001 1. 939 Ho i I g00i/
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November 18, 2015
Makana Nova
CITY OF NEWPORT BEACH
100 Civic Center Dr.
P. O. Box 1768
Newport Beach, CA 92658
Re: Environmental Nature Center Preschool -
Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001
Application No: PA2015-079
LPA Project No. 1405020
Dear Carol:
Below is LPA's response to the Plan Check Review comments:
COMMENT#1 CEOA Analysis The following information or studies are requested to supplement the CEQA
analysis:
b. Provide water and waste water generation factors for the estimated use of the proposed
project and the prior use of the project site. Refer to the site plan for UP3225A, attached,
which authorized a 24-hour care 34 bed disturbed children's care facility with 30
employees (10,305 square feet including an administrative building and portable
building). This information can be provided in memorandum format. Refer to the
attached example memorandum, which utilizes OCSD flow factors to estimate
wastewater and water generation for the site.
LPA RESPONSE:
The prior proposed use for the site was a 24-hour care 34 bed disturbed children's care
facility with 30 employees (10,305 square feet including an administrative building and
portable building). This would fall under the'Medium/High Density Residential' and the
Orange County Sanitation District flow factor for would have been 5474 gpd/acre or
approximately 8211 gpd for the 1.5 acre site.
The ENC Preschool should be considered as 0.5 acres of commercial/institutional with
an OCSD flow factor of 2262 gpd/acre,or 1,131 gpd,along with 1 acre of recreation/
open space with OCSD flow factor of 129 gpd,for a total of approximately 1260 gpd.
By these calculations,the proposed waste water generation of the Project (1260 gpd) is
substantially less than the previously approved project (8211 gpd).
134
Tp� Carol McDermott
■ ■ A Environmental Nature Center Preschool
Application No. PA2015-079 Page 2
Minor Use Permit No. UP2015-020 and Traffic Study No.TS2015-001
LPA PROJECT NO.
The prior proposed use for the site was a 24-hour care 34 bed disturbed children's care
facility with 30 employees (10,305 square feet including an administrative building and
portable building). This would fall under the`Medium/High Density Residential' and the
Orange County Sanitation District flow factor for would have been 5474 gpd/acre for the
1.5 acre site.
1.5 Acres x 5,474 GPD/Acre = 8,211 GPD x 110% = 9,032 GPD or 6.27 GPM
Peak Demand factor number; City of Newport Beach"Design Criteria Manual" is 2.13
6.27 GPM x 2.13 = 13.4 GPM of domestic water usage at peak demand.
For domestic water generation the ENC Preschool should be considered as 1.5 total
acres and calculated below as an "average demand".
1.5 Acres x 2,262 GPD/Acre = 3,393 GPD x 110% = 35732 GPD or 2.59 GPM
Peak Demand factor number; City of Newport Beach"Design Criteria Manual"is 2.13
2.59 GPM x 2.13 = 5.52 GPM of domestic water usage at peak demand.
The project site is currently a vacant lot and buildings used above for prior use
calculations were demolished in 2007.
Sincerely,
LPA, Inc.
vV
Erik Ring, PE
Principal
cc: Ti Than, LPA
Daryl Robinson, Griffin Holdings
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Attachment No. PC 6
Traffic Impact Analysis
137
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Traffic Impact Analysis
ENC PRE-SCHOOL PROJECT
CITY OF NEWPORT BEACH
Prepared by
1
Project No. 14078-002
Submitted July 28, 2015
DKS Associates
Jeffrey Heald, P.E.
Rohit Itadkar, T.E.
Marlo Maynigo, E.I.T.
2677 North Main Street
Suite 520
Santa Ana, CA
Telephone (714) 597-8060
Facsimile (714) 597-1339
139
TABLE OF CONTENTS
1.0 INTRODUCTION.....................................................................................................................................2
Purpose and Objectives of the TIA......................................................................................................2
AnalysisScenarios..................................................................................................................................2
SiteLocation and Study Area...............................................................................................................3
Methodology..........................................................................................................................................5
2.0 EXISTING CONDITIONS.........................................................................................................................7
Existing Traffic Conditions...... ............................................. ...............................7
Roadways................................................................................................................................................7
3.0 PROJECT DESCRIPTION.......................................................................................................................14
Project Size and Description ..............................................................................................................14
ProjectTraffic.......................................................................................................................................14
Existing(2015) Plus Project................................................................................................................15
4.0 FUTURE (2018)CONDITIONS.............................................................................................................19
Future (2018) Plus Approved Projects Plus Growth No Project-TPO Analysis.........................19
Future (2018) Plus Approved Plus Growth Plus Project-TPO Analysis.......................................23
Future (2018) Plus Approved Plus Cumulative Plus Growth No Project-CEQA Analysis.........26
Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project-CECIA Analysis......30
5.0 CALTRANS METHODOLOGY ANALYSIS............................................................................................32
7.0 CONGESTION MANAGEMENT PROGRAM (CMP)CONSISTENCY................................................34
8.0 SITE PLAN REVIEW..............................................................................................................................34
9.0 CONCLUSION........................................................................................................................................35
APPENDIX.............................................................................................................................................36
APPENDICES
Appendix A—Raw Turning Movement Counts
Appendix B—Regional Growth Percentages
Appendix C—Existing (2015) Intersection Level of Service Worksheets
Appendix D—Existing (2015) Plus Project Intersection Level of Service Worksheets
Appendix E—Approved Projects
Appendix F—Future (2018) Plus Approved Plus Growth Intersection Level of Service
Worksheets-TPO
Appendix G—TPO Analysis One Percent Threshold Calculation Worksheets
Appendix H—Future (2018) Plus Approved Plus Growth Plus Project Intersection Level of Service
Worksheets-TPO
Appendix I—Cumulative Projects
Appendix J—Future (2018) Plus Approved Plus Cumulative Plus Growth Intersection Level of
Service Worksheets-CEQA
Appendix K—Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project Intersection
Level of Service Worksheets-CEQA
Appendix L—Existing (2015) No Project and Plus Project Intersection Level of Service
Worksheets (HCM Methodology)
Appendix M—Future (2018) Plus Approved Plus Cumulative Plus Growth No Project and Plus
Project Intersection Level of Service Worksheets (HCM Methodology)
ENC Pre-School TIA
140
1.0 INTRODUCTION
The following presents the Traffic Impact Analysis (TIA) prepared by DKS Associates
(DKS) for a proposed pre-school project which will serve 72 students and 10 employees.
The existing site is 7,300 square feet which is all currently vacant. The project is located
on the west side of Dover Drive south of 16`h Street in Newport Beach, California. This
TIA has been prepared consistent with the policies of the City of Newport Beach Traffic
Phasing Ordinance (TPO) requirements, California Environmental Quality Act (CEQA),
discussions with the City staff of Newport Beach and Costa Mesa, and methodologies
from the Institute of Transportation Engineers (ITE) manuals.
Purpose and Objectives of the TIA
Based on discussions with the City, the purpose of this TIA is to evaluate the traffic and
circulation impacts of the proposed project. The study objectives of this TIA include:
• Documentation of existing traffic conditions and future traffic conditions
corresponding to the "future year' (existing plus ambient growth) of the
proposed project when it would be completely built-out and fully occupied one
year after the project completion.The project completion year is 2017.
• Conduct capacity and performance analysis of the study intersections based on
the City of Newport Beach TPO and CEQA requirements.
Analysis Scenarios
Based on discussions with the City, the analysis was conducted at the study
intersections for the following scenarios as part of the TIA:
1) Existing (2015) Conditions
2) Existing (2015) Conditions Plus Project
3) Future (2018) Plus Approved Projects Plus Growth (No Project Conditions) -TPO
4) Future (2018) Plus Approved Projects Plus Growth Plus Project Conditions-TPO
5) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth (No
Project Conditions) - CEQA
6) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus
Project Conditions - CEQA
7) Future (2018) Plus Approved Projects Plus Growth Plus Project Conditions Plus
Mitigation (if required) -TPO
8) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus
Project Conditions Plus Mitigation (if required) - CEQA
ENC Pre-School TIA 2
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Site Location and Study Area
The project site is located in the City of Newport Beach on the west side of Dover Drive
south of 16th Street. The TPO requires analyzing primary intersections within the project
vicinity (see Appendix A of the TPO). Since the location of the project site is near the city
limits of Newport Beach and Costa Mesa, intersections located in both the City of
Newport Beach and the City of Costa Mesa are included in the analysis. Regional access
is provided by Coast Highway (SR-1).
Based on discussions with the City of Newport Beach and Costa Mesa, the project's
traffic related impact will be evaluated at following intersections:
1) Riverside Avenue/West Coast Highway (City of Newport Beach/Caltrans)
2) Tustin Avenue/West Coast Highway (City of Newport Beach/Caltrans)
3) Irvine Avenue/19th Street/Dover Drive (City of Newport Beach/City of Costa
Mesa)
4) Irvine Avenue/17th Street/Westcliff Drive (City of Newport Beach/City of Costa
Mesa)
5) Dover Drive/Westcliff Drive (City of Newport Beach)
6) Dover Drive/161h Street (City of Newport Beach)
7) Dover Drive/West Coast Highway (City of Newport Beach/Caltrans)
8) Bayside Drive/West Coast Highway (City of Newport Beach/Caltrans)
9) Tustin Avenue/171h Street (City of Costa Mesa)
Figure 1 illustrates the project site location and study intersections.
ENC Pre-School TIA 3
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Methodology
Per consultation with the City, and the review of the City of Newport Beach Traffic
Phasing Ordinance (TPO), the analysis of signalized intersections was performed using
the Intersection Capacity Utilization (ICU) methodology. The City of Newport Beach
requires the analysis of all study intersections based on ICU methodology as part of the
TIA. Intersections under the jurisdiction of Caltrans require the analysis to be performed
using the HCM methodology. The assessment of intersection conditions addresses level
of service (LOS), in terms of volume-to-capacity (V/C) ratio for ICU analysis for signalized
intersections. The Traffix Version 8 software package was used to determine
intersection LOS based on ICU methodology and HCM methodology for the all study
intersections. Brief level of service definitions along with the corresponding volume to
capacity ratio for the ICU methodology and corresponding control delay for the HCM
methodology for signalized intersections are shown in Tables Al and A2, respectively.
The degree of congestion at an intersection is described by the level of service, which
ranges from LOS A to LOS F, with LOS A representing free-flow conditions with little
delay and LOS F representing over-saturated traffic flow throughout the peak hour.
Table B provides a description of each specific level of service grade (LOS A through LOS
F).
Table Al—Level of Service Definitions for Signalized Intersections Based on ICU V/C
Level of Service WC Ratio
A 0.00-0.60
B 0.61-0.70
C 0.71-0.80
D 0.81-0.90
E 0.91-1.00
F 1.01 or greater
SOURCE:Orange County Congestion Management Plan,2013
Table A2—Level of Service Definitions for Signalized Intersections Based on HCM Delay
Level of Service Delay per Vehicle(in seconds)
A <0-10
B >10-20
C >20-35
D >35-55
E >55-80
F >80
SOURCE:Highway Capacity Manual,Transportation Research Board,Special Report No.209,
Washington,D.C.,2000.
ENC Pre-School TIA 5
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Table B—Level of Service Descriptions
LOS Description
A No approach phase is fully utilized by traffic,and no vehicle waits longer than one red
indication. Typically,the approach appears quite open,turns are made easily,and
nearly all drivers find freedom of operation.
B This service level represents stable operation,where an occasional approach phase is
fully utilized and a substantial number are nearing full use. Many drivers begin to feel
restricted within platoons of vehicles.
C This level still represents stable operating conditions. Occasionally drivers may have to
wait through more than one red signal indication,and backups may develop behind
turning vehicles. Most drivers feel somewhat restricted,but not objectionably so.
D This level encompasses a zone of increasing restriction approaching instability at the
intersection. Delays to approaching vehicles may be substantial during short peaks
within the peak period; however,enough cycles with lower demand occur to permit
periodic clearance of developing queues,thus preventing excessive backups.
E Capacity occurs at the upper end of this service level. It represents the most vehicles
that any particular intersection approach can accommodate. Full utilization of every
signal cycle is seldom attained no matter how great the demand.
F This level describes forced flow operations at low speeds,where volumes exceed
capacity. These conditions usually result from queues of vehicles backing up from a
restriction downstream. Speeds are reduced substantially,and stoppages may occur
for short or long periods of time due to the congestion. In the extreme case, both
speed and volume can drop to zero.
SOURCE: Highway Capacity Manual,Transportation Research Board,Special Report No.209,Washington,D.C.,
2000.
ENC Pre-School TIA 6
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Significance Criteria
Based on the review of the TPO for both the City of Newport Beach and the City of Costa
Mesa General Plan, the acceptable level of service for all study intersections is LOS D.
For intersections under the Congestion Management Program (CMP), the acceptable
level of service is LOS E.
The "significant" traffic impact for study intersections in the City of Newport Beach and
Costa Mesa requires an increase in 0.01 or more project related v/c for intersections
already operating at unacceptable (E or F) level of service in the no project conditions.
Also, if the project causes an intersection which is operating at an acceptable level of
service in the no project conditions, to operate at unacceptable level of service (E or F);
it is a "significant' traffic impact for that intersection.
For intersections under the jurisdiction of Caltrans, the significant impact criteria are
based on the 'Caltrans Guide for the Preparation of Traffic Impact Studies' document.
Caltrans maintains a target LOS at the transition between LOS C and LOS D using the
HCM methodology. The project impact on a Caltrans intersection would be significant if
the project either causes an intersection operating at LOS C to deteriorate to LOS D or
worse or causes an intersection already operating at LOS D or worse to deteriorate to a
worse Level of Service.
2.0 EXISTING CONDITIONS
Existing Traffic Conditions
Roadways
Regional access to the project vicinity is provided by West Coast Highway (SR-1) located
south of the site. Local access is provided via Dover Drive and 16`h Street immediately
adjacent to the project site. The following describes the existing roads in the study area.
West Coast Highway
West Coast Highway is a four-lane divided roadway between Riverside Avenue and
Dover Drive and a five-lane divided roadway between Dover Drive and Bayside Drive. It
is located south of the project site. In the study area, West Coast Highway is signalized
at intersections with Riverside Avenue, Tustin Avenue, Balboa Bay Way, Dover Drive and
Bayside Drive. On-street parking is permitted at some locations along the roadway. The
speed limit is 40 MPH west of Tustin Avenue and 40 MPH between Tustin Avenue and
Bayside Drive. West Coast Highway is under the jurisdiction of Caltrans.
ENC Pre-School TIA 7
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Dover Drive/19th Street
Dover Drive/19th Street is a four-lane divided roadway located east of the project site.
There are two right-turn in, right-turn out access driveways to the project site along
Dover Drive south of the 16th Street intersection. 19th Street changes to Dover Drive at
the Irvine Avenue intersection. In the study area, Dover Drive/19th Street is signalized at
the intersections with Irvine Avenue, Westcliff Drive, 16th Street, Cliff Drive and West
Coast Highway. On-street parking is only permitted near the Irvine Avenue intersection.
This roadway contains both northbound and southbound bike lanes. The speed limit is
45 miles per hour (MPH) from West Coast Highway to Westcliff Drive, 35 miles per hour
from Westcliff Drive to Mariners Drive, and 30 miles per hour from Mariners Drive to
Irvine Avenue.
Riverside Avenue
Riverside Avenue varies between a three-lane and four-lane undivided roadway located
west of the project site. In the study area, Riverside Drive is signalized at an intersection
with West Coast Highway. This intersection will be analyzed as part of the study. On-
street parking is not permitted near the vicinity of the intersection. This roadway
contains both northbound and southbound bike lanes. The speed limit is 30 miles per
hour (MPH).
Tustin Avenue
In the study area, Tustin Avenue is observed at two different locations: the intersections
with West Coast Highway and 17th Street. These signalized intersections will be analyzed
as part of the study. At the West Coast Highway intersection, Tustin Avenue is a two-
lane undivided roadway located west of the project site. At the 17th Street intersection,
Tustin Avenue is a two-lane undivided roadway located north of the project site. This
intersection has a left-turn lane at the south leg and a left-turn lane and a right-turn
lane on the north leg. On-street parking is permitted along both stretches of Tustin
Avenue included in the study area. The speed limit is 25 miles per hour (MPH) at both
locations.
Irvine Avenue
Irvine Avenue is a four-lane divided roadway located west of the project site. In the
study area, Irvine Avenue is signalized at the intersections with Dover Drive/19th Street
and 17th Street/Westcliff Drive. These intersections will be analyzed as part of our study.
On-street parking is not permitted along the roadway. There are dual left-turn lanes at
the north and south legs of the Irvine Avenue/171h Street/Westcliff Drive intersection.
The Irvine Avenue/Dover Drive/19th Street intersection contains one left-turn lane on
the north and south legs. Irvine Avenue contains both northbound and southbound bike
lanes. The speed limit is 35 miles per hour (MPH) from 16th Street to 17th
Street/Westcliff Drive, 40 miles per hour from 17th Street/Westcliff Drive to Dover Drive,
and 40 miles per hour from Dover Drive to Santiago Drive.
ENC Pre-School TIA 8
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16th Street
16th Street is a two-lane undivided roadway located directly north of the project site.
There is a driveway along 16th Street west of Dover Drive that accesses the project site
through an adjacent site. In the study area, 16th Street is signalized at the intersection
with Dover Drive, which will be analyzed as part of the study. On-street parking is
permitted along the roadway. The speed limit is 35 miles per hour (MPH).
17th Street/Westcliff Drive
17th Street/Westcliff Drive is a four-lane divided roadway located north of the project
site. In the study area, 17th Street/Westcliff Drive is signalized at intersections with
Irvine Avenue, Dover Drive, and Tustin Avenue. These intersections will be analyzed as
part of the study. 17th Street turns into Westcliff Drive at the Irvine Avenue intersection.
On-street parking is not permitted along the stretch of 17th Street/Westcliff Drive
included in the study area. The speed limit is 35 miles per hour (MPH).
Bayside Drive
Bayside Drive is a four-lane undivided roadway south of East Coast Highway and a two-
lane undivided roadway north of East Coast Highway. The roadway is located southeast
of the project site. In the study area, Bayside is signalized at the intersection with East
Coast Highway. This intersection will be analyzed as part of the study. On-street parking
is permitted along the roadway north of East Coast Highway. This roadway contains
both northbound and southbound bike lanes south of East Coast Highway. The speed
limit is 40 miles per hour (MPH) south of East Coast Highway.
Figure 2 and Figure 3 illustrate the proposed project site plan and existing lane
configurations at the study intersections respectively.
ENC Pre-School TIA 9
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Traffic Volumes
Existing traffic volumes at all study intersections in the City of Newport Beach were
collected in 2012, 2013, 2014 and 2015. These counts were obtained from the City and
were adjusted by applying a 1% growth rate (on arterials only) per year based on the
rates obtained from the City. The counts were adjusted by adding growth rate until the
year 2015. For the intersection in the City of Costa Mesa, the counts were conducted in
June 2015. The peak hours were determined by combining the four highest adjacent 15
minute periods during the AM peak period (7:00-9:00 AM) and the PM peak period
(4:00-6:00 PM) at the intersections.
Figure 4 illustrates the existing AM and PM peak hour traffic volumes at the study
intersections. The actual counts are provided in the Appendix A. The regional growth
rates obtained from the City are provided in Appendix B.
Level of Service
The existing level of service has been evaluated at the study intersections based on the
ICU methodology. The LOS summary for intersections is shown in Table C. As shown in
Table C, all intersections operate at LOS D or better. Intersection LOS calculation sheets
are provided in Appendix C.
Table C: Existing (2015) Intersection Level of Service Summary
AM Peak Hour PM Peak Hour
Intersection V/C LOS V/C LOS
1. Riverside Avenue/West Coast Highway 0.778 C 0.794 C
2. Tustin Avenue/West Coast Highway 0.768 C 0.614 B
3. Irvine Avenue/19th Street/Dover Drive 0.534 A 0.697 B
4. Irvine Avenue/17th Street/Westcliff Drive 0.502 A 0.695 B
5. Dover Drive/Westcliff Drive 0.414 A 0.477 A
6. Dover Drive/16th Street 0.492 A 0.511 A
7. Dover Drive/West Coast Highway 0.623 B 0.782 C
8. Bayside Drive/East Coast Highway 0.699 B 0.666 B
9. Tustin Avenue/171Street 0.468 A 0.558 A
ENC Pre-School TIA 12
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3.0 PROJECT DESCRIPTION
Project Size and Description
Figure 2 illustrates the site plan of the proposed project. The proposed project would
develop a 7,300 square foot pre-school. The existing site consists of vacant land located
next to a retail area. The pre-school will serve 72 students and 10 employees. The
project would provide two driveways directly to Dover Drive and one driveway to 16th
Street through an adjacent site. The driveways along Dover Drive are right-turn in and
right-turn out only.
Project Traffic
Trip Generation
Trip generation estimates for the proposed project were developed using ITE trip rates
per the Institute of Transportation Engineers' (ITE) Trip Generation, 9`h Edition. A
summary of the trip generation rates and resulting vehicle trips from the proposed
project is presented in Table D.
Table D: Project Trip Generation Summary
Land Use ITE Size Daily AM Peak Hour PM Peak Hour
Code In Out Total In Out Total
Trip Rates
Day Care Center 565 1 per Stu 4.38 0.42 0.38 0.80 1 0.38 0.43 0.81
Trip Generation
Proposed Project
Day Care Center 565 1 72 1 Stu 315 30 27 57 27 31 58
Total Trips 315 30 27 57 27 31 58
ITE—Institute of Transportation Engineers
ENC Pre-School TIA 14
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Trip Distribution and Assignment
Project trip distribution patterns were based on factors such as: 1) transportation facility
characteristics that impact travel demand (i.e. location of urban arterials, freeways, and
interchanges); 2) location of employment and commercial facilities; 3) location of
residential facilities; and 4) existing traffic patterns. Trip distribution assumptions were
approved from the City.
Figure 5 illustrates trip distribution percentages for the proposed project. Trip
distribution percentages were applied to the proposed project's trip generation to
calculate the traffic volumes which the project would generate at study intersections
(i.e. trip assignment). The resulting AM and PM peak hour trip assignments used for the
TPO and CEQA analysis is shown in Figure 6.
Existing (2015) Plus Project
Traffic Volumes
The trips generated from the project as shown in Figure 6 were added to the existing
traffic volumes shown in Figure 4 which would result in the existing plus project traffic
scenario. Figure 7 illustrates the Existing Year (2015) Plus Project traffic volumes.
Levels of Service
The Existing Plus Project level of service has been evaluated at study intersections based
on the ICU methodology. The LOS summary for intersections is shown in Table E. As
shown in Table E, all intersections operate at LOS C or better. Intersection LOS
calculation sheets are provided in the Appendix D.
ENC Pre-School TIA 15
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No Project Plus Project Difference Project
Intersections AM Peak PM Peak AM Peak PM Peak AM PM Impact
V/C LOS WC LOS WC LOS V/C LOS WC V/C
1. Riverside Avenue/West Coast Highway 0.778 C 0.794 C 0.780 C 0.795 C 0.002 0.001 No
2. Tustin Avenue/West Coast Highway 0.768 C 0.614 B 0.771 C 0.616 B 0.003 0.002 No
3. Irvine Avenue/19`"Street/Dover Drive 0.534 A 0.697 B 0.539 A 0.702 C 0.005 0.005 No
4. Irvine Avenue/17` Street/Westcliff Drive 0.502 A 0.695 B 0.505 A 0.697 B 0.003 0.002 No
5. Dover Drive/Westcliff Drive 0.414 A 0.477 A 0.417 A. 0.481 A 0.003 0.004 No
6. Dover Drive/16` Street 0.492 A 0.511 A 0.508 A 0.514 A 0.016 0.003 No
7. Dover Drive/West Coast Highway 0.623 B 0.782 C 0.624 B 0.786 C 0.001 0.004 No
8. Bayside Drive/East Coast Highway 0.699 B 0.666 B 0.701 C 0.667 B 0.002 0.001 No
9. Tustin Avenue/17` Street 0.468 A 0.558 A 0.469 A 0.560 A 0.001 0.002 No
Significant Impact
Based on the threshold for significant impacts of the proposed project, the trips
generated from the proposed project would not cause significant impact on any of the
study intersections. Therefore, no mitigation measures are required on study
intersections as part of the project.
4.0 FUTURE (2018) CONDITIONS
Future (2018) Plus Approved Projects Plus Growth (No Project)-TPO Analysis
Traffic Volumes
Future buildout traffic forecasts were developed in order to analyze the project traffic
impacts during the buildout year of the project. A 1% annual growth was added to the
existing vehicular traffic volumes (on arterials only) for a period of 3 years to determine
the future 2018 traffic volumes at the study intersections based on the growth rate
obtained from the City. In addition, the City of Newport Beach provided a list of
approved projects and trips on the study intersections to be used for the future 2018
analysis. The approved projects consist of developments which are approved by the
City, but have not been constructed. An approved project is a project that has been
approved pursuant to the TPO, and requires no further discretionary approval from the
ENC Pre-School TIA 19
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City. Trips generated from the approved projects were distributed to the roadway
network by the city. The list of approved projects is presented in Table F. The details of
approved projects are included in Appendix E.
Table F: List of Approved Projects
No. Approved Project No. Approved Project
1. Fashion Island Expansion 12. Mariner's Pointe
2. Temple Bat Yahm Expansion 13. 4221 Dolphin Striker
3. Newport Dunes 14. San Joaquin Hills Plaza
4. Hoag Hospital Phase III 15. Uptown Newport(Phase 2)
5. St. Mark Presbyterian Church 16. Uptown Newport(Phase 1)
6. 2300 Newport Boulevard 17. Marina Park
7. Hoag Health Center 18. Back Bay Landing
8. North Newport Center 19. Westcliff Drive Medical
9. Santa Barbara Condo 20. Lido House Hotel Traffic
10. 328 Old Newport Medical 21. Newport Executive Center
11. Bayview Medical Office
Figure 8 shows the future ambient growth and approved project volumes at study
intersections. Figure 9 illustrates the Future (2018) Plus Approved Projects Plus Growth
AM and PM peak hour traffic volumes in the study area.
Level of Service
The Future (2018) Plus Approved Project Plus Growth (No Project) level of service has
been evaluated at study intersections based on the ICU methodology. The LOS summary
for intersections is shown in Table G. As shown in Table G, all intersections operate at
LOS D or better. Intersection LOS calculation sheets are provided in the Appendix F.
ENC Pre-School TIA 20
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Q,Irvine Ave.117th SUWestcliff Dr. 5,Dover DrNVestcliff Dr. (,Dover Dr.116th St.
ticb
\N
North-South North-South
All Left Tums Protected Left Tums Protected
7,Dover DrNVest Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave✓17th St.
Fee `\
`o o 56(63) m rn ^9�\,L\
o` r
126(20') a n �mw 16(31) 1V \
® 1(1) 11 113(176) O j
•►1 rm3(2j
(40)25 (13 )73
3)2132 ~
(161)159 0^00 (17)71•
(1)1
NorthSouth Split North-South Split East-West
East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted
LEGEND F - Lane Configuration '
# Study Intersection AM(PM) - Peak Hour Traffic Volumes Ambient Growth and
-
Traffic Signal m®m - Volume Turn Movement
Left•Thm•RgM Approved Project
�• Stop Sign * - DefactoRight Turn Peak Ho r lumes
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1 Site LN
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.,stip\
Overlap• moo��y\ �ho�ati * • ��°',opp�ry\
mss,
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East-West East North-South
Left Turns Protected Left Tums Protected Left Tums Protected
Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St.
y\
I`ems
bpp n��
�F'➢v% `B�, �9'v%/'yB />% 55/46/
North-South
All Left Tums Protected Left Tums Protected
7,Dover Dr/West Coast Hwy. 8,Bayside DrlEast Coast Hwy. 9, Tustin Ave✓17th St.
Fee ti\
rn m '4 1 1288)
m p
r 1367(2788) ®47(66)
m
19(60) ®1515(3209) iyy /fr
1 rm 95(71)
(183)174 (2087)2655 �► i />>2��5%
(1682(Zq)23 . (502 )39O. i
NorthSoulh Split North-South Spli! East-West
East-West Left Tums Protected East-West Left Tums Protected Left Turns ProtectedlPermitted
LEGEND F - Lane Configuration '
# Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018)
-
TraffcSignal m®m - VolumeTurnMovement
Left•Thw.RgM Plus Approved Projects
�• Stop Sign * - DefactoRight Turn Plus Growth Peak Ho lumes
Table G: Future (2018) Plus Approved Projects Plus Growth (No Project) Intersection-
Level of Service Summary(TPO Analysis)
AM Peak Hour PM Peak Hour
Intersection WC LOS V/C LOS
1. Riverside Avenue/West Coast Highway 0.84 D 0.84 D
2. Tustin Avenue/West Coast Highway 0.83 D 0.66 B
3. Irvine Avenue/19th Street/Dover Drive 0.55 A 0.72 C
4. Irvine Avenue/17th Street/Westcliff Drive 0.54 A 0.73 C
5. Dover Drive/Westcliff Drive 0.43 A 0.49 A
6. Dover Drive/16th Street 0.51 A 0.54 A
7. Dover Drive/West Coast Highway 0.66 B 0.85 D
S. Bayside Drive/East Coast Highway 0.76 C 0.80 C
9. Tustin Avenue/17th Street 0.50 A 0.60 A
Future (2018) Plus Approved Plus Growth Plus Project—TPO Analysis
TPO Analysis
In addition to the CEQA analysis, the City of Newport Beach also requires the analysis of
the future buildout year of the proposed development as per the Traffic Phasing
Ordinance (TPO) requirements. Unlike in the CEQA analysis where the cumulative
projects are required to be included in the analysis, the TPO analysis includes only the
approved projects in the no project baseline conditions. Therefore, this scenario is
analyzed based on the TPO requirements only.
One Percent Methodology for TPO Analysis
As per the TPO analysis, the study intersections are required to be reviewed based on
the one percent methodology in order to determine if they need to be analyzed further
or not. Based on the TPO analysis methodology, at a study intersection if 1% of the no
project baseline volume (Future 2018 Plus Approved Projects Plus Growth No Project) at
each approach exceeds the proposed project trip assignment on that approach, no
further analysis is required for that intersection. However, if the proposed project trips
at any approach are greater than the 1% of the no project volume (Future 2018 Plus
Approved Plus Growth No Project) at that approach, the intersection qualifies for
further analysis for level of service (ICU).
Based on the comparison between the Future (2018) Plus Approved Plus Growth No
Project as shown in Figure 9 with the project trip assignment as shown in Figure 6, the
following four intersections did not satisfy the one percent threshold and would require
ENC Pre-School TIA 23
102
further analysis for this scenario. The threshold calculation worksheets are provided in
Appendix G.
1. Irvine Avenue/19th Street/Dover Drive (City of Newport Beach/City of Costa
Mesa)
2. Dover Drive/Westcliff Drive (City of Newport Beach)
3. Dover Drive/16th Street (City of Newport Beach)
4. Dover Drive/West Coast Highway (City of Newport Beach/Caltrans)
In addition, the following two intersections in Costa Mesa were also analyzed as per the
City's request.
1. Irvine Avenue/17th Street/Westcliff Drive (City of Newport Beach/City of Costa
Mesa)
2. Tustin Avenue/17th Street (City of Costa Mesa)
Traffic Volumes
The trips generated from the project as shown in Figure 6 were added to the future
(2018) no project traffic volumes shown in Figure 9 which would result in the future
(2018) plus project traffic scenario. Figure 10 illustrates the Future (2018) Plus
Approved Projects Plus Growth Plus Project traffic volumes.
Level of Service
The Future (2018) Plus Approved Plus Growth Plus Project level of service has been
evaluated at study intersections based on the ICU methodology. The LOS summary for
intersections is shown in Table H. As shown in Table H, all intersections operate at LOS
D or better. Intersection LOS calculation sheets are provided in the Appendix H.
ENC Pre-School TIA 24
los
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�S�a yST FFFo
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1 site LN
2
7 v-k> OR
h'fSTCOgSTyWy 8
Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr.
Overlap
,? ��• �>/s/� d,9
y /f�9�®� BO4?� / /j/�Cp
East-West East North-South
Left Turns Protected Left Tums Protected Left Tums Protected
Q,Irvine Ave./17th SUINestcliff Dr. 5,Dover DrNyestclitf Dr. (,Dover Dr./16th St
h�\
o�^\
N b '9
a5�4e)
08)
North-South
All Left Tums Protected Left Tums Protected
7,Dover Dr/West Coast Hwy. 8,Bayside DrlEast Coast Hwy. 9, Tustin Ave117th St.
®re ory\°\
� 12(1297) ``X36712788) nw ®47(66)19(501 ®1526(3216)Ir
(117)10695(71)
9 /9/0)182 (2096)2664(1682(24123•2 39 (502)390•
NorthSoulh Split North-South Split East-West
East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted
LEGEND F - Lane Configuration '
# Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018)
Traffic m®m - Volume Turn Movement Plus Approved Projects Plus Growth
L191M RgM
�• Stop Sign * - DefactoRight Turn Plus Project Peak Ho lumes
Table H: Future (2018) Plus Approved Projects Plus Growth Plus Project Intersection
Level of Service Summary(TPO Analysis)
No Project Plus Project Difference Project
I
Intersections AM Peak PM Peak AMP ak PM Peak AM PM mpact
WC Los V/C Los WC Los WC Los WC v/c
3. Irvine Avenue/19`'Street/Dover Drive 0.55 A 0.72 C 0.56 A 0.73 C 0.01 0.01 No
4. Irvine Avenue/17 Street/Westcliff Drive 0.54 A 0.73 C 0.54 A 0.73 C 0.00 0.00 No
5. Dover Drive/Westcliff Drive 0.43 A 0.49 A 0.43 A 0.50 A 0.00 0.01 No
6. Dover Drive/16th Street 0.51 A 0.54 A 0.53 A 0.54 A 0.02 0.00 No
7. Dover Drive/West Coast Highway 0.66 B 0.85 D 0.67 B 0.85 D 0.01 0.00 No
9. Tustin Avenue/17` Street 0.50 A 0.60 A 0.50 A 0.60 A 0.00 0.00 No
Significant Impact
Based on the threshold for significant impacts of the proposed project, the trips
generated from the proposed project would not cause significant impact on any of the
study intersections. Therefore, no mitigation measures are required on the study
intersections as part of the project.
Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth (No
Project)-CEQA Analysis
Traffic Volumes
Future buildout traffic forecasts were developed in order to analyze the project traffic
impacts during the buildout year of the project. A 1% annual growth was added to the
existing vehicular traffic volumes (on arterials only) for a period of 3 years to determine
the future 2018 traffic volumes at the study intersections based on the growth rate
obtained from the City. In addition to the list of approved projects, the City of Newport
Beach and City of Costa Mesa provided a list of cumulative project locations and traffic
study documents which needed to be included for the future 2018 analysis. The
cumulative projects consist of developments which are not yet approved by the City, but
are expected to be completed or almost be completed around the completion of the
proposed project. Trips generated from the approved and cumulative projects were
distributed to the roadway network. The list of cumulative project is presented in Table
I. The details of cumulative projects are included in Appendix I.
ENC Pre-School TIA 26
105
Table I: List of Cumulative Projects
No. Cumulative Project No. Cumulative Project
1. Banning Ranch 6. Porsche Auto Dealership
2. Koll Mixed-Use Development 7. Newport Coast TAZ
3. Balboa Marina West Expansion 8. Newport Beach Country Club
4. ExplorOcean Amusement Park 9. Retail Center at 1726 Superior Avenue
(Walgreens)(City of Costa Mesa)
S. Ebb Tide Residential 10. Superior Pointe Residential (City of Costa Mesa)
Figure 11 shows the cumulative project volumes at study intersections. Figure 12
illustrates the Future (2018) Plus Approved Projects Plus Cumulative Project Plus Growth
AM and PM peak hour traffic volumes in the study area.
Level of Service
The Future (2018) Plus Approved Plus Cumulative Plus Growth (No Project) level of
service has been evaluated at study intersections based on the ICU methodology. The
LOS summary for intersections is shown in Table J. As shown in Table 1, all intersections
operate at LOS D or better. Intersection LOS calculation sheets are provided in the
Appendix J.
ENC Pre-School TIA 27
100
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P JST �E,1j
'CJS�a ysT FFFo
9
J
�QS�QE AV Project $ calTaWM5
1 site LN
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Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr.
Overlap�
mo/S /?�o�oJOjrr®� `r4%vgy/.�/ ��S S2�%
p m p O
East-West East North-South
Left Turns Protected Left Tums Protected Left Tums Protected
Q,Irvine Ave./17th SUWestcliff Dr. 5,Dover DrNyestcliff Dr. 6,Dover Dr./16th St.
0
Frees
O h O
North-South
All Left Tums Protected Left Tums Protected
7,Dover DrlWest Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave✓17th St.
Free \\
L°.om � 1843
(154) 00)
000 �ty�r ppO�\
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Ir
AD �► ��
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North-South Split North-South Split East-West
East-West Left Tums Protected East-West Left Tums Protected Left Tums ProtectedrPermitted
LEGEND F - Lane Configuration '
# Study Intersection AM(PM) - Peak Hour Traffic Volumes
-
TraffcSignal m®m - VolumeTurnMovement Cumulative Project
Le@.Thm.Rghl Peak Hour Volumes
�• Stop Sign * - Defacto Right Tum
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�S�a ysT �F,eO
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2
7 v-k> OR
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Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr.
Overlap
�sB
/7g/B9�BBl 7,y1/59 /2B2 2618 �'%•]f�T /�69y� �Y
/1 ®7'� 1g4� / �`r(�jY//TB3B/�B/ >y�P� 15e.
East-West East North-South
Left Turns Protected Left Tums Protected Left Tums Protected
Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St.
y1\
V ^moi o`er
o/z�/
b,44 f
,0.hh�9 • X
,�\ hO ryp ,fin\ Ab' ^1h ry•
North-South
All Left Tums Protected Left Tums Protected
7,Dover Dr/West Coast Hwy. 8,Bayside Dr✓East Coast Hwy. 9, Tustin Ave117th St.
Free
0
091134)
947(66J
172 (389)95(71)(242)
(50)19 ® 53
2r
(171)178 (117) 06y299)27
)3(1892) 1 (502
24) \ry
\
>p29�/z
B�S%
North-South Split North-South Split East-West
East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted
LEGEND F - Lane Configuration '
#
Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) Plus Approved
-
TraffcSignal m®m - Volume Turn Movement
LeR1012M Projects Plus Cumulative Projects
�• Stop Sign * - DefactoRight Turn Plus Growth Peak Hotlolumes
Table J: Future (2018) Plus Approved Plus Cumulative Plus Growth (No Project)
Intersection Level of Service Summary (CEQA Analysis)
AM Peak Hour PM Peak Hour
Intersection WC LOS V/C LOS
1. Riverside Avenue/West Coast Highway 0.876 D 0.887 D
2. Tustin Avenue/West Coast Highway 0.866 D 0.697 B
3. Irvine Avenue/19th Street/Dover Drive 0.550 A 0.721 C
4. Irvine Avenue/17th Street/Westcliff Drive 0.538 A 0.728 C
5. Dover Drive/Westcliff Drive 0.436 A 0.506 A
6. Dover Drive/16th Street 0.515 A 0.549 A
7. Dover Drive/West Coast Highway 0.688 B 0.886 D
S. Bayside Drive/East Coast Highway 0.780 C 0.827 D
9. Tustin Avenue/17th Street 0.496 A 0.595 A
Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project—CECI.A
Analysis
Traffic Volumes
The trips generated from the project as shown in Figure 6 were added to the future
(2018) no project traffic volumes shown in Figure 12 which would result in the future
(2018) plus project traffic scenario. Figure 13 illustrates the Future (2018) Plus
Approved Projects Plus Cumulative Projects Plus Growth Plus Project traffic volumes. A
typical CEQA analysis is conducted for this scenario.
Level of Service
The Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project level of
service has been evaluated at study intersections based on the ICU methodology. The
LOS summary for intersections is shown in Table K. As shown in Table K, all
intersections operate at LOS D or better. Intersection LOS calculation sheets are
provided in the Appendix K.
ENC Pre-School TIA 30
1 O9
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IBTy Key Map
T
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�S�a ysT �F,eO
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1 site LN
2
7 v-k> OR
h'fSTCOgSTyl,Y1, 8
Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr.
Overlap o�e o o-\ * °j hm\
/111��
East-West East North-South
Left Turns Protected Left Tums Protected Left Tums Protected
Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St.
h1\
/30i�se
286 lam?/6� 01 B�>68® 4/7�. .....
z
North-South
IV
All Left Tums Protected Left Tums Protected
7,Dover Dr/West Coast Hwy. $,Bayside DrlEast Coast Hwy. 9, Tustin Ave✓17th St.
m
Fre
OF.w,,
0(1333)
2942)551( : 9(50) 47(66)
19 �1736(3398) �5(71)Wmmm 9n�8)186 (117)106
33101J27i7(1892(
(60239
24)23 `, O %
North-South Split North-South Split East-West
East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted
LEGEND F - Lane Configuration '
# -
StudyIntersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) Plus Approved
-
TraffcSignal m®m - Volume Turn Movement
LeR1012M Projects Plus Cumulative Projects Plus
�• Stop Sign * - DefactoRight Turn Growth Plus Project Peak Ho lumes
Table K: Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth
Plus Project Intersection Level of Service Summary(CEQA Analysis)
No Project Plus Project Difference Project
Intersections AM Peak PM Peak AM Peak PM Peak AM PM Impact
V/C LOS WC LOS WC LOS V/c LOS V/C V/C
1. Riverside Avenue/West Coast Highway 0.876 D 0.887 D 0.879 D 0.889 D 0.003 0.002 No
2. Tustin Avenue/West Coast Highway 0.866 D 0.697 B 0.869 D 0.698 B 0.003 0.001 No
3. Irvine Avenue/19th Street/Dover Drive 0.550 A 0.721 C 0.555 A 0.726 C 0.005 0.005 No
4. Irvine Avenue/17th Street/Westcliff Drive 0.538 A 0.728 C 0.540 A 0.730 C 0.002 0.002 No
5. Dover Drive/Westcliff Drive 0.436 A 0.506 A 0.439 A 0.510 A 0.003 0.004 No
6. Dover Drive/16th Street 0.515 A 0.549 A 0.531 A 0.552 A 0.016 0.003 No
7. Dover Drive/West Coast Highway 0.688 B 0.886 D 0.690 B 0.890 D 0.002 0.004 No
8. Bayside Drive/East Coast Highway 0.780 C 0.827 D 0.782 C 0.829 D 0.002 0.002 No
9. Tustin Avenue/17th Street 0.496 A 0.595 A 0.498 A 0.596 A 0.002 0.001 No
Significant Impact
Based on the threshold for significant impacts of the proposed project, the trips
generated from the proposed project would not cause significant impact on any of the
study intersections. Therefore, no mitigation measures are required on the study
intersections as part of the project.
5.0 CALTRANS METHODOLOGY ANALYSIS
The following four study intersections are owned and operated by Caltrans, and
therefore would require a specialized analysis using the HCM methodology.
• Riverside Avenue/West Coast Highway
• Tustin Avenue/West Coast Highway
• Dover Drive/West Coast Highway
• Bayside Drive/East Coast Highway
ENC Pre-School TIA 32
2�2
Existing (2015) Plus Project
Level of Service
The Existing (2015) No Project and Plus Project level of service comparison has been
evaluated at study intersections based on the HCM methodology. The LOS summary for
intersections is shown in Table L. As shown in Table L, all intersections operate at LOS C
or better. Intersection LOS calculation sheets are provided in Appendix L.
Table L: Existing (2015) Plus Project Intersection Level of Service Summary (HCM
Methodology)
No Project Plus Project Difference Project
Intersection AM Peak Hour PM A
Peak AM Peak AM Peak M PM Impact
Hour Hour Hour (sec) (sec)
Delay LOS Delay LOS Delay LOS Delay LOS
(sec) (sec) (sec) (sec)
1. Riverside Avenue/West Coast Highway 9.2 A 14.9 B 9.2 A 14.9 B 0 0 No
2. Tustin Avenue/West Coast Highway 2.3 A 3.0 A 2.3 A 3.0 A 0 0 No
7. Dover Drive/West Coast Highway 18.3 B 17.1 B 18.5 B 17.4 B 0.2 0.3 No
8. Bayside Drive/East Coast Highway 11.2 1 B 1 12.8 1 8 1 11.2 1 B 12.8 1 B 0 D No
Significant Impact
Based on the threshold for significant impacts of the proposed project, the trips
generated from the proposed project would not cause significant impact on any of the
study intersections. Therefore, no mitigation measures are required on the study
intersections as part of the project.
Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus
Project
Level of Service
The Future (2018) No Project and Plus Project level of service comparison has been
evaluated at the study intersections based on the HCM methodology. The LOS summary
for intersections is shown in Table M. As shown in Table M, all intersections operate at
LOS C or better. Intersection LOS calculation sheets are provided in Appendix M.
ENC Pre-School TIA 33
1-72
Table M: Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Project
Intersection Level of Service Summary (HCM Methodology)
No Project Plus Project Difference Project
Intersection AM Peak Hour PM Peak AM Peak AM Peak AM PM Impact
Hour Hour Hour (sec) )sec)
Delay LOS Delay LOS Delay LOS Delay LOS
(sec) (sec) (sec) (sec)
1. Riverside Avenue/West Coast Highway 12.9 B 20.5 C 12.9 B 20.6 C 0 0.1 No
2. Tustin Avenue/West Coast Highway 4.7 A 4.9 A 4.7 A 5.0 A 0 0.1 No
7. Dover Drive/West Coast Highway 21.5 C 24.1 C 21.7 C 24.5 C 0.2 0.4 No
8. Bayside Drive/East Coast Highway 18.5 B 22.8 C 18.5 B 22.8 C 0 0 No
Significant Impact
Based on the threshold for significant impacts of the proposed project, the trips
generated from the proposed project would not cause significant impact on any of the
study intersections. Therefore, no mitigation measures are required on the study
intersections as part of the project.
7.0 CONGESTION MANAGEMENT PROGRAM (CMP)
CONSISTENCY
The traffic study requires the level of service analysis of intersections monitored by the
Congestion Management Program (CMP) to be consistent with the analysis provided in
the 2013 Orange County Congestion Management Program. As per the performance
criteria stated in the 2013 Orange County Congestion Management Program, the CMP
uses LOS E for the intersection analysis based on the Intersection Capacity Utilization
(ICU) methodology. However, there are no study intersections in the traffic study that
are monitored by the CMP.
8.0 SITE PLAN REVIEW
The project site plan provides two driveways directly to Dover Drive and one driveway
to 16th Street through an adjacent site. The driveway along 16th Street west of Dover
Drive is a full access driveway and measures 45 ft. The two driveways along Dover Drive
south of 16th Street are both right-turn in, right-turn out driveways, and they both
measure 28 ft.
ENC Pre-School TIA 34
173
The proposed site plan will provide 25 total parking spaces (1 handicap space and 24
open spaces). The pre-school will contain 82 occupants (72 students and 10 employees).
Based on the City of Newport Beach Zoning Code, Chapter 20.40, the parking
requirement for a general day care is 1 space for every 7 occupants (based on maximum
occupancy allowed per license). Therefore, the parking required for the proposed
project is 12 spaces. Therefore, the project site provides an adequate parking supply
based on the City's zoning code.
9.0 CONCLUSION
Based on the results of the analysis, the proposed project generated trips would not
cause significant impact at any of the study intersections. Therefore, no mitigation
measures are required at any study intersection as a part of the proposed project. The
proposed project would allow for adequate vehicular circulation for vehicles within the
project site.
ENC Pre-School TIA 35
1,74
Appendix
ENC Pre-School TIA 36
27,5
APPENDIX A
Raw Turning Movement Counts
ENC Pre-School TIA
2��
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302016
N-S Direction: RIVERSIDE AVENUE Site Code : 00005061
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 1
Groups Printed.Tur nMovements
RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Right I Thru I Left Right Thru Left Right Thru Left Right Thru Left Int.Total
07:00 AM 30 0 10 6 163 1 0 0 0 0 301 36 547
07:15 AM 45 0 14 6 196 0 0 0 0 0 362 46 669
07:30 AM 39 0 16 8 221 2 0 1 0 4 515 85 891
07:45 AM 99 0 17 16 291 1 2 2 0 4 535 97 1064
Total 213 0 57 36 871 4 2 3 0 8 1713 264 3171
08:00 AM 124 0 20 10 296 6 1 0 1 3 544 741079
08:15 AM 57 0 16 13 314 2 0 0 0 2 598 51 1053
08:30 AM 62 0 12 19 332 4 0 0 1 2 585 61 1078
08:45 AM 52 3 14 11 303 2 0 0 2 3 539 61 990
Total 295 3 621 53 1245 141 1 0 41 10 2266 2471 4200
***BREAK***
04:30 PMI 89 1 15I 20 570 10I 2 2 6I 4 397 561 1174
04:45 PM 93 1 28 21 485 12 4 0 9 4 341 91 1089
Total 182 2 431 41 1055 221 6 2 151 8 738 1491 2263
05:00 PM 111 1 23 15 612 10 5 2 5 1 395 621242
05:15 PM 127 1 14 18 557 7 1 4 2 4 430 77 1242
05:30 PM 97 1 17 15 636 10 2 6 1 3 386 52 1226
05:45 PM 106 1 19 7 607 10 4 0 1 5 341 56 1157
Total 441 4 73 55 2412 37 12 12 91 13 1552 2471 4867
06:00 PM 102 0 16 13 601 6 5 0 6 6 370 54 1179
06:15 PM 83 0 17 9 551 9 5 2 3 3 311 53 1046
Grand Total 1316 9 268 207 6735 92 31 19 37 48 6950 1014 16726
Apprch% 82.6 0.6 16.8 2.9 95.7 1.3 35.6 21.8 42.5 0.6 86.7 12.7
Total% 7.9 0.1 1.6 1.2 40.3 0.6 0.2 0.1 0.2 0.3 41.6 6.1
177
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302016
N-S Direction: RIVERSIDE AVENUE Site Code : 00005061
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 2
RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound .Eastbound
Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tavel I Right I Thru I Left I App.Total Rightl RightThru I Left I App.Total Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 99 0 17 116 16 291 1 308 2 2 0 4 4 535 97 6361054
08:00 AM 124 0 20 144 10 296 6 312 1 0 1 2 3 544 74 621 1079
08:15 AM 57 0 16 73 13 314 2 329 0 0 0 0 2 598 51 651 1053
08:30 AM 62 0 12 74 19 332 4 355 0 0 1 1 2 585 61 640 1078
Total Volume 342 0 65 407 58 1233 13 1304 3 2 2 7 11 2262 283 2556 4274
%App.Total 84 0 16 4.4 94.6 1 42.9 28.6 28.6 0.4 88.5 11.1
PHF .690 .000 .813 .707 .763 .928 .542 .918 .375 .250 .500 .438 .688 .946 .729 .982 .990
RIVERSIDE AVENUE
Out In Total
F-3431 407 750
342 0 65
Right Thru Left
Peak Hour Data
39M
N
YFV NN-J �00
Fol p^0
North »tm" D
Peak Hour Begins at 07:45 A 42 5
u 2
min .Movements
001
mm
A—
F"
Lek Thru Ri ht
T9; 3t
Out In Total
DRIVFWAY
2��
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302016
N-S Direction: RIVERSIDE AVENUE Site Code : 00005061
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 3
RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Rig ht Thru I Left I App.Totsi Right Thru I Left I Apo.Tmal
Int.Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 111 1 23 135 15 612 10 637 5 2 5 12 1 395 62 458 1242
05:15 PM 127 1 14 142 18 557 7 582 1 4 2 7 4 430 77 511 1242
05:30 PM 97 1 17 115 15 636 10 661 2 6 1 9 3 386 52 441 1226
05:45 PM 106 1 19 126 7 607 10 624 4 0 1 5 5 341 56 402 1157
Total Volume 441 4 73 518 55 2412 37 2504 12 12 9 33 13 1552 247 1812 4867
%Apo.Total 85.1 0.8 14.1 2.2 96.3 1.5 36.4 36.4 27.3 0.7 85.7 13.6
PHF .868 1.00 .793 .912 .764 .948 .925 .947 .600 .500 .450 .688 .650 .902 .802 .886 .980
RIVERSIDE AVENUE
Out In Total
7 3-174 5 832
441 4 73
Wght Thru Left
Peak Hour Data
T
Q~ vm� p �OL7
North 3 N D
2 N
N2 ti
Y '^� 0 Peak Hour Begins ei 05:00 P �W 7:
¢O m p TurningMov ment D
00
�E
t F+
hm Ri ht
9 2 2
33 87
Out In Total
npivFwAy
1�J
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302017
N-S Direction: TUSTIN AVENUE Site Code : 00005060
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 1
Groups Printed.Tur nMovements
TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Right I Thru I Left Right Thru Left Ri ht Thru Left Ri ht Thru Left Int.Total
07:00 AM 1 1 3 3 159 0 0 0 1 0 339 2 509
07:15 AM 3 0 3 1 199 0 0 0 1 0 371 6 584
07:30 AM 4 1 1 6 226 0 0 0 0 0 502 4 744
07:45 AM 3 0 7 33 310 0 0 0 0 0 529 19 901
Total 11 2 14 43 894 0 0 0 2 0 1741 31 2738
08:00 AM 6 0 13 8 295 0 0 1 0 0 553 6 882
08:15 AM 5 0 13 8 318 0 0 0 0 0 613 5 962
08:30 AM 3 0 9 10 344 0 0 0 0 0 578 11 955
08:45 AM 1 0 7 9 345 0 0 0 0 0 554 3 919
Total 15 0 421 35 1302 01 0 1 01 0 2298 251 3718
***BREAK***
04:30 PMI 9 0 7I 14 552 OI 0 0 OI 3 391 261 1002
04:45 PM 8 1 9 10 543 0 3 0 1 2 347 19 943
Total 1 17 1 161 24 1095 01 3 0 1 1 5 738 451 1945
05:00 PM 8 1 6 10 591 0 0 0 0 3 391 1" 1028
05:15 PM 6 1 10 14 580 0 0 0 1 0 443 15 1070
05:30 PM 8 0 8 11 651 0 0 0 0 2 379 14 1073
05:45 PM 3 0 13 5 644 0 0 1 1 0 362 16 1045
Total 25 2 37 40 2466 0 0 1 21 5 1575 631 4216
06:00 PM 5 0 9 5 608 0 0 0 0 4 368 16 1015
06:15 PM 7 0 3 7 575 0 0 0 1 6 321 11 931
Grand Total 80 5 121 154 6940 0 3 2 6 20 7041 191 14563
Apprch% 38.8 2.4 58.7 2.2 97.8 0 27.3 18.2 54.5 0.3 97.1 2.6
Total% 0.5 0 0.8 1.1 47.7 0 0 0 0 0.1 48.3 1.3
leo
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302017
N-S Direction: TUSTIN AVENUE Site Code : 00005060
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 2
TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound .Eastbound
Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tavel I Right I Thru I Left I App.Totw Rightl RightThru I Left I App.Total Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 6 0 13 19 8 295 0 303 0 1 0 10 553 6 559 882
08:15 AM 5 0 13 18 8 318 0 326 0 0 0 0 0 613 5 618 962
08:30 AM 3 0 9 12 10 344 0 354 0 0 0 0 0 578 11 589 955
08:45 AM 1 0 7 8 9 345 0 354 0 0 0 0 0 554 3 557 919
Total Volume 15 0 42 57 35 1302 0 1337 0 1 0 1 0 2298 25 2323 3718
%App.Total 26.3 0 73.7 2.6 97.4 0 0 100 0 0 98.9 1.1
PHF .625 .000 .808 .750 .875 .943 .000 .944 .000 .250 .000 .250 .000 .937 .568 .940 .966
TUSTIN AVENUE
Out In Total
61 57 F 118
15 0 42
Right Thru Left
Peak Hour Data
�-m' 000
3 North D
Peak Hour Begins at 08:00 A o w 5
F ~ 2 N J x
omin .Movements
0 ��
O o �g
JN
J-
F`
Left Thru RI ht
1 0
0 0
Out In Total
DRIVEWAY
�81
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1302017
N-S Direction: TUSTIN AVENUE Site Code : 00005060
E-W Direction: COAST HIGHWAY Start Date : 2/28/2013
Page No : 3
TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Rig ht Thru I Left I App.Totsi Right Thru I Left I Apo.Total
Int.Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 8 1 6 15 10 591 0 601 0 0 0 0 3 391 18 412 1028
05:15 PM 6 1 10 17 14 580 0 594 0 0 1 1 0 443 15 458 1070
05:30 PM 8 0 8 16 11 651 0 662 0 0 0 0 2 379 14 395 1073
05:45 PM 3 0 13 16 5 644 0 649 0 1 1 2 0 362 16 378 1045
Total Volume 25 2 37 64 40 2466 0 2506 0 1 2 3 5. 1575 63 1643 4216
%Apo.Total 39.1 3.1 57.8 1.6 98.4 0 0 33.3 66.7 0.3 95.9 3.8
PHF .781 .500 .712 .941 .714 .947 .000 .946 .000 .250 .500 .375 .417 .889 .875 .897 .982
TUSTIN AVENUE
Out In Total
® 4 F 1678
25 2 37
Wght Thru Left
Peak Hour Data
T 1 —
N0
0
North 3 o D
x N
;F N__~
m
Y_ �� Peak Hour Begins at 05:00 P 4—;F? x
� �
x
¢U '^p Turning Mov ment � D
11
t F+
Left hru Ri h
2 1 0
0 3 10
Out In Total
npivFwAy
t
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404127
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 19TH STREET Start Date : 5/20/2014
Page No : 1
Grows Printed-Vehicles
IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET
Southbound Westbound Northbound Eastbound
Start Time Right Thru Left Ri ht Thru I Left Right I Thru Left Right I Thru I Int.Total
07:00 AM 2 117 9 28 10 1 3 97 3 6 16 11 303
07:15 AM 2 166 7 33 11 4 2 142 5 9 14 15 410
07:30 AM 7 265 9 50 28 4 2 200 4 13 21 14 617
07:45 AM 12 250 13 80 21 6 8 256 12 11 15 16 700
Total 23 798 38 191 70 15 16 695 24 39 66 56 2030
08:00 AM 4 133 14 64 18 6 3 2497 11 16 29 554
08:15 AM 11 202 18 49 20 3 2 234 14 11 27 23 614
08:30 AM 9 167 7 37 25 7 5 194 11 9 15 28 514
08:45 AM 8 192 8 50 21 4 2 178 7 18 19 19 526
Total 32 694 47 200 84 20 12 855 391 49 77 991 2208
*"*BREAK***
04:45 PMI 15 316 13 60 54 10 5 149 18 19 24 11 694
Total 30 574 251 110 113 281 10 289 321 31 37 231 1302
05:00 PM 10 303 16 55 52 12 6 191 23 13 11 23715
05:15 PM 15 386 22 66 51 9 4 171 17 19 27 17 804
05:30 PM 6 355 17 70 46 8 8 158 20 14 16 10 728
05:45 PM 5 401 20 60 44 12 4 161 16 16 11 8 758
Total 36 1445 751 251 193 41 22 681 761 62 65 581 3005
06:00 PM 11 294 21 52 318 5 164 16 14 12 11 639
06:15 PM 7 284 11 60 40 7 3 122 19 10 16 13 592
Grand Total 139 4089 217 864 531 119 67 2806 206 205 273 260 9776
Apprch% 3.1 92 4.9 57.1 35.1 7,9 2.2 91.1 6.7 27.8 37 35.2
Total % 1.4 41.8 2.2 8.8 5.4 1.2 0.7 28.7 2.1 2.1 2.8 2.7
2 g3
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404127
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 19TH STREET Start Date : 5/20/2014
Page No : 2
IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I App.ental Right Thru I Left App.Total Right Thru I Left App.Total Right I Thru I eft I App.Total Int Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 7 265 9 281 50 28 4 82 2200 4 206 13 21 14 48 617
07:45 AM 12 250 13 275 80 21 6 107 8 256 12 276 11 15 16 42 700
06:00 AM 4 133 14 151 64 18 6 88 3 249 7 259 11 16 29 56 554
08:15 AM 11 202 18 231 49 20 3 72 2 234 14 250 11 27 23 61 614
Total Volume 34 850 54 938 243 87 19 349 15 939 37991 46 79 82 207 2485
%A .Total 3.6 90.6 5.8 69.6 24.9 5.4 1.5 94.8 3.7 22.2 38.2 39.6
PHF .708 .802 .750 .835 .759 .777 .792 .815 .469 .917 .661 .898 1 .885 .731 .707 .848 .888
IRVINE AVENUE
Out In Total
12641 938 2202
34 850 54
Right Thru Left
Peak Hour Data
00 r �o
w North u m O
(Z ry n2 _m
to— r� Peak Hour Begins at 07:30 All
�2 m S;' o
Z J 0 A
m m y t Vehicles G
O i m 9
Om J-
F+
Left Thru Ri ht
7 9 1
915 91 1906
Out InTotal
IRVINE AVFNI IF
r � l
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404127
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 19TH STREET Start Date : 5/20/2014
Page No : 3
IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I App.Tt.1 Ri ht Thru I Left I App.Towi Right I That I Left I App.Towi Ri ht F_Thru_F_Le_ftFApp.ental Int Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 10 303 16 329 55 52 12 119 6 191 23 22013 11 23 47 715
05:15 PM 15 386 22 423 66 51 9 126 4 171 17 192 19 27 17 63 804
05:30 PM 6 355 17 378 70 46 8 124 8 158 20 186 14 16 10 40 728
05:45 PM 5 401 20 426 60 44 12 116 4 161 16 181 16 11 8 35 758
Total Volume 36 1445 75 1556 251 193 41 485 22 681 76 779 62 65 58 185 3005
%App.Total 2.3 92.9 4.8 51.8 39.8 8.5 2.8 87.4 9.8 33.5 35.1 31.4
PHF .600 .901 .852 .913 .896 .928 .854 .962 .688 .891 .826 .885 .816 .602 .630 .734 .934
IRVINE AVENUE
Out In Total
F-9970 1556 2546
361 14451 75
Right Tru Left
Peak Hour Data
`a �O
m Am.
w North N �' 0
w �
J
Peak Hour Begins 2
S
a a5P IVr ut=TmA�
MabiclaA N
J—
F+
L ft t
76 681 22
1548779 2327
Out In Total
1 �J�
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404128
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014
Page No : 1
Groups Printed-Vehicles
IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET
Southbound Westbound Northbound Eastbound
Start Time
RightT RightThru I Left I U-Turn Right Thru Left Right Thru 11 Left U-Turn RightF RightThru I Left Int.Total
07:00 AM 32 63 17 0 2 29 21 1 70 59 0 70 42 37 443
07:15 AM 37 109 15 0 4 59 16 5 92 60 0 72 46 45 560
07:30 AM 43 205 34 0 6 76 27 3 137 93 0 73 41 55 793
07:45 AM 46 171 32 3 14 93 40 3 136 88 1 81 98 97 903
Total 158 548 98 3 26 257 104 12 435 300 1 296 227 234 2699
08:00 AM 36 82 29 2 12 125 19 9 163 86 0 55 64 83 765
08:15 AM 46 82 26 0 9 98 21 4 118 51 0 60 69 71 655
08:30 AM 47 111 20 4 9 99 36 3 104 59 0 59 72 55 678
08:45 AM 48 117 22 0 16 119 38 10. 101 78 0 68 67 67 751
Total 177 392 97 6 46 441 114 26 486 274 01 242 272 2761 2849
*"*BREAK***
04:30 PM 76 114 28 1 8 124 55 95 70 0 83
48 816
01
04:45 PMI 100 147 25 3 9 152 50 16 88 73 11 94 199 46 893
Total 176 261 53 4 1 17 276 1051 19 183 143 1 1 177 200 941 1709
05:00 PM 98 131 22 3 13 142 52 12 124 77 3 80 90 86 933
05:15 PM 106 192 31 1 21 136 291 16 106 97 0 75 57 67 934
05:30 PM 119 173 27 3 13 171 63 8 111 82 2 69 93 50 984
05:45 PM 115 189 25 1 14 143 54 8 105 68 1 72 75 66 936
Total 438 685 105 8 61 592 1981 44 446 324 61 296 315 2691 3787
06:00 PM 95 151 31 3 11 127 4310 84 56 0 86 73 72 842
06:15 PM 98 131 24 1 13 138 43 9 69 66 0 67 77 50 786
Grand Total 1142 2168 408 25 174 1831 607 120 1703 1163 8 1164 1164 995 12672
Apprch% 30.5 57.9 10.9 0.7 6.7 70.1 23.2 4 56.9 38.8 0.3 35 35 29.9
Total% 9 17.1 32 0.2 1.4 14.4 4.8 0.9 13.4 9.2 0.1 9.2 9.2 7.9
120
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404128
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014
Page No : 2
IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I u-Tum I Aw Tcui Right I Thru I Left I App_roroi Right Thru I Left a-nm Art Toil Right I Thru I Left I App T.1 mt.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 43 205 34 0 282 6 76 27 109 3 137 93 0 23373 41 55 169 793
07:45 AM 46 171 32 3 252 14 93 40 147 3 136 88 1 228 81 98 97 276 903
08:00 AM 36 82 29 2 149 12 125 19 156 9 163 86 0 258 55 64 83 202 765
08:15 AM 46 82 26 0 154 9 98 21 128 4 118 51 0 173 60 69 71 200 655
Total Volume 171 540 121 5 837 41 392 107 540 19 554 318 1 892 1 269 272 306 847 3116
App.Total 20.4 64.5 14.5 0.6 7.6 72.6 19.8 2.1 62.1 35.7 0.1 31.8 32.1 36.1
PHF .929 .659 .890 .417 .742 .732 .784 .669 .865 .528 .850 .855 .250 .864 .830 .694 .789 .767 .863
IRVINE AVENUE
Out In Total
9011 837 F1738
1711 5401 1211 5
Right Thru Left U-Tum
L.
Peak Hour Data
r
W North j A N O y
y
¢ 2
to— r� Peak Hour Begins at 07:30 A 42 3 T
Z N o
O
n �tw-� Vehicles r A
M
�0 �¢ i or �y
N
N—
4-1 F`
Left Thru Ri ht U-Turn.
1 4 1
91 892 1 08
Out InTotal
2��
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1404128
N-S Direction: IRVINE AVENUE Site Code : 00000000
E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014
Page No : 3
IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET
Southbound Westbound Northbound Eastbound
Start Time Right I Thou I Left I u-Tum I A .Tout I Right I Thru I Left I so,-Total I Right I Thru I Left I a-mm I AN,.Tows I Ri ht I Thru I Left I App Toral Int.Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 98 131 22 3 254 13 142 52 207 12 124 77 3 216 80 90 86 256 933
05:15 PM 106 192 31 1 330 21 136 29 186 16 106 97 0 219 75 57 67 199 934
05:30 PM 119 173 27 3 322 13 171 63 247 8 111 82 2 203 69 93 50 212 984
05:45 PM 115 189 25 1 330 14 143 54 211 8 105 68 1 182 72 75 66 213 936
Total Volume 438 685 105 8 1236 61 592 198 851 44 446 324 6 820 296 315 269 880 3787
Apo.Total 35.4 55.4 8.5 0.6 7.2 69.6 23.3 5.4 54.4 39.5 0.7 33.6 35.8 30.6
PHF .920 .892 .847 .667 .936 .726 .865 .786 .861 .688 .899 .835 .500 .936 .925 .847 .782 .859 .962
IRVINE AVENUE
Out In Total
76 1236 2012
4381 685 1051 8
Tlht Thru Left U-Turn
Peak Hour Data
W~ N � North m ti
y_ c� Peak Hour Begins at 05:00 P 2 y r
m= Mebiclass p
N r�
N�
F+
ht -T m
24 446 44 6
1179820 1999
Out In Total
i ��
9wnepadalian Stndfae,&a.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1503011
N-S- Direction: DOVER DRIVE Site Code : 00000000
E-W Direction: WESTCLIFF DRIVE Start Date : 3/19/2015
Page No : 1
Groups Printed-TurnmMovements
DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE
Southbound Westbound Northbound Eastbound
Start Time Right ht Thru I Left Right I Thru Left Right Thru Left Ri ht Thru Left Int.Total
07:00 11 50 0 0 0 0 0 44 37 76 0 10 228
07:15 10 67 0 0 0 0 0 48 47 113 0 13 298
07:30 24 141 0 0 0 0 0 69 50 142 0 14 440
07:45 35 146 0 0 0 0 0 137 108 204 0 10 640
Total 80 404 0 0 0 0 0 298 242 535 0 47 1606
08:00 15 78 0 0 0 0 0 100 110 144 0 18 465
08:15 27 89 0 0 0 0 0 80 92 142 0 14 444
08:30 22 77 0 0 0 0 0 65 78 142 0 20 404
08:45 16 93 0 0 0 0 0 69 104 128 0 16 426
Total 80 337 0 0 0 01 0 314 384 556 0 681 1739
16:301 18 60 OI 0 0 OI 0 116 1441 110 0 371 485
16:45 21 73 0 0 0 0 0 110 127 113 0 24 468
Total 1 39 133 01 0 0 01 0 226 271 1 223 0 61 1 953
17:00 22 66 0 0 0 0 0 151 205 112 0 30 586
17:15 19 76 0 0 0 0 0 134 151 114 0 38 532
17:30 26 98 0 0 0 0 0 107 161 135 0 31 558
17:45 22 98 0 0 0 0 0 134 163 100 0 29 546
Total 89 338 O 0 0 01 0 526 680 461 0 128 2222
18:00 26 107 0 0 0 0 0 157 170106 0 26 592
18:15 28 89 0 0 0 0 0 108 122 114 0 21 482
Grand Total 342 1408 0 0 0 0 0 1629 1869 1995 0 351 7594
Apprch% 19.5 80.5 0 0 0 0 0 46.6 53.4 85 0 15
Total% 4.5 18.5 0 0 0 0 0 21.5 24.6 26.3 0 4.6
1 g9
Drano paatauan Sht"o,.9ic.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
File Name : h1603011
Site Code : 00000000
Start Date : 3/19/2015
Page No : 2
DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I App.Tatal I Right I Thru I Left I App.Tow I Right I Thru I Left I App.Totai I Right I Thru I eft I App.Total Int.Total
Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 24 141 0 165 0 0 0 0 0 69 50 1191 142 0 14 156 440
07:45 35 146 0 181 0 0 0 0 0 137 108 245 204 0 10 214 640
08:00 15 78 0 93 0 0 0 0 0 100 110 210 144 0 18 162 465
08:15 27 89 0 116 0 0 0 0 0 80 92 172 142 0 14 156 444
Total Volume 101 454 0 555 0 0 0 0 0 386 360 746 632 0 56 688 1989
%Apo.Total 18.2 81.8 0 0 0 0 0 51.7 48.3 91.9 0 8.1
PHF .721 .777 .000 .767 .000 .000 .000 .000 .000 .704 .818 .761 .775 .000 .778 .804 .777
DOVER DRIVE
Out In Total
442 555 1 997
101 454 0
Rlihl Thru Le�
Peak Hour Data
> �o
� North �
❑ ro
LL o
Peak Hour Begins at07:30 �2 �m
U o o Z
m p umin M y ntent O
3— o o
o—
F+
Left Thru Ri ht
360 386 0
1086 7 6 18,
Out In Total
Drano paatahan Sht"o,.9ic.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
File Name : h1603011
Site Code : 00000000
Start Date : 3/19/2015
Page No : 3
DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I ADD.Tonal Riciht I Thrul Left .Tote) Right Thru I Left I App.—rata) Rightj RightThru I Left I App.Total
Int.Total
Peak Hour Analysis From 16:30 to 18:15-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:15
17:15 19 76 0 95 0 0 0 0 0 134 151 285114 0 38 152 532
17:30 26 98 0 124 0 0 0 0 0 107 161 268 135 0 31 166 558
17:45 22 98 0 120 0 0 0 0 0 134 163 297 100 0 29 129 546
18:00 26 107 0 133 0 0 0 0 0 157 170 327 106 0 26 132 592
Total Volume 93 379 0 472 0 0 0 0 0 532 645 1177 455 0 124 579 2228
%ADD.Total 19.7 80.3 0 0 0 0 0 45.2 54.8 78.6 0 21.4
PHF .894 .886 .000 .887 .000 .000 .000 .000 .000 .847 .949 .900 .843 .000 .816 .872 .941
DOVER DRIVE
Out In 1glal
656 472 1 1128
93 379 0
Right Thru Left
Peak Hour Data
o �U
S
� North
or
or
— o F90
� Peak Hour Begins at 17:1 2 m
U Z
w .9 , r Tumin MovemenEll
ts o
w m _ m
o—
*1 ? r
m Ri
645 32 0 L834 1177 2011
out In Total
191
9wnepadalian Stndfae,&a.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1503010
N-S- Direction: DOVER DRIVE Site Code : 00000000
E-W Direction: 16TH ST/CASTAWAYS Start Date : 3/19/2015
Page No : 1
Groups Printed-TurnmMovements
DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET
Southbound Westbound Northbound Eastbound
Start Time Right I Thru I Left Right Thru Left Right Thru Left Right Thru Left Int.Total
07:00 4 113 8 4 2 5 6 71 17 22 2 4 258
07:15 3 159 9 7 4 4 6 76 8 35 4 3 318
07:30 11 270 6 14 4 12 3 112 13 43 4 8 500
07:45 16 336 7 19 2 20 8 218 24 43 1 13 707
Total 34 878 30 44 12 41 23 477 62 143 11 28 1783
08:00 0 201 11 9 12 5 195 24 36 7 4 495
08:15 6 215 12 13 1 6 10 150 18 35 3 3 472
08:30 5 194 11 12 6 12 8 143 16 48 8 2 465
08:45 10 208 12 9 3 11 7 174 22 38 11 1 506
Total 21 818 46l 43 11 31 30 662 80 l 157 29 101 1938
16:301 8 189 141 14 4 31 8 242 291 45 4 5 565
16:45 3 194 15 8 3 6 9 263 39 42 12 6 600
Total 1 11 383 291 22 7 91 17 505 681 87 16 ill 1165
17:00 3 185 20 14 2 11 14 297 47 37 10 6 646
17:15 5 184 21 11 2 5 5 250 36 38 7 5 569
17:30 7 216 17 9 6 8 10 277 40 44 6 4 644
17:45 3 187 15 12 8 3 14 294 57 39 8 4 644
Total 18 772 73l 46 18 271 43 1118 180 l 158 31 191 2503
18:00 10 180 1112 6 9 8 289 43 38 6 3 615
18:15 5 198 12 10 6 7 8 215 30 30 6 2 529
Grand Total 99 3229 201 177 60 124 129 3266 463 613 99 73 8533
Apprch% 2.8 91.5 5.7 49 16.6 34.3 3.3 84.7 12 78.1 12.6 9.3
Total% 1.2 37.8 2.4 2.1 0.7 1.5 1.5 38.3 5.4 7.2 1.2 0.9
29
Drano paatauan Sht"o,.9ic.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
File Name : h1603010
Site Code : 00000000
Start Date : 3/19/2015
Page No : 2
DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I App.Total Right I Thru I Left I App.Total I Right I Thru I Left I App.Total I RightRighti Thru I Left I App.TDtis Int.Total
Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 11 270 6 287 14 4 12 30 3 112 13 12843 4 8 55 500
07:45 16 336 7 359 19 2 20 41 8 218 24 250 43 1 13 57 707
08:00 0 201 11 212 9 1 2 12 5 195 24 224 36 7 4 47 495
08:15 6 215 12 233 13 1 6 20 10 150 18 178 35 3 3 41 472
Total Volume 33 1022 36 1091 55 8 40 103 26 675 79 780 157 15 28 200 2174
%Apo.Total 3 93.7 3.3 53.4 7.8 38.8 3.3 86.5 10.1 78.5 7.5 14
PHF .516 .760 .750 .760 .724 .500 .500 .628 .650 .774 .823 .780 .913 .536 .538 .877 .769
DOVER DRIVE
Out In Total
758 io91 1849
33 1022 36
Right Thru Le�
Peak Hour Data
F N �
North O
n 2 ti y
is ti� Peak Hour Begins at 07:30
pTurnino Movements
SON frc� �"O O
O
F+
leftThru Ri ht
79,675 26
1219780 1999
Out In Total
29
Drano paatauan Sht"o,.9ic.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
File Name : h1603010
Site Code : 00000000
Start Date : 3/19/2015
Page No : 3
DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I APD.Tonal Right I Thou I Left .Total Right Thru I Left App.tratat Ri ht Thru Left App.Tow Int.Total
Peak Hour Analysis From 16:30 to 18:15-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 3 185 20 208 14 2 11 27 14 297 47 35837 10 6 53 646
17:15 5 184 21 210 11 2 5 18 5 250 36 291 38 7 5 50 569
17:30 7 216 17 240 9 6 8 23 10 277 40 327 44 6 4 54 644
17:45 3 187 15 205 12 8 3 23 14 294 57 365 39 8 4 51 644
Total Volume 18 772 73 863 46 18 27 91 43 1118 180 1341 1 158 31 19 208 2503
%ADD.Total 2.1 89.5. 8.5 50.5 19.8 29.7 3.2 83.4 13.4 76 14.9 9.1
PHF .643 .894 .869 .899 .821 .563 .614 .843 .768 .941 .789 .918 1 .898 .775 .792 .963 .969
DOVER DRIVE
out In Total
1183 863 1 2046
18 772 73
Right Thru Left
Peak Hour Data
w � North 3 m
FalPeak Hour Begino � >ODD
Tumin Movements
n
m y
Na
*, ? r
m Rt
1 8 4
9571341 2298
out In Total
294
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1204023
N-S Direction: DOVER-BAYSHORES Site Code : 00000554
E-W Direction: COAST HIGHWAY Start Date :4/25/2012
Page No : 1
Groups Printed.Tur nMovements
DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Right I Thru I Left Right Thru Left Right Thru Left Rig ht Thru Left Int.Total
07:00 AM 22 11 108 61 145 1 7 6 2 5 244 11 623
07:15 AM 35 6 174 63 189 1 5 6 3 8 282 16 788
07:30 AM 38 6 181 94 234 1 10 18 8 5 392 21 1008
07:45 AM 40 7 256 129 253 4 17 15 10 3 486 21 1241
Total 135 30 719 347 821 7 39 45 23 21 1404 69 3660
08:00 AM 41 14 169 168 295 5 13 4 7 9 449 33 1207
08:15 AM 48 8 2451 159 302 8 12 12 5 4 452 29 1284
08:30 AM 48 6 202 173 297 2 10 18 6 5 453 41 1261
08:45 AM 45 16 288 184 311 2 7 11 6 3 471 41 1385
Total 182 44 9041 684 1205 171 42 45 241 21 1825 1441 5137
***BREAK***
04:30 PMI 31 17 1751 260 467 7 3 8 4I 4 389 391 1404
04:45 PM 37 15 209 268 463 10 4 4 8 4 384 31 1437
Total 68 32 3841 528 930 171 7 12 121 8 773 701 2841
05:00 PM 32 12 181 258 509 10 9 9 3 7 379 32 1441
05:15 PM 34 12 230 323 544 16 10 11 4 4 389 29 1606
05:30 PM 32 12 221 305 515 13 15 9 8 5 356 28 1519
05:45 PM 38 13 208 284 486 9 16 3 1 6 353 30 1447
Total 136 49 8401 1170 2054 48 50 32 161 22 1477 1191 6013
06:00 PM 30 5 174 253 454 12 6 10 2 1 351 27 1325
06:15 PM 32 11 190 217 443 8 2 4 3 1 336 34 1281
Grand Total 583 171 3211 3199 5907 109 146 148 80 74 6166 463 20257
Apprch% 14.7 4.3 81 34.7 64.1 1.2 39 39.6 21.4 1.1 92 6.9
Total% 2.9 0.8 15.9 15.8 29.2 0.5 0.7 0.7 0.4 0.4 30.4 2.3
z�s
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1204023
N-S Direction: DOVER-BAYSHORES Site Code : 00000554
E-W Direction: COAST HIGHWAY Start Date :4/25/2012
Page No : 2
DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY
Southbound Westbound Northbound .Eastbound
Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tawe I Right I Thru I Left I App.Tow Ricjhtl Thru I Left I App.Total Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 41 14 169 224 168 295 5 46813 4 7 24 9 449 33 491 1207
06:15 AM 48 8 245 301 159 302 8 469 12 12 5 29 4 452 29 485 1284
08:30 AM 48 6 202 256 173 297 2 472 10 18 6 34 5 453 41 499 1261
08:45 AM 45 16 288 349 184 311 2 497 7 11 6 24 3 471 41 515 1385
Total Volume 182 44 904 1130 6B4 1205 17 1906 42 45 24 111 21 1825 144 1990 5137
%App.Total 16.1 3.9 80 35.9 63.2 0.9 37.8 40.5 21.6 1.1 91.7 7.2
PHF .948 .688 .785 .809 .929 .969 .531 .959 .808 .625 .857 .816 .583 .969 .878 .966 .927
DOVER DRIVE
Out In Total
F-8-7-31 11302003
182 44 904
Right Thru Left
Peak Hour Data
of ;o
3 North »n D
x
F r� Peak Hour Begins at 08:00 A �2 N
x
x
o y� N p min .Movements r-
00
JN
J-
F"
Left Thru Ri ht
24 4 42
82 11 93
Out In Tofal
IIYSHORF9 DRIVE
29
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : H1204023
N-S Direction: DOVER-BAYSHORES Site Code : 00000554
E-W Direction: COAST HIGHWAY Start Date :4/25/2012
Page No : 3
DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Right Thru I Left I App.Totai Right Thru I Left I Apo.Total
Int.Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 32 12 181 225 258 509 10 7779 9 3 21 7 379 32 418 1441
05:15 PM 34 12 230 276 323 544 16 883 10 11 4 251 4 389 29 422 1606
05:30 PM 32 12 221 265 305 515 13 833 15 9 8 32 5 356 28 389 1519
05:45 PM 38 13 208 259 284 486 9 779 16 3 1 20 6 353 30 389 1447
Total Volume 136 49 840 1025 1170 2054 48 3272 50 32 1698 22 1477 119 1618 6013
%Apo.Total 13.3 4.8 82 35.8 62.8 1.5 51 32.7 16.3 1.4 91.3 7.4
PHF .895 .942 .913 .928 .906 .944 .750 .926 .781 .727 .500 .766 .786 .949 .930 .959 .936
DOVER DRIVE
Out In Total
21 2 F 234
136 49 840
Wght Thru Left
Peak Hour Data
a rn O
North
x N
2 ti
C A H N W
Peak Hour Begins at 05:00 P �?
m x
¢U r pTurning Mov ment r� D
t F+
hiURi ht
32 5
119 98 217
Out In Total
�A�
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1404115
N-S Direction: BAYSIDE DRIVE Site Code : 00000000
E-W Direction: COAST HIGHWAY Start Date : 5/1/2014
Page No : 1
Groups Printed-Vehicles
BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time
Right Thru I Lek Richt Thru Left U-Tums Right Thru Left Right Thru Lek Int.Total
07:00 AM 9 4 6 7 200 11 1 11 3 38 65 462 6 823
07:15 AM 12 6 5 5 275 11 8 14 0 75 56 583 9 1059
07:30 AM 11 6 8 5 285 14 9 7 4 76 70 554 9 1058
07:45 AM 6 1 11 7 342 11 5 7 0 85 81 508 9 1073
Total 38 17 30 24 1102 47 23 39 7 274 272 2107 33 4013
08:00 AM 14 0 9 8 3327 7 10 4 731 100 661 8 1233
08:15.AM 11 2 5 6 316 7 8 12 5 1061 79 667 10 1234
08:30 AM 8 4 8 4 378 11 7 13 2 87 86 604 8 1220
08:45 AM 4 2 4 13 362 38 6 10 5 96 110 566. 7 1223
Total 37 8 26 31 1388 63 28 45 16 362 375 2498 33 4910
***BREAK***
04:30 PM 15 2 13I 13 614 16 11 1 5 891 130 432 7I 1348
04:45 PM 14 3 11 8 657 14 5 13 6 125 134 470 12 1472
Total 29 5 24 1 21 1271 30 16 1 14 11 2141 264 902 191 2820
05:00 PM 14 9 5 9 777 7 4 13 3 118119 474 11 1563
05:15 PM 12 6 12 11 798 21 4 7 9 125 127 471 18 1619
05:30 PM 14 5 5 7 771 0 13 8 7 92 100 520 6 1548
05:45 PM 13 3 2 9 636 0 5 14 2 118 _114 429 7 1352
Total 53 23 24 36 2982 28 26 42 21 453 460 1894 40 6082
06:00 PM 8 5 11 11 671 0 313 1 71 88 393 11 1286
06:15 PM 9 4 7 9 596 0 9 8 5 81 104 423 13 1268
Grand Total 174 62 122 132 8010 168 105 161 61 1455 1563 8217 149 20379
Apprch% 48.6 17.3 34.1 1.6 95.2 2 1.2 9.6 3.6 86.8 15.7 82.8 1.5
Total% 0.9 0.3 0.6 0.6 39.3 0.8 0.5 0.8 0.3 7.1 7.7 40.3 0.7
29
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1404115
N-S Direction: BAYSIDE DRIVE Site Code : 00000000
E-W Direction: COAST HIGHWAY Start Date : 5/1/2014
Page No : 2
BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time I Right I Thru I Left I App.Total Right I Thru I Left I u-Tums I App.T.tai Ri ht I Thru I Left I App.T.toj Ri ht I Thru I Left I App.T,,uti Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 14 0 9 23 8 332 7 7 354 10 4 73 87 100 661 8 769 1233
08:15 AM 11 2 5 18 6 316 7 a 337 12 5 106 123 79 667 10 756 1234
08:30 AM 8 4 a 20 4 378 11 7 400 13 2 87 102 86 604 8 698 1220
08:45 AM 4 2 4 10 13 362 38 6 419 10 5 96 111 110 566 7 683 1223
Total Volume 37 8 26 71 31 1388 63 28 1510 45 16 362 423 375 2498 33 2906 4910
%App.Total 52.1 11.3 36.6 2.1 91.9 4.2 1.9 10.6 3.B 85.6 12.9 86 1.1
PHF .661 .500 .722 .772 .596 .918 .414 .875 .901 .865 .800 .854 .860 .852 .936 .825 .945 .995
BAYSIDE DRIVE
Out In Total
80 71 51
37 6 26
Right Thru Left
Peak Hour Data 1
o ^r O
North 1 t° D
m ~2 m
i s a r� Peak Hour Begins at 08:00 A N g 2
o < Vehicles �� D
U�
—� C pti<
p K
Lek Tint Ri hl
2 4
423 86
Out In Total
1 q
Transportation Studies,Inc.
2640 Walnut Avenue,Suite H
Tustin,CA.92780
City: NEWPORT BEACH File Name : h1404115
N-S Direction: BAYSIDE DRIVE Site Code : 00000000
E-W Direction: COAST HIGHWAY Start Date : 5/1/2014
Page No : 3
BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY
Southbound Westbound Northbound Eastbound
Start Time I Ri ht I Thru I Left I App,Total Ri ht I Thru I Left I u-Tums App.Torsi Right Thru I Left Ap,Totai RightFThru7 LeftFAIPTI.li Int.Total
Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 14 3 11 28 8 657 14 5 684 13 6 125 144 134 470 12 616 1472
05:00 PM 14 9 5 28 9 777 7 4 797 13 3 118 134 119 474 11 604 1563
05:15 PM 12 6 12 30 11 798 21 4 834 7 9 125 141 127 471 16 614 1619
05:30 PM 14 5 5 24 7 771 0 13 791 8 7 92 107 100 520 6 626 1548
Total Volume 54 23 33 110 35 3003 42 26 3106 41 25 460 526 480 1935 45 2460 6202
%App.Total 49.1 20.9 30 1.1 96.7 1.4 0.8 7.8 4.8 87.5 19.5 78.7 1.8
PHF .964 .639 .688 .917 .795 .941 .500 .500 .931 .788 .694 .920 .913 .896 .930 .703 .982 .958
BAYSIDE DRIVE
Out In Total
05 110 215
541 231 33
Right Tllru Leo
Peak Hour Data
N
Ya �� tz.N o00
S North m O
2 �2 o N
O n 2 E w
M
— �� Peak Hour Begins at 04:45 P r �_ �
y rsa CM
a f0 LMebidass N <
O
F+
L ft Tht
460 25 41
545 526 107
Out In Total
ITM Peak Hour Summary
Prepared by:
NDS
Tustin Ave and 17th St. Costa Mesa
Peak Hour Summary
Date: 6/10/2015 Southbound Approach Project b: 15-1174-001
Dav: Wednesday Lanes 1 1 1 City: Costa Mesa
N Al 46 9] 67 197 Al
Q
A N NOON NOON AM Peak Hour 800 AM
NOON Peak Hour
PM 60 98 80 262 PM PM Peak Hour 445 PM
17th St I
AM NOO1J24N PM AM NOON PM Lanes
95] 48 =0 93 0
• - • 804 �0 1185 2
1 F-481 E=
]] Signalized ]1 �p 109 1
2 946 E F-9-1-41
14 y
1 90 69 I� 1093 � 10]5
Lanes AM NOON PM AM NOON PM
V ■ 1 1*
Start End AM 258 107 101 80 AM
AM 7:00 AM 9:00 AM
NOON NOON
NOON PM 2]6 79 92 81 PM
PM 4:00 PM 600 PM i 1 0 Lanes
Northbound Approach
Total Ins & Outs Total Volume Per Leg
AM 407 AM
NOON 0 NOON
PM 500 PM
AM NOON PMAM NOON PM
=70
923 0 1387
1093 0 1075
AM NOON PM AM NOON PM
AM 258 288 AM 546
NOON 0 0 NOON 0
PM 276 252 PM 528
201
APPENDIX B
Regional Growth Percentages
ENC Pre-School TIA
202
CITY OF NEWPORT BEACH
REGIONAL TRAFFIC ANNUAL GROWTH RATE
COAST HIGHWAY
East city limit to MacArthur Boulevard 1%
MacArthur Boulevard to Jamboree Road 1%
Jamboree Road to Newport Boulevard 1%
Newport Boulevard to west city limit 1%
IRVINE AVENUE
All 1%
JAMBOREE ROAD
Coast Highway to San Joaquin Hills Road 1%
San Joaquin Hills Road to Bison 1%
Bison to Bristol 1%
Bristol to Campus 1%
MACARTHUR BOULEVARD
Coast Highway to San Joaquin Hills Road 1%
San Joaquin Hills Road to north city limit 1%
NEWPORT BOULEVARD
Coast Highway to north city limit 1%
Street segments not listed are assumed to have 0%regional growth.
203
APPENDIX C
Existing (2015) Intersection Level of Service Worksheets
ENC Pre-School TIA
204
Existing AM Mon Aug 17, 2015 08:14:37 Page 2-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.778
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 84 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 59
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 65 0 342 289 2307 11 13 1258 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 65 0 342 289 2307 11 13 1258 59
Ov1AdjVo1: 53
____________ _______________11_______________11--------------- I_______________I
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: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 160.0 0 1600 1600 3185 15 1600 4800 1600
------------I---------------II---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.72 0.72 0.01 0.26 0.04
Ov1Adj V/S: 0.03
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
2015
Existing AM Mon Aug 17, 2015 08:14:37 Page 3-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.768
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 80 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 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: 0 1 0 42 0 15 26 2344 0 0 1328 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2344 0 0 1328 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: 0 1 0 42 0 15 26 2344 0 0 1328 36
____________ _______________ 1_______________1 _______________ 1_______________ I
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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4674 126
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.28 0.28
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
200
Existing AM Mon Aug 17, 2015 08:14:37 Page 4-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.534
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 939 15 54 850 34 82 79 46 19 87 243
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 37 948 15 55 859 34 82 79 46 19 87 243
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: 37 948 15 55 859 34 82 79 46 19 87 243
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 948 15 55 859 34 82 79 46 19 87 243
PGE Adj: 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: 37 948 15 55 859 34 82 79 46 19 87 243
------------ ---------------II---------------II---------------II--------------- I
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 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1600 1011 589 1600 1600 1600
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.02 0.30 0.01 0.03 0.27 0.02 0.05 0.08 0.08 0.01 0.05 0.15
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.502
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 319 554 19 126 540 171 306 272 269 107 392 41
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 322 560 19 127 545 173 306 272 269 107 392 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: 322 560 19 127 545 173 306 272 269 107 392 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 322 560 19 127 545 173 306 272 269 107 392 41
PGE Adj: 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: 322 560 19 127 545 173 306 272 269 107 392 41
------------ --------------- --------------- --------------- I_______________I
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: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.01 0.99 1.00 1.81 0.19
Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1609 1591 1600 2897 303
------------1---------------11---------------11---------------11_______________ I
Capacity Analysis Module:
Vol/Sat: 0.10 0.17 0.01 0.04 0.17 .0.11 0.10 0.17 0.17 0.07 0.14 0.14
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection *5 Dover Dr/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.414
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Volume: 360 386 0 0 454 101 56 0 0 0 0 0
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 360 386 0 0 454 101 56 0 0 0 0 0
PGE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 360 386 0 0 454 101 56 0 0 0 0 0
------------ ---------------II---------------II---------------II--------------- I
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: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.11 0.12 0.00 0.00 0.28 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection *6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.492
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28 15 157 40 S 55
Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 675 26 36 1022 33 28 15 157 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 79 675 26 36 1022 33 28 15 157 40 8 55
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 79 675 26 36 1022 33 28 15 157 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 79 675 26 36 1022 33 28 15 157 40 8 55
------------ ---------------II---------------II---------------II--------------- I
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 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1042 558 1600 1600 1600 1600
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.05 0.21 0.02 0.02 0.32 .0.02 0.02 0.03 0.10 0.03 0.01 0.03
Crit Moves: **** **** **** ****
********************************************************************************
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.623
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 60 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 904 44 182 148 1880 22 18 1241 0
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 904 44 182 148 1880 22 18 1241 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 904 44 182 148 1880 22 18 1241 0
____________ _______________ 1_______________1 _______________ 1_______________ I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4800 1600
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.19 0.03 .0.11 0.05 0.40 0.40 0.01 0.26 0.00
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.699
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 76 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31
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: 362 16 45 26 8 37 33 2523 379 92 1402 31
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
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: 362 16 45 26 8 37 33 2523 379 92 1402 31
------------ --------------II---------------II---------------II--------------- I
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: 2.57 0.11 0.32 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09
Final Sat. : 4108 182 511 1600 284 1316 1600 4800 1600 1600 6260 140
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.53 0.24 0.06 0.22 0.22
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.468
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
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: 107 101 80 67 97 46 48 946 90 71 804 48
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: 107 101 80 67 97 46 48 946 90 71 804 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 107 101 80 67 97 46 48 946 90 71 804 48
PGE Adj: 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: 107 101 80 67 97 46 48 946 90 71 804 48
------------ --------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3020 180
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.07 0.06 0.05 0.04 0.06 0.03 0.03 0.30 0.06 0.04 0.27 0.27
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.794
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 90 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56
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 12 12 73 4 441 252 1583 13 38 2460 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
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 12 12 73 4 441 252 1583 13 38 2460 56
Ov1AdjVo1: 189
____________ _______________ I ___11_______________11 ______I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00
Final Sat. : 436 582 582 1517 83 1600 1600 3173 27 1600 4800 1600
------------I---------------II---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.50 0.50 0.02 0.51 0.04
OvlAdj V/S: 0.12
Crit Moves: **** **** **** ****
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.614
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 48 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 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: 2 1 0 37 2 25 64 1607 5 0 2515 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 64 1607 5 0 2515 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: 2 1 0 37 2 25 64 1607 5 0 2515 41
------------ --------------- --------------- --------------- I_______________ I
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: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1067 533 0 925 50 625 1600 3190 10 0 4723 77
------------1---------------11---------------11---------------11_______________ I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.50 0.50 0.00 0.53 0.53
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
�2J�
Existing PM Mon Aug 17, 2015 08:17:02 Page 4-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 61 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 76 681 22 75 1445 36 58 65 62 41 193 251
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 77 688 22 76 1459 36 58 65 62 41 193 251
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: 77 688 22 76 1459 36 58 65 62 41 193 251
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 77 688 22 76 1459 36 58 65 62 41 193 251
PGE Adj: 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: 77 688 22 76 1459 36 58 65 62 41 193 251
------------ ---------------II---------------II---------------II--------------- I
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 2.00 1.00 1.00 2.00 1.00 1.00 0.51 0.49 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1600 819 781 1600 1600 1600
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.05 0.21 0.01 0.05 0.46 0.02 0.04 0.08 0.08 0.03 0.12 0.16
Crit Moves: **** **** **** ****
********************************************************************************
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Existing PM Mon Aug 17, 2015 08:17:02 Page 5-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.695
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 75 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 330 446 44 113 685 438 269 315 296 198 592 61
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 333 450 44 114 692 442 269 315 296 198 592 61
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: 333 450 44 114 692 442 269 315 296 198 592 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 333 450 44 114 692 442 269 315 296 198 592 61
PGE Adj: 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: 333 450 44 114 692 442 269 315 296 198 592 61
____________ _______________ 1_______________1 _______________ 1_______________I
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: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.81 0.19
Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1650 1550 1600 2901 299
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.10 0.14 0.03 0.04 0.22 0.28 0.08 0.19 0.19 0.12 0.20 0.20
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
�2�
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection *5 Dover Dr/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.477
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 44 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Volume: 645 532 0 0 379 93 124 0 0 0 0 0
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 645 532 0 0 379 93 124 0 0 0 0 0
PGE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 645 532 0 0 379 93 124 0 0 0 0 0
------------ ---------------II---------------II---------------II--------------- I
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: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.20 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection *6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.511
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 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: 180 1118 43 73 772 18 19 31 158 27 18 46
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 180 1118 43 73 772 18 19 31 158 27 18 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: 180 1118 43 73 772 18 19 31 158 27 18 46
------------ ---------------II---------------II---------------II--------------- I
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 2.00 1.00 1.00 2.00 1.00 0.38 0.62 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 608 992 1600 1600 1600 1600
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.11 0.35 0.03 0.05 0.24 .0.01 0.01 0.03 0.10 0.02 0.01 0.03
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
�29
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.782
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 105 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 840 49 136 123 1521 23 49 2579 0
Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 840 49 136 123 1521 23 49 2579 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 840 49 136 123 1521 23 49 2579 0
------------ ---------------II---------------II---------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600
------------1---------------11---------------11---------------11_______________ I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.17 0.03 .0.09 0.04 0.32 0.32 0.03 0.54 0.00
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Existing PM Mon Aug 17, 2015 08:17:02 Page 9-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.666
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 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: 460 25 41 33 23 54 45 1954 485 69 3033 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 460 25 41 33 23 54 45 1954 485 69 3033 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: 460 25 41 33 23 54 45 1954 485 69 3033 35
------------ --------------II---------------II---------------II--------------- I
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: 2.63 0.14 0.23 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05
Final Sat. : 4198 228 374 1600 478 1122 1600 4800 1600 1600 6326 74
------------1---------------11---------------11---------------11_______________I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.02 0.05 0.05 0.03 0.41 0.30 0.04 0.48 0.48
Crit Moves: **** **** **** ****
********************************************************************************
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.558
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 42 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
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: 79 92 81 80 98 60 77 914 69 109 1185 93
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: 79 92 81 80 98 60 77 914 69 109 1185 93
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
PGE Adj: 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: 79 92 81 80 98 60 77 914 69 109 1185 93
------------ ---------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.85 0.15
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2967 233
------------1---------------11---------------11---------------11_______________ I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.29 0.04 0.07 0.40 0.40
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
APPENDIX D
Existing (2015) Plus Project Intersection Level of Service
Worksheets
ENC Pre-School TIA
223
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.780
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 85 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bea: 2 2 3 65 0 342 289 2307 11 13 1258 59
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 2 3 65 0 342 289 2315 11 13 1265 59
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 65 0 342 289 2315 11 13 1265 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 65 0 342 289 231.5 11 13 1265 59
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 65 0 342 289 2315 11 13 1265 59
OvlAdjVol: 53
------------ ---------------II---------------II---------------II---------------I
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: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600
------------I---------------II---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.73 0.73 0.01 0.26 0.04
Ov1AdjV/S: 0.03
Crit Moves: **** **** **** ****
**************************************************************W*****************
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224
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.771
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 81 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bea: 0 1 0 42 0 15 26 2344 0 0 1328 36
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1 0 42 0 15 26 2352 0 0 1335 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: 0 1 0 42 0 15 26 2352 0 0 1335 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2352 0 0 1335 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: 0 1 0 42 0 15 26 2352 0 0 1335 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: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4675 125
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.29 0.29
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 4-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.539
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 939 15 54 850 34 82 79 46 19 87 243
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bea: 37 948 15 55 859 34 82 79 46 19 87 243
Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 37 951 15 58 864 34 82 79 46 19 87 247
User Adj : 1.00 1.00 1.00 1.0.0 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: 37 951 15 58 864 34 82 79 46 19 87 247
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 951 15 58 864 34 82 79 46 19 87 247
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: 37 951 15 58 864 34 82 79 46 19 87 247
------------ --------------II---------------II---------------II-------------I
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 2.00 1.00 1.00 2.00 1.00 1 .00 0.63 0.37 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1600 1011 599 1600 1600 1600
------------I---------------II--------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.30 0.01 0.04 0.27 0.02 0.05 0.08 0.08 0.01 0.05 0.15
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.505
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 319 554 19 126 540 171 306 272 269 107 392 41
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bea: 322 560 19 127 545 173 306 272 269 107 392 41
Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 323 561 19 129 548 173 306 275 270 107 395 42
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: 323 561 19 129 548 173 306 275 270 107 395 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 323 561 19 129 548 173 306 275 270 107 395 42
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: 323 561 19 129 548 173 306 275 270 107 395 42
------------ -------------II------------II---------------II-------------- I
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: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.01 0.99 1.00 1.81 0.19
Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1615 1585 1600 2892 308
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.18 0.01 0.04 0.17 0.11 0.10 0.17 0.17 0.07 0.14 0.14
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.417
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 364 390 0 0 457 101 56 0 637 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Volume: 364 390 0 0 457 101 56 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 364 390 0 0 457 101 56 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 364 390 0 0 457 101 56 0 0 0 0 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.508
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28 15 157 40 S 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bea: 79 675 26 36 1022 33 28 15 157 40 8 55
Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 97 675 26 36 1030 33 36 15 161 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 97 675 26 36 1030 33 36 15 161 40 8 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 97 675 26 36 1030 33 36 15 161 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 97 675 26 36 1030 33 36 15 161 40 8 55
------------ ---------------II--------------II--------------II--------------I
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 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.06 0.21 0.02 0.02 0.32 0.02 0.02 0.03 0.10 0.03 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.624
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 61 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bea: 24 45 42 904 44 182 148 1880 22 18 1241 705
Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 24 45 42 913 44 189 156 1880 22 18 1241 716
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 913 44 189 156 1880 22 18 1241 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 913 44 189 156 1880 22 18 1241 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 913 44 189 156 1880 22 18 1241 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 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4800 1600
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.19 0.03 0.12 0.05 0.40 0.40 0.01 0.26 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.701
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 76 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31
Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 362 16 45 26 8 37 33 2532 379 92 1413 31
User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2532 379 92 141.3 31
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 362 16 45 26 8 37 33 2532 379 92 1413 31
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: 362 16 45 26 8 37 33 2532 379 92 1413 31
------------I--------------II-----------II--------------II---------------I
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: 2.57 0.11 0.32 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09
Final Sat. : 4108 182 511 160.0 284 1316 1600 4800 1600 1600 6261 139
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.53 0.24 0.06 0.23 0.23
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.469
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
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 Bee: 107 101 80 67 97 46 48 946 90 71 804 48
Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 107 101 80 67 97 46 48 951 90 71 808 48
User Adj : 1.00 1.00 1.00 1.0.0 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: 107 101 80 67 97 46 48 951 90 71 808 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 107 101 80 67 97 46 48 951 90 71 808 48
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: 107 101 80 67 97 46 48 951 90 71 808 48
------------I---------------II------------II--------------II-------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3021 179
------------I---------------II---------------II-----------II------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.06 0.05 0.04 0.06 0.03 0.03 0.30 0.06 0.04 0.27 0.27
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.795
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 91 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 9 12 12 73 4 441 252 1590 13 38 2468 56
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 73 4 441 252 1590 13 38 2468 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 73 4 441 252 1590 13 38 2468 56
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 12 12 73 4 441 252 1590 13 38 2468 56
OvlAdjVol: 189
------------ ---------------II---------------II---------------II---------------I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00
Final Sat. : 436 582 582 1517 83 1600 1600 3174 26 1600 4800 1600
------------I--------------II--------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.50 0.50 0.02 0.51 0.04
Ov1AdjV/S: 0.12
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.616
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 48 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 1 0 37 2 25 64 1614 5 0 2523 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: 2 1 0 37 2 25 64 1614 5 0 2523 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 64 1614 5 0 2523 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: 2 1 0 37 2 25 64 1614 5 0 2523 41
------------ --------------II---------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1067 533 0 925 50 625 1600 3190 10 0 4724 76
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.51 0.51 0.00 0.53 0.53
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.702
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 76 681 22 75 1445 36 58 65 62 41 193 251
Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 77 688 22 76 1459 36 58 65 62 41 193 251
Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 77 691 22 79 1463 36 58 65 62 41 193 256
User Adj : 1.00 1.00 1.00 1.0.0 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: 77 691 22 79 1463 36 58 65 62 41 193 256
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 77 691 22 79 1463 36 58 6.5 62 41 193 256
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: 77 691 22 79 1463 36 58 65 62 41 193 256
------------ ---------------II-------------II--------------II---------------I
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 2.00 1.00 1.00 2.00 1.00 1.00 0.51 0.49 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 819 791 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.22 0.01 0.05 0.46 0.02 0.04 0.08 0.08 0.03 0.12 0.16
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
�J�
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 75 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 330 446 44 113 685 438 269 315 296 198 592 61
Growth Adj : 1.01 1_01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 333 450 44 114 692 442 269 315 296 198 592 61
Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 335 452 44 115 695 442 269 318 297 198 595 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: 335 452 44 115 695 442 269 318 297 198 595 63
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 335 452 44 115 695 442 269 318 297 198 595 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: 335 452 44 115 695 442 269 318 297 198 595 63
------------ --------------II-------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.81 0.19
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1655 1545 1600 2894 306
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.14 0.03 0.04 0.22 0.28 0.08 0.19 0.19 0.12 0.21 0.21
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.481
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 44 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 650 537 0 0 382 93 124 0 459 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Volume: 650 537 0 0 382 93 124 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 650 537 0 0 382 93 124 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 650 537 0 0 382 93 124 0 0 0 0 0
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.20 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.514
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 46
Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 196 1118 43 73 779 18 28 31 163 27 18 46
User Adj : 1.00 1.00 1.00 1.0.0 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: 196 1118 43 73 779 18 28 31 163 27 18 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 196 1118 43 73 779 18 28 31 163 27 18 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: 196 1118 43 73 779 18 28 31 163 27 18 46
------------ --------------II--------------II--------------II---------------I
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 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.35 0.03 0.05 0.24 0.01 0.02 0.04 0.10 0.02 0.01 0.03
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.786
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 107 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 16 32 50 851 49 144 130 1521 23 49 2579 1214
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 851 49 144 130 1521 23 49 2579 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 851 49 144 130 1521 23 49 2579 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 851 49 144 130 1521 23 49 2579 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600
------------I---------------II---------------II-------------11--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.18 0.03 0.09 0.04 0.32 0.32 0.03 0.54 0.00
Crit Moves: **** **** **** ****
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239
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.667
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35
Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35
Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 460 25 41 33 23 54 45 1965 485 69 3042 35
User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1965 485 69 3042 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 460 25 41 33 23 54 45 1965. 485 69 3042 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: 460 25 41 33 23 54 45 1965 485 69 3042 35
------------ --------------II------------II--------------II---------------I
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: 2.63 0.14 0.23 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05
Final Sat. : 4198 228 374 160.0 478 1122 1600 4800 1600 1600 6326 74
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.02 0.05 0.05 0.03 0.41 0.30 0.04 0.48 0.48
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
240
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.560
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 42 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 8.1 80 98 60 77 914 69 109 1185 93
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: 79 92 81 80 98 60 77 914 69 109 1185 93
Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 79 92 81 80 98 60 77 918 69 109 1190 93
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: 79 92 81 80 98 60 77 918 69 109 1190 93
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 79 92 81 80 98 60 77 918 69 109 1190 93
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: 79 92 81 80 98 60 77 918 69 109 1190 93
------------ --------------II--------------II--------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1 .00 1.00 1 .00 2.00 1.00 1.00 1.86 0.14
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2968 232
------------I---------------II---------------II--------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.29 0.04 0.07 0.40 0.40
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
241
APPENDIX E
Approved Projects
ENC Pre-School TIA
242
16-JUN-15 Traffic Phasing Data
Projects Less Than 100% Complete page: 1
Project Number Project Name Percent
148 FASHION ISLAND EXPANSION 40%
154 TEMPLE BAT YAHM EXPANSION 65%
910 NEWPORT DUNES 0%
945 HOAG HOSPITAL PHASE III 0%
949 ST. MARK PRESBYTERIAN CHU 77%
955 2300 NEWPORT BLVD 0%
958 HOAG HEALTH CENTER 85%
959 NORTH NEWPORT CENTER 0%
960 SANTA BARBARA CONDO (MARR 0%
962 328 OLD NEWPORT MEDICAL 0 0%
964 BAYVIEW MEDICAL OFFICE- 0%
965 MARINER'S POINTE 23,015 S 0%
966 4221 DOLPHIN STRIKER- 13 55%
967 SAN JOAQUIN HILLS PLZA RE 0%
968 UPTOWN NEWPORT(PHASE 2) 0%
969 UPTOWN NEWPORT(PHASE 1) 0%
970 MARINA PARK 0%
971 BACK BAY LANDING 300 ECH 0%
972 WESTCLIFF DRIVE MEDICAL P 0%
973 LIDO HOUSE HOTEL TRAFFIC 0%
974 NEWPORT EXECUTIVE CTR 0%
�43
ts.lun�15 Traffic Phasing Ordinance page 1
Approved Projects 80%Volume Summary
Intersection Report
Int.Number Int.Name
5440 COAST HWY E/BAYSIDE DR
1 Hr Peak Totals 1 Hr Peak
NB SB ES WB NL NT NR SL S1SR EL Er ER WL Wi WR
AM 6 106 128 86 1 6 62 3 41 72 56 71 15
PM 9 185 148 115 3 6 98 7 80 71 74 2 85 30
Int.Number Int.Name
2630 RIVERSIDE AVE I COAST HWYW
1 Hr Peak Totals 1 Hr Peak
NS SB ES WS NL NT NR SL ST SR EL Er ER WL WT WR
AM 2 127 105 1 1 127 105
PM 2 147 155 2 1 146 154 1
Int.Number Int.Name
2635 COAST HWY W/TUSTIN AVE
1 I Ir Peak Totals 1 Hr Peak
NB SB ED WB NL NT NR SL ST SH_ EL FT ER WL WT WR
AM 127 105 127 105
PM 147 156 147 156
Int.Number Int.Name
3365 IRVINE AVE/19TH S'I' DOVER DR
1 Hr Peak Totals 1 Hr Peak ,
NB SB EB WB NL NT NR SL_ ST SR EL ET ER WL WT WR
AM 10 28 2 7. 2 9 3 25 2 2
PM 35 21 2 4 2 33 4 17 2 4
16-JUN-15 Traffic Phasing Ordinance page 2
Approved Projects 80%Volume Summary
Intersection Report
Int.Number Int.Name
3260 tETH ST/DOVER DR
1 Hr Peak Totals 1 Hr Peak
NB SB ES WE NL NT NR SL ST SR EL ET ER WL WT WR
AM 42 23 7 11 30 23 7
PM 56 51 17 11 45 51 17
Int.Number Int.Name
3275 IRVINE AVE/17TH ST WESTCLIFF DR
1 Hr Peak Totals 1 Hr Peak
NB SB EB WE NL NT NR_ SL $T SR EL ET ER WI_ WT WR
AM 14 28 47 21 8 6 8 18 2 1 30 16 17 4
PM 45 22 50 53 20 25 7 12 2 4 33 13 42 10
Int.Number InL Name
3290 DOVER OR l WESTCLIFF DR
1 Hr Peak Totals 1 Hr Peak
_NB SB E6 WE NL NT NR SL ST SR EL ET ER WL WT WR
AM 30 9 19 26 3 6 2 2 18
PM 37 10 45 27 10 9 2 2 42
Int.Number Int.Name
3060 COAST HWYW/DOVER DR BAYSHORE DR
1 Hr Peak Totals 1 Hr Peak
NB SB ED WE NL NT NR SL ST SR EL ET ER WL WT WR
AM 46 124 125 33 14 22 103 89 35
PM 78 151 179 45 33 36 115 132 47
APPENDIX F
Future (2018) Plus Approved Plus Growth Intersection Level of
Service Worksheets - TPO
ENC Pre-School TIA
240
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.840
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 116 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 1 0 1 0 127 0 0 105 0
Initial Fut: 2 2 3 66 0 343 298 2503 11 13 1401 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 66 0 343 298 2503 11 13 1401 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 343 298 2503 11 13 1401 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 343 298 2503 11 13 1401 61
OvlAdjVol: 45
------------ ---------------II---------------II---------------II---------------I
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: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.19 0.79 0.79 0.01 0.29 0.04
Ov1AdjV/S: 0.03
Crit Moves: **** **** **** ****
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247t
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.830
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 109 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 127 0 0 105 0
Initial Fut: 0 1 0 42 0 15 26 2541 0 0 1473 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2541 0 0 147.3 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2541 0 0 1473 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2541 0 0 1473 37
------------ --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4682 118
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.79 0.00 0.00 0.31 0.31
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.550
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 2 9 0 3 25 0 0 0 2 0 D 2
Initial Fut: 40 985 15 60 910 35 82 79 48 19 87 245
User Adj : 1.00 1.00 1.00 1.0.0 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: 40 985 15 60 910 35 82 79 48 19 87 245
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 40 985 15 60 910 35 82 79 48 19 87 245
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: 40 985 15 60 910 35 82 79 48 19 87 245
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.62 0.38 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 995 605 1600 1600 1600
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.03 0.31 0.01 0.04 0.28 0.02 0.05 0.08 0.08 0.01 0.05 0.15
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 49 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4
Initial Fut: 340 583 20 139 579 180 307 302 285 107 409 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: 340 583 20 139 579 180 307 302 285 107 409 45
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 340 583 20 139 579 180 307 302 285 107 409 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: 340 583 20 139 579 180 307 302 285 107 409 45
------------ ---------------II--------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1646 1554 1600 2883 317
------------I---------------II---------------II-------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.426
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 26 3 0 0 6 2 2 0 18 0 D 0
Initial Fut: 386 389 0 0 460 103 58 0 650 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 366 389 0 0 460 103 58 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 386 389 0 0 460 103 58 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 386 389 0 0 460 103 58 0 0 0 0 0
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.510
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28. 15 157 40 S 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 675 26 36 1022 33 28 15 157 40 8 55
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 11 30 0 0 23 0 0 0 7 0 D 0
Initial Fut: 90 705 26 36 1045 33 28 15 164 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 90 705 26 36 1045 33 28 15 164 40 8 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 90 705 26 36 1045 33 28 15 164 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 90 705 26 36 1045 33 28 15 164 40 8 55
------------ ---------------II--------------II--------------II--------------I
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 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1042 558 1600 1600 1600 1600
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.06 0.22 0.02 0.02 0.33 0.02 0.02 0.03 0.10 0.03 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.664
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 33 0 14 22 103 0 0 89 35
Initial Fut: 24 45 42 937 44 196 174 2039 23 19 1367 761
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 937 44 196 174 2039 23 19 1367 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 937 44 196 174 2039 23 19 1367 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 937 44 196 174 2039 23 19 1367 0
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4747 53 1600 4800 1600
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.43 0.43 0.01 0.28 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.757
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 94 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 1 6 0 62 3 41 72 56 0 0 71 15
Initial Fut: 363 22 45 88 11 78 106 2655 390 95 1515 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2655 390 95 1515 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2655 390 95 1515 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: 363 22 45 88 11 78 106 2655 390 95 1515 47
------------ --------------II-------------II--------------II---------------I
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: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.88 0.12
Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6208 192
------------I---------------II---------------II------------11-------------- I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.24 0.06 0.24 0.24
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.496
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0
Initial Fut: 110 104 82 69 100 47 49 1021 93 73 855 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: 110 104 82 69 100 47 49 1021 93 73 855 49
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 110 104 82 69 100 47 49 1021 93 73 855 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: 110 104 82 69 100 47 49 1021 93 73 855 49
------------ ---------------II------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3025 175
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.841
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 117 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 2 0 0 1 146 0 0 154 1
Initial Fut: 9 12 12 75 4 441 261 1776 13 39 2688 59
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 7.5 4 441 261 1776 13 39 2688 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 441 261 1776 13 39 2688 59
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 12 12 75 4 441 261 1776 13 39 2688 59
OvlAdjVol: 180
------------ ---------------II---------------II---------------II---------------I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600
------------I--------------II--------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.56 0.56 0.02 0.56 0.04
Ov1AdjV/S: 0.11
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
2150
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.663
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 55 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 147 0 0 156 0
Initial Fut: 2 1 0 37 2 25 66 1802 5 0 2746 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 1802 5 0 2746 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 1802 5 0 2746 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 1802 5 0 2746 42
------------ ---------------II---------------II---------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1067 533 0 925 50 625 1600 3191 9 0 4727 73
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.56 0.56 0.00 0.58 0.58
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.721
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 67 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 77 688 22 76 1459 36 58. 65 62 41 193 251
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 2 33 0 4 17 0 0 0 2 0 0 4
Initial Fut: 81 742 23 82 1520 37 58 65 64 41 193 255
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: 61 742 23 82 1520 37 58 65 64 41 193 255
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 742 23 82 1520 37 58 6.5 64 41 193 255
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: 81 742 23 82 1520 37 58 65 64 41 193 255
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.50 0.50 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 806 794 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.23 0.01 0.05 0.47 0.02 0.04 0.08 0.08 0.03 0.12 0.16
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.728
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 84 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10
Initial Fut: 363 489 45 124 725 457 273 348 309 198 634 71
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: 363 489 45 124 725 457 273 348 309 198 634 71
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 489 45 124 725 457 273 348 309 198 634 71
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: 363 489 45 124 725 457 273 348 309 198 634 71
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.06 0.94 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1695 1505 1600 2878 322
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.492
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 45 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 27 10 0 0 9 2 2 0 42 0 0 0
Initial Fut: 672 542 0 0 388 95 126 0 497 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 672 542 0 0 388 95 126 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 672 542 0 0 388 95 126 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 672 542 0 0 388 95 126 0 0 0 0 0
------------I--------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.21 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.535
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 46
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 11 45 0 0 51 0 0 0 17 0 D 0
Initial Fut: 191 1163 43 73 823 18 19 31 175 27 18 46
User Adj : 1.00 1.00 1.00 1.0.0 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 1163 43 73 823 18 19 31 175 27 18 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 191 1163 43 73 823 18 19 31 175 27 18 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: 191 1163 43 73 823 18 19 31 175 27 18 46
------------I--------------II-----------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.38 0.62 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 608 992 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.36 0.03 0.05 0.26 0.01 0.01 0.03 0.11 0.02 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.847
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 149 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 45 0 33 36 115 0 0 132 47
Initial Fut: 16 32 50 885 49 169 163 1682 24 50 2788 1288
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 885 49 169 163 1682 24 50 2788 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 885 49 169 163 1682 24 50 2788 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 885 49 169 163 1682 24 50 2788 0
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4733 67 1600 4800 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.18 0.03 0.11 0.05 0.36 0.36 0.03 0.58 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.799
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 113 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 3 6 0 98 7 so 71 74 2 0 85 30
Initial Fut: 463 31 41 131 30 134 117 2087 502 71 3209 66
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: 463 31 41 131 30 134 117 2087 502 71 3209 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2087 502 71 3209 66
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: 463 31 41 131 30 134 117 2087 502 71 3209 66
------------ --------------II-------------II--------------II--------------I
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: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6271 129
------------I---------------II---------------II--------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.43 0.31 0.04 0.51 0.51
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.595
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0
Initial Fut: 81 95 83 82 101 62 79 991 71 112 1285 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: 61 95 83 B2 101 62 79 991 71 112 1285 96
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 95 83 82 101 62 79 991 71 112 1285 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: 81 95 83 82 101 62 79 991 71 112 1285 96
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2978 222
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
204
APPENDIX G
TPO Analysis One Percent Threshold Calculation Worksheets
ENC Pre-School TIA
205
AM Peak Hour
-TPO One Percent Threshold Analysis Required
Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume
1,Riverside Ave./Coast Hwy
Base Existing+Growth) 2 2 3 65 0 342 291 2330 11 13 1270 60 4390
Approved Project Trips 0 0 0 1 0 1 0 127 0 0 105 0 234
Total Base Volume(Base+Approved) 2 2 3 66 0 343 298 2503 11 13 1401 61 4624
Total Approach Volume of Base 7 409 2812 1475
1%of Base Volume 0.07 4.09 28.12 14.75
Project Trip at Approaches 0 0 0 0 0 0 0 8 0 0 7 0
2.Tustin Ave./Coast HwV.
Base(Existing+Growth) 0 1 0 42 0 15 26 2367 0 0 1341 36 3828
Approved Project Trips 0 0 0 0 0 0 0 127 0 0 105 0 232
Total Base Volume(Base+Approved) 0 1 0 42 0 15 26 2541 0 0 1473 37 4060
Total Approach Volume of Base 1 57 2567 1510
1%of Base Volume 0.01 0.57 25.67 15.1
Project Trip at Approaches 0 0 0 0 0 0 0 8 0 0 7 0
Base(Existing+Growth) 38 967 15 56 876 35 82 79 46 19 87 243 2543
Approved Project Trips 2 9 0 3 25 D 0 0 2 0 0 2 43
Total Base Volume(Base+Approved) 40 985 15 60 910 35 82 79 48 19 87 245 2586
Total Approach Volume of Base 1040 1005 209 351
1%of Base Volume 10.4 10.05 2.09 3.51
Project Trip at Approaches 0 3 0 3 5 0 0 0 0 0 0 4
4,Irvine Ave./17th St./Westcliff Or.
Base Existing+Growth) 329 571 20 130 556 176 306 272 269 107 392 41 3168
Approved Project Trips 8 6 0 8 18 2 1 30 16 0 17 4 110
Total Base Volume(Base+Approved) 340 583 20 139 579 ISO 307 302 285 107 409 45 3278
Total Approach Volume of Base 943 898 894 561
1%of Base Volume 9.43 8.98 8.94 5.61
Project Trip at Approaches 1 1 0 2 3 0 0 3 1 0 3 1
�Prjiii cgff Dr:
Base(Usung+Growth) 360 386 0 0 454 101 56 0 632 0 0 0 1989
Approved Project Trips 26 3 0 0 6 2 2 0 18 0 0 0 57
Total Base Volume(Base+Approved) 386 389 0 0 460 103 58 0 650 0 0 0 2046
Total Approach Volume of Base 775 563 708 0
1%of Base Volume 7.75 5.63 7.08 0
Project Trip at Approaches 4 4 0 0 3 0 0 0 5 0 0 0
Base(Existing+Growth) 79 675 26 36 1022 33 28 IS 157 40 8 55 2174
Approved Project Trips it 30 0 0 23 0 0 0 7 0 0 0 71
Total Base Volume(Base+Approved) 90 705 26 36 1045 33 28 35 164 40 8 55 2245
Total App roach Vo l pare of Base 821 1114 207 103
1%of Base Vol ume 8.21 11.14 2.07 1.03
Project Trip at Approaches 18 0 0 0 8 0 8 0 4 0 0 0
Z..D
Base(Existing+Growth) 24 45 42 904 44 182 148 1880 22 18 1241 705 5254
Approved Project Trips 0 0 0 33 0 14 22 103 0 0 89 35 296
Total Base Volume(Base+Approved) 24 45 42 937 44 196 174 2039 23 19 1367 761 5550
Total Approach Volume of Base 111 1177 2236 2147
1%of Base Vol ume 1.11 11.77 22.36 21.47
Project Tri p at Approaches 0 0 0 9 0 7 8 0 0 0 0 it
B.Bayside Dr./Coast Hwy.
Base(Existing+Growth) 362 16 45 26 8 37 34 2573 386 94 1430 32 5042
Approved Project Trips 1 6 0 62 3 41 72 56 0 0 71 15 327
Total Base Volume(Base+Approved) 363 22 45 88 11 78 106 2655 390 95 1515 47 5369
Total Approach Vol ume of Base 430 177 3151 1657
1%of Base Vol ume 4.3 1.77 31.51 16.57
Project Tri p at Approaches 0 0 0 0 0 0 0 9 0 0 11 0
9.Tustin AVP./17th St.
Base(Existing+Growth) 110 104 82 69 100 47 49 974 93 73 828 49 2580
Approved Project Trips 0 0 0 0 0 0 0 47 0 0 27 D 74
Total Base Volume(Base+Approved) 110 104 82 69 100 47 49 1021 93 73 855 49 2654
Total Approach Vo l ume of Base 296 216 1163 977
1%of Base Vol ume 2.96 2.16 11.63 9.77
Project Tri p at Approaches 0 0 0 0 0 0 0 5 0 0 4 0
200
PM Peak Hour
-TPO One Percent Threshold Analysis Required
Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume
1.Riverside Ave./Coast Hwy
Base Existing+Growth) 9 12 12 73 4 441 254 1599 13 38 2484 57 4996
Approved Project Trips 0 0 0 2 0 0 1 146 0 0 154 1 304
Taal Base Volume(Base+Approved) 9 12 12 75 4 441 261 1776 13 39 2688 59 5300
Total Approach Volume of Base 33 520 2050 2786
1%of Base Volume 0.33 5.2 20.5 27.86
Project Trip at Approaches 0 0 0 0 0 0 0 7 0 0 8 0
2.Tustin Ave./Coast Hwy.
Base(Existing+Growth) 2 1 0 37 2 25 65 1622 5 0 2540 41 4340
Approved Project Trips 0 0 0 0 0 0 0 147 0 0 156 0 303
Total Base Volume(Base+Approved) 2 1 0 37 2 25 66 1802 5 0 2746 42 4643
Total Approach Volume of Base 3 64 1873 2788
1%of Base Volume 0.03 0.64 18.73 27.88
Project Trip at Approaches 0 0 0 0 0 0 0 7 0 0 8 0
Base Existing+Growth) 78 701 23 77 1488 37 58 65 62 41 193 251 3075
Approved Project Trips 2 33 0 4 17 0 0 0 2 0 0 4 62
Total Base Volume(Base+Approved) 81 742 23 82 1520 37 58 65 64 41 193 255 3137
Total Approach Volume of Base 846 1639 187 489
1%of Base Volume 8.46 16.39 1.87 4.89
Project Trip at Approaches 0 3 0 3 4 0 0 0 0 0 0 5
4.Irvine Ave./17th St./Westcliff Dr.
Base(Existing+Growth) 340 459 45 116 706 451 269 315 296 198 592 61 3849
Approved Project Trips 20 25 0 7 12 2 4 33 13 0 42 10 168
Total Base Volume(Base+Approved) 363 489 45 124 725 457 273 348 309 198 634 71 4017
Total Approach Volume of Base 897 1306 930 903
1%of Base Volume 8.97 13.06 9.3 9.03
Project Trip at Approaches 2 2 0 1 3 0 0 3 1 0 3 2
5.Dover Dr./Westcliff Dr.
Base Existing+Growth) 645 532 0 0 379 93 124 0 455 0 0 0 2228
Approved Project Trips 27 10 0 0 9 2 2 0 42 0 0 0 92
Total Base Volume(Base+Approved) 672 542 0 0 388 95 126 0 497 0 0 0 2320
Total Approach Volume of Base 1214 483 623 0
1%of Base Volume 12.14 4.83 6.23. 0
Project Trip at Approaches 5 5 0 0 3 0 0 0 4 0 0 0
Base(Existing+Growth) 180 1118 43 73 772 18 19 31 158 27 18 46 2503
Approved Project Trips 11 45 0 0 51 0 0 0 17 0 0 0 124
Total Base Volume(Base+Approved) 191 1163 43 73 823 18 19 31 175 27 18 46 2627
Total Approach Volume of Base 1397 914 225 91
1%of Base Volume 13.97 9.14 2.25 0.91
Project Trip at Approaches 16 0 0 0 7 0 9 0 5 0 0 0
Base Existing+Growth) 16 32 50 840 49 136 123 1521 23 49 2579 1205 6623
Approved Project Trips 0 0 0 45 0 33 36 115 0 0 132 47 408
Total Base Volume(Base+Approved) 16 32 50 885 49 169 163 1682 24 50 2788 1288 7031
Total Approach Volume of Base 98 1103 1869 4126
1%of Base Volume 0.98 11.03 18.69 41.26
Project Trip at Approaches 0 0 0 11 0 8 7 0 0 0 0 9
S.Bayside Dr./Coast Hwy.
Base(Existing+Growth) 460 25 41 33 23 54 46 1993 494 70 3093 36 6369
Approved Project Trips 3 6 0 98 7 80 71 74 2 0 85 30 456
Total Base Volume(Base+Approved) 463 31 41 131 30 134 117 2087 502 71 3209 66 6825
Total Approach Volume of Base 535 295 2706 3346
1%of Base Volume 5.35 2.95 27.06 33.46
Project Trip at Approaches 0 0 0 0 0 0 0 11 0 0 9 0
9.Tustin Ave./17th St.
Base(Existing+Growth) 81 95 83 82 101 62 79 941 71 112 1221 96 3025
Approved Project Trips 0 0 0 0 0 0 0 50 0 0 64 0 114
Total Base Volume(Base+Approved) 81 95 83 82 101 62 79 991 71 112 1285 96 3139
Total Approach Volume of Base 259 245 1141 1493
1%of Base Volume 2.59 2.45 11.41 14.93
Project Trip at Approaches 0 0 0 0 0 0 0 4 0 0 5 0
207
APPENDIX H
Future (2018) Plus Approved Plus Growth Plus Project
Intersection Level of Service Worksheets - TPO
ENC Pre-School TIA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.842
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 118 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II--------------- I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 1 0 1 0 127 0 0 105 0
Initial Fut: 2 2 3 66 0 343 298 2511 11 13 1408 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 66 0 343 298 2511 11 13 1408 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 343 298 2511 11 13 1408 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 343 298 2511 11 13 1408 61
OvlAdjVol: 45
------------ ---------------II---------------II---------------II---------------I
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: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.19 0.79 0.79 0.01 0.29 0.04
Ov1AdjV/S: 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.832
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 111 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 127 0 0 105 0
Initial Fut: 0 1 0 42 0 15 26 2549 0 0 1480 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2549 0 0 1480 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2549 0 0 1480 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2549 0 0 1480 37
------------ -------------- ----------- -------------- --------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4683 117
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.80 0.00 0.00 0.32 0.32
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.555
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 42 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243
Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4
PasserByVol: 2 9 0 3 25 0 0 0 2 0 0 2
Initial Fut: 40 988 15 63 915 35 82 79 48 19 87 249
User Adj : 1.00 1.00 1.00 1.0.0 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: 40 988 15 63 915 35 82 79 48 19 87 249
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 40 988 15 63 915 35 82 79 48 19 87 249
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: 40 988 15 63 915 35 82 79 48 19 87 249
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.62 0.38 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 995 605 1600 1600 1600
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.03 0.31 0.01 0.04 0.29 0.02 0.05 0.08 0.08 0.01 0.05 0.16
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.540
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 50 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
------------I---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------I---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41
Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1
PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4
Initial Fut: 341 584 20 141 582 180 307 305 286 107 412 46
User Adj : 1.00 1.00 1.00 1.0.0 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: 341 584 20 141 582 180 307 305 286 107 412 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 341 584 20 141 582 180 307 305 286 107 412 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: 341 584 20 141 582 180 307 305 286 107 412 46
------------ ---------------II---------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1651 1549 1600 2879 321
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.429
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0
PasserByVol: 26 3 0 0 6 2 2 0 18 0 D 0
Initial Fut: 390 393 0 0 463 103 58 0 655 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 390 393 0 0 463 103 58 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 390 393 0 0 463 103 58 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 390 393 0 0 463 103 58 0 0 0 0 0
------------ -------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.527
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28 15 157 40 8 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 675 26 36 1022 33 28 15 157 40 8 55
Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0
PasserByVol: 11 30 0 0 23 0 0 0 7 0 D 0
Initial Fut: 108 705 26 36 1053 33 36 15 168 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 108 705 26 36 1053 33 36 15 168 40 8 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 108 705 26 36 1053 33 36 15 168 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 108 705 26 36 1053 33 36 15 168 40 8 55
------------ ---------------II-------------II--------------II-------------I
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 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.22 0.02 0.02 0.33 0.02 0.02 0.03 0.11 0.03 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.665
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11
PasserByVol: 0 0 0 33 0 14 22 103 0 0 89 35
Initial Fut: 24 45 42 946 44 203 182 2039 23 19 1367 772
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 946 44 203 182 2039 23 19 1367 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 946 44 203 182 2039 23 19 1367 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 946 44 203 182 2039 23 19 1367 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 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4747 53 1600 4800 1600
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.43 0.43 0.01 0.28 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.759
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 95 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0
PasserByVol: 1 6 0 62 3 41 72 56 0 0 71 15
Initial Fut: 363 22 45 88 11 78 106 2664 390 95 1526 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2664 390 95 1526 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2664 390 95 1526 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: 363 22 45 88 11 78 106 2664 390 95 1526 47
------------ --------------II-------------II---------------II--------------I
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: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.88 0.12
Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6209 191
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.24 0.06 0.25 0.25
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.498
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49
Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0
PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0
Initial Fut: 110 104 82 69 100 47 49 1026 93 73 859 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
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 110 104 82 69 100 47 49 1026 93 73 859 49
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 110 104 82 69 100 47 49 1026 93 73 859 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: 110 104 82 69 100 47 49 1026 93 73 859 49
------------ ---------------II------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3026 174
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.843
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 118 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 2 0 0 1 146 0 0 154 1
Initial Fut: 9 12 12 75 4 441 261 1783 13 39 2696 59
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 7.5 4 441 261 1783 13 39 2696 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 441 261 1783 13 39 2696 59
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 12 12 75 4 441 261 1783 13 39 2696 59
OvlAdjVol: 180
------------ ---------------II---------------II---------------II---------------I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600
------------I--------------II--------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.56 0.56 0.02 0.56 0.04
Ov1AdjV/S: 0.11
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.665
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 56 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 4.2
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 147 0 0 156 0
Initial Fut: 2 1 0 37 2 25 66 1809 5 0 2754 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 1809 5 0 2754 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 1809 5 0 2754 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 1809 5 0 2754 4.2
------------ --------------II---------------II--------------II-------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1067 533 0 925 50 625 1600 3191 9 0 4728 72
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.57 0.57 0.00 0.58 0.58
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.726
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 77 688 22 76 1459 36 58 65 62 41 193 251
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251
Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5
PasserByVol: 2 33 0 4 17 0 0 0 2 0 0 4
Initial Fut: 81 745 23 85 1524 37 58 65 64 41 193 260
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: 61 745 23 85 1524 37 58 65 64 41 193 260
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 745 23 85 1524 37 58 6.5 64 41 193 260
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: 81 745 23 85 1524 37 58 65 64 41 193 260
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.50 0.50 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 806 794 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.23 0.01 0.05 0.48 0.02 0.04 0.08 0.08 0.03 0.12 0.16
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.730
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 84 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61
Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2
PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10
Initial Fut: 365 491 45 125 728 457 273 351 310 198 637 73
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: 365 491 45 125 728 457 273 351 310 198 637 73
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 365 491 45 125 728 457 273 351 310 198 637 73
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: 365 491 45 125 728 457 273 351 310 198 637 73
------------ --------------II-------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.06 0.94 1.00 1.79 0.21
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1699 1501 1600 2871 329
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.495
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 45 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0
PasserByVol: 27 10 0 0 9 2 2 0 42 0 0 0
Initial Fut: 677 547 0 0 391 95 126 0 501 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 677 547 0 0 391 95 126 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 677 547 0 0 391 95 126 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 677 547 0 0 391 95 126 0 0 0 0 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.21 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 46
Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0
PasserByVol: 11 45 0 0 51 0 0 0 17 0 D 0
Initial Fut: 207 1163 43 73 830 18 28 31 180 27 18 46
User Adj : 1.00 1.00 1.00 1.0.0 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: 207 1163 43 73 830 18 28 31 180 27 18 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 207 1163 43 73 830 18 28 31 180 27 18 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: 207 1163 43 73 830 18 28 31 180 27 18 46
------------I--------------II-----------II--------------II---------------I
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 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.13 0.36 0.03 0.05 0.26 0.01 0.02 0.04 0.11 0.02 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.852
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 154 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9
PasserByVol: 0 0 0 45 0 33 36 115 0 0 132 47
Initial Fut: 16 32 50 896 49 177 170 1682 24 50 2788 1297
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 696 49 177 170 1682 24 50 2788 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 896 49 177 170 1682 24 50 2788 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 896 49 177 170 1682 24 50 2788 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4733 67 1600 4800 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.05 0.36 0.36 0.03 0.58 0.00
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
22
Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 9-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.800
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 114 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0
PasserByVol: 3 6 0 98 7 so 71 74 2 0 85 30
Initial Fut: 463 31 41 131 30 134 117 2098 502 71 3218 66
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: 463 31 41 131 30 134 117 2098 502 71 3218 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2098 502 71 3218 66
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: 463 31 41 131 30 134 117 2098 502 71 3218 66
------------ --------------II-------------II--------------II--------------I
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: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6271 129
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.44 0.31 0.04 0.51 0.51
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
2815
Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 10-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.596
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96
Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0
PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0
Initial Fut: 81 95 83 82 101 62 79 995 71 112 1290 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
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 61 95 83 B2 101 62 79 995 71 112 1290 96
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 95 83 82 101 62 79 99.5 71 112 1290 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: 81 95 83 82 101 62 79 995 71 112 1290 96
------------ ---------------II-------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2979 221
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
220
APPENDIX I
Cumulative Projects
ENC Pre-School TIA
227
Cumulative Project List -June 2015
Projects of significant size to have a potential cumulative impact
*Note: Highlighted projects do not result in an increase in traffic generation; however, may have other
cumulative impacts to consider i.e. construction, noise, air quality).
Newport Beach 1600 E. Coast Hwy . 5 res.d.0
Country Club* . 27 hotel units with a 2,048 g.s.f. concierge and
guest center
3,523 g.s.f.tennis club with a 6,718 g.s.f. spa
• 51,213 g.s.f. golf club with accessory facilities
7 tennis courts and a swimming pool.
Banning Ranch 4520 W. Coast Hwy 1,375 d.u., 75,000 g.s.f. commercial retail, 75-room
accommodations, parks, and open space.
Koll 4343 Von Karman Ave New:
260 residential d.u.
3,400 g.s.f.commercial
Balboa Marina Southwest corner of New:
West Expansion Bayside Dr at E. Coast 16,274 g.s.f restaurant, 200 g.s.f. office, and 36 marina
Hwy berths
ExplorOcean 600 E. Bay Ave, 209 New:
Washington St, 600 and . 70,295 s.f. ocean literacy facility
608 Balboa Blvd, and . 6,500 s.f.floating classroom (waterside)
200 Palm St Existing:
26,219 s.f. Commercial
• 63-metered space surface parking lot
Ebb Tide 1560 Placentia Ave New: 83 d.u. single family residential
Existing: 73 d.u. mobile home park
ENC Pre-School 745 Dover Dr 72 Students
Auto Dealership 320-600 W. Coast Hwy New: 38,588 s.f. auto sales
Existing:
12,770 s.f. specialty retail
1,160 s.f.auto sales
Newport Coast See Staff for update.
F:\Users\PBW\Shared\TPO Studies\6-2015 Cumulative Project List.docx
Last Update:06/23/2015
222
Table 2
Project Trip Generation'
Peak Hour
Morning Evening
Land Use Quantity Units Inbound Outbound I Total Inbound I Outbound Total Daily
Trip Generation Rates
Quality Restaurant' TSF 0.66 0.15 0.81 5.02 2.47 7.49 89.95
Office TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03
Marina I Berth 1 0.03 0.05 0.08 0.11 0.08 0.191 2.96
Existing Trips Generated
Yacht Brokerage 1.2 TSF 2 0 2 0 1 1 13
Proposed Trips Generated
Quality Restaurants 16.274 TSF 11 2 13 82 40 122 1,464
-Pass-Byb 0 0 0 -36 -18 -54 -54
Office 0.200 TSF 0 0 0 0 0 0 2
Marina 36 Berth 1 2 3 4 3 71 107
Subtotal 12 4 16 50 25 75 1,519
Net New Trips 10 4 14 50 24 74 1,506
' Source: Institute of Transportation Engineers,Trip Generation,9th Edition,2012,Land Use Categories 931,710,and 420.
'
TSF=Thousand Square Feet
' Institute of Transportation Engineers,Trip Generation,does not provide in splits for the peak hour of adjacent street traffic Ione hour between
7:00 AM-9:00 AMI for the Quality Restaurant land use. Therefore,the in splits for the AM peak hour of generator were used.
°The marina restrooms generate nominal trips. The yacht brokerage and marina restrooms will be accommodated within the new development.
s The quality restaurant will inlcude patio/etc.that is ancillary to the restaurant. The building total is 19,400 square feet.
6 The traffic volumes have been reduced by 44%for the quality restaurant as a result of pass-by trips obtained from the Institute of Transportation Engineers,
Trip Generation Handbook 2nd Edition,2004.
22 �gq
Figure 9
Project Outbound Trip Distribution
10%
7yt�
S�
10% Je
�c 5%
p� 10%
c° 5% 5%
0
10% 15% 10%
O
0 5% 7�
3 Riverside
u Avenue Tustin Sa
Avenue t� 25% Sanaa
10% °°� D.. °d
30%
5%
5% www °aa � yes
y 30 x_65% °� 15% Abe °da
`O ig_Vp,l� '=—'� �'sF N.p.rttenter sant.Ra
+� Drme Drive
/wNewport 1
10% "/ www 1 s'ae Ea.c°asry 5%
zs%
---- ----- 10% hN'a r San Miguel
/
10% Drive
i �
i Fv
i
a
85%
i
Legend�— 70% 30% 20%
10%=Percent From Project �� 25%
5%
w w
NTS _ .10%' 5387/9
KUNZMAN ASSOCIATES, INC.
OVER 35 YEARS or Excr1LEVr SERVICE
23 290
Figure 10
Project Inbound Trip Distribution
10%
7,qt�
S�
PPf
10% SJt 5% 5% 10%
hS 5%
PPr ,
10% SLP 10% o`
L 15%
_S'
Riverside 5% 725%
0 Avenue Tustin 6�7
m° Avenue Santa Cruz
V ome 5%
10% 30%
35 v w 75%
(1, 35% w nov
e
r Jo
If
Highway ; Ne Port Center Santa Rasa
30% r N. 25� orlve Drive
rt
10% I y 5%
. �4S 10% 10%
-' ----- i /SRS/ O San Miguel
/ Drive
i
I mo
i
I �I
�i Pe
Legend 1. 65% 35% 25%
10%=Percent To Project
5%
NTS w, w_... 10%
KUNZMAN ASSOCIATES, INC. 5387/10
OVER 35 YEARS or E%Cr1LoV SERVICE
24 �^�
TABLE2
SUMMARY OF PROJECT TRIP GENERATION
NEWPORT BANNING RANCH
TRIP RATES
Trip Generation Rates
ITE Trips AM Peak Hour PM Peak Hour
Land Use Code per Dail In Out Total In Out 1 Total
Single-Family Detached Housing 210 DU 9.57 0.19 0.56 0.75 0.64 0.37 1.01
Residential Condominium/Townhouse 230 DU 5.81 0.07 0.37 0.44 0.35 0.17 0.52
Resort Hotel t 330 Room 4.90 0.22 0.09 0.31 0.18 0.24 0.42
Park z 412 Acre 2.28 0.01 0.00 0.01 0.02 0.04 0.06
Soccer Complex 488 Field 71.33 0.70 0.70 1.40 14.26 6.41 20.67
Tennis Courts 490 Court 31.04 0.84 0.84 1.68 1.94 1.94 3.88
Shopping Center 3 820 KSF Equation-See Below
PROJECT TRIP GENERATION
Trip Generation Estimates
Project AM Peak Hour PM Peak Hour
Area Land Use Units Daily In I Out Total I In I Out Total
South Family Single-Family Detached Housing 141 DU 1,349 27 79 106 90 52 142
Village Park 28 Acre 64 0 0 0 1 1 2
Soccer Complex 4 Fields 285 3 3 6 57 26 83
Tennis Courts 6 Courts 186 5 5 10 12 12 24
Subtotal 1,884 35 87 122 160 91 251
Resort Colony Residential CondominiumlTownhouse 87 DU 505 6 32 38 30 15 45
Resort Hotel 75 Rooms 368 17 7 24 14 18 32
Subtotal 873 23 39 62 44 33 77
North Family Single-Family Detached Housing 282 DU 2,699 54 158 212 180 104 284
Village Residential Condominium/Townhouse 135 DU 784 9 50 59 47 23 70
Subtotal 3,483 63 208 271 227 127 354
Urban Colony Residential Condominium/Townhouse 730 DU 4,241 51 270 321 256 124 380
Shopping Center 75.0 KSF 5,634 79 51 130 257 268 525
Subtotal 9,875 130 321 451 513 392 905
Total Before Internal Capture/Pass-by 16,115 251 655 906 944 643 1,587
Internal Capture° 1 126 _ _ �'._� 55 55 110
Pass-By Reduction for Shopping Center(10%) s .-.���.- -. .'_ . 23 24 47
Total Project Tris 14,989 1 251 1 655 906 866 564 1,430
Source: Institute of Transportation Engineers publication"Trip Generation",81h Edition
DU=Dwelling Unit,KSF= 1,000 Square Feet
ITE Land Use Category 330 Resort Hotel does not provide a daily trip rate. ITE Land Use Category 311 -All Suites Hotel was used for daily trips.
'Trip generation is based on ITE Land Use County Park(Land Use 412)because this category includes peak hour trip rates.
3 Trip rates for Shopping Center are derived from the following regression equations: T=Trip Ends,X=units in KSF
ADT:Ln(T)=0.65 Ln(X)+5.83
AM Peak Hour: Ln(T)=0.59 Ln(X)+2.32
PM Peak Hour: Ln(T)=0.67 Ln(X)+3.37 -
°Source:Institute of Transportation Engineers(ITE)publication"Trip Generation Handbook".See Internal Capture Worksheets in Appendix C.
' Note: The ITE publication"Trip Generation(landbook"indicates pass-by for a shopping center is 34%in the PM peak hour. 10%is assumed here,for a
conservative approach. Pass-by reduction is taken on balance of retail trips,after Internal Capture reduction
Traffic Impact Analysis - 25 - June,2011
Newport Banning Ranch
�9
5% 5% 5% 10% 40%
HOT TO SCALE Vlctorla Sl ®�
5% Hamilton Ave I Costa
"Huntington n `� Mesa ¢
Beach ` _
f o a° a a' z' 20 p\o C P 72aa
Banning Ave _ L� Iloth StC°P Pao `rr
— 10%
16th S[A. 1
µ,°3 Project
o° Site `
e` \ nm st °�4S
" 05 . BO
oaCrq L Ro adti
\
a
16Lh St day l
o `✓ 10% ra Sr
\ v
15th St Sr
10% vyrn t
Schools p°
e� Hospital Rd c P o
rsa e° o° o Newport
2 yM o Beach
Bae 10%
LEGEND: oa
Q =Studylntomectlon Sid W.Coast Hwy
XK =Trip Olembution Percentage 5% G
_.__=City Bmand.ry 5% a 5%
__o Future Road
m'
FIGURE 9
PROJECT TRIP DISTRIBUTION
nLEXW[:.uYA1I-1ip— NITIOY-HOm and ASSOCi010e. Int.
2J°3
Koll-Conexant
4311 Jamboree Road
Trip Generation Rates
AM Peak Hour PM Peak Hour Dail
Land Use Rate Type Size Unit In Out Total In Out ITotal Total
Office ITE-8th TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01
General Light Industrial ITE-81h TSF 0.81 0.11 0.92 0.12 0.85 0.9% 6.97
Apartments ITE-8th DU 0.1 0.41 0.51 0.4 0.22 0.62 6.65
Existing Use
AM PeakHour PM Peak Hour Daily
Land Use Rate T e Size Unit In Out Total In Out Total Total
Office ITE-8th 167 TSF 227 32 259 42 207 249 1839
Industrial ITE-81h 2691 TSF 1 218 30 247 32 2291 261 1875
TE-8th
ITE-8th
Total 1 4451 611 5061 741 4361 510 3714
Proposed Use _
AM Peak Hour PM Peak Hour Daily
Land Use Rate Type Size Unit In Out Total In Out Total Total
A artmentITE-Bth 974 DU 97 399 497 390 214 604 6477
ITE-8th TSF 0 0 0 0 0 0 0
ITE_-8th TSF 0 0 0 0 0 0 0
ITE-81h TSF 0 0 0 0 0 0 0
Total 97 399 497 390 214 604 6477
Net Increase I 1 1 -3481 338 -101 316 -2211 941 2764
Note: Do not assign negative trips to the circulation system
1 %
5%
p2
20% 15%
s,Pr
J
0 10°/
OLF �
pP Sr
h
4�RJ A A fW .
m
eS?eP p`( •� �p PROJECT SITE
2 -
sr ppm
5°/G
m srN
sro
�s
r
I E.G.Etl2
X% TRIP DISTRIBUTION PERCENTAGE
TRIP DISTRIBUTION PERCENTAGE TOAIRPORTAREA 10% KOLL-CONEXANT
10°/D 10% TRIP DISTRIBUTION
295
TABLE 12.1 pewPORT COP`�T
TRIP GENERATION RATES'
F PEAK HOUR
AM PM
LAND USE UNITS'l IN OUT IN OUT DAILY
Condominium/Townhouse DU 1 0.17 0.49 0.47 0.36 8.10
Multi FamilyDwelling DU .90: 1 0.42 1 0.43 0.20 6.47
Single Family Detached Residential DU 0.20 0.70 0.70 0.40 11.00
State Park gross acres) AC 0.21 0.90 0.29 0.31 19.15
Source: City of Newport Beach Trip Generation Rates
Z DU= Dwelling Units
AC =Acres
U:1UcJobs1006361Excell(00636-02.xlslT 12-1
12-2 q
I
TABLE 12-2
PROJECT TRIP GENERATION
PLANNING ASM FP:1
TAZ AREA ! LAND USE QUANTITY UNITS' iN OUT IN OUT DAILY
1A 10ondominiumrrownhouse 121 DU 21 59 57 44 980
16 ISingle Family Detached Residential 36 DU 7 25 25 14 396
I 1C Icondominiumrrownhouse 888 DU 151 435 417 320 7,193
1 2A ISin le Famil Detached Residential 206 DU 41 144 144 82 2,266
13C Multi Famil Dwelling 116 DU 104 49 50 23 751
13D IMulti Family Dwelling 116 DU 104 49 50 23 751
13E iMulli Family Dwelling 116 DU 104 49 50 23 751
TOTAL FOR TAZ 1 1 1 532 810 T2L_j 529 13,088
3A Single Family Detached Residential 347 DU 69 243 243 139 3,817
36 Sin le Fam,l Detached Residential 450 Du 90 315 315 180 4,950
g 4B Sin lemc
Fail DetahDU 117 411 411 235 6,457
ed Residential 587
2 13A Mull,Family Dwelling 117 DU 105 49 50 23 757
1 138 MulB Famil Dwelling117 DU 105 49 50 23 757
I 14 Single Family Detached Residential 26 DU 5 18 18 10 286
17 IState Park(gross acres) 2,807 AC 589 2,526 814 870 53,754
TOTAL FOR TAZ 2 1,080 3,611 1,901 1,480 70,778
1 3 28 Single Family Detached Residential 62 DU 12 43 43 25 682
.`. 4A ISingle Family Detached Residential 784 OU 157 549 549 314 8,624
TOTAL FOR TAZ 3 169 592 592 339 9,306
2C Sin le FamilyDetached Residential 307 DU 61 215 215 123 3,377
4 5 Sin le FamilyDetached Residential 300 DU 60 210 210 120 3.300
6 Single FamilyDetached Residential 75 DU 15 53 53 30 825
. 8 CondominiumlTownhouse 1 289 1 DU 1 49 1 142 1 136 104 2,341
TOTAL FOR TAZ 4 185 620 614 377 1 9,843
TOTAL FOR ALL ZONES � 1966 I 5 633 3 900 2 725 103 015
d '
` -7of Du`s gee
DU=Dwelling UNts
AC=Acres IiT C)V3.-1 �J0 �•
U:%UGobsl00636tExc A[00636-02.xls]T 12.2 147 t:UM�v itJG 7P.U� 'T
Il -�
( 5T
Q�
12-3 q
q
_
NEWPORT COAST TRAFFIC ANALYSIS-11 _
TRIP DISTRIBUTION PAT1lmM
12
10 10
e � g
j l lVN1Lf O
10 d 3 i 1 CnNYeN i`
� r
0 OPISTOL ST. �G //
1y / 6r
27 �S
SIM
1R
'4y
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9Q
W
. 5 S
SIY4 i2
UI SP 9t ° I1Ne ST. H\
cern �,J
a XiGMIAHO °P
Sen
\30 TAZ 1
18 'O S
0. 70
_ o
atOOt 4r4 S x 3R °a - 2
nlcxwAr 53' Sy' f0
S5
lsrx n.
� 1
SOURCE:NEWPORT COAST PHASES IV-3 E.IP-0
o TRAFFIC ANALYSIS PREPARED RY
10 aA1e a AUSTIN-FOUST ASSOCIATES,INC.
+eL f
NEWPORT SEA"CUMULATIVE TRAFFIC ANALYSIS.Npwp.n epadl,ColApmu-000M URDAN
�9
EXHIBI 12-B
NEWPORT COAST TRAFFIC ANALYSIS ZONE 2
TRIP DISTRIBUTION PATTERNS
12
$ 10
R
ryFFFF
1H e F � 1 4.11V°H 0. L11
aano 44 /
/ 10
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NEWPORT BEACH CUMULATIVE TRAFFIC ANALY515 NewP°M1Beat QlHarNa-MM:17 URBrN
sEXN1 .
NEWPORT COAST TRAFFIC ANALVSIS-M
TRIP DISTRIBUTION PWTtERN '
12
0 0
8 ` q
i ° Y rvm Dx
10 i G i rox cs
m eeinDL ST /
\G /
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0
m MAhAVE epi°.
5
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Q W X14XV11D A ,�
qC +a 11" ST. TAZ 3
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iCs +9 D0. NIGNwgY Da 58 60
Sr. 20 °
r —
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\ C is
10 $+•
ogiq�aL a
NCYNOWBEACR CUMULATIVE MFRCANALYSI$ Ne rlBeach,Ca1HoINa-00636:11 URUAN
300
EXHIBIT'12-C
NEWPORT COAST TRAFFIC ANALYSIS ZONE 4
TRIP DISTRIBUTION PATTERNS
12
10 10
c
10
gs
m e Ivor sr. \4 I
\ i
60
vn y Dkk 11A. A11.
�O 5
i
a,4 6w 5 TAZ 4
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m eNP ° ]iND ii.
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ISN 6T. 20 >$
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aL
NEWPORT BEACH CUMUL nT TRAFFIC ANALYSIS.Newport Oeadh.hlRomia-00636,12 OF(B�N
MAJOR(AND FUTURE) DEVELOPMENT INITIATIVES
2014
Major Developments:
Azulon Senior Residential Development (1500 Mesa Verde E.) - Construction has been
completed for this 224 unit senior residential rental development with on-site amenities. This
project will include perimeter and gate walls, an 11,000 square foot recreation building, a 1,300
square foot fitness/yoga building, a 1,100 square foot pool, a 120 square foot spa, a 700 square
foot pool restroom accessory building and 6 residential apartment buildings housing the 224
units. The Recreation building will incorporate common areas, a community club room with
kitchen, dining and activity areas, a theater, a game and multi-purpose areas, and a leasing office
and restrooms.
Pacifica (421 Bernard Street)—Construction has been completed for the 161,500 square-foot, four-
story, 113-unit multi-family residential development with 5,656 square feet of common areas. The
common areas will consist of a 1,900 square-foot leasing area, a 760 square-foot business center, a
1,250 square-foot club area, a 1,245 square-foot fitness area, about 300 square feet of restroom
area, and a 180 square-foot pool equipment area.
Walgreens (1726 Superior Avenue) —The former Tower Records building on Superior was
demolished in 2013 for development of a 14,310 square foot Walgreens retail store and
pharmacy. Square-footage will be divided into a 9,990 square-foot retail area on the first floor and a
4,320 square-foot basement. Construction permits for this project will be issued before the end of
this year.
Orange Coast Buick/GMC/Cadillac Dealership (2600 Harbor Boulevard) - This update of the
auto dealership facility is in compliance with General Motors' current image standards for their
automotive product brands. The project will encompass demolition of the existing auto
dealership and construction of a new 52,779 auto dealership facility on the same property with
vehicle sales and service areas. The project is currently under construction.
Superior Pointe (1695 Superior Avenue) - On July 16, 2013, the City Council screened an Urban
Master Plan project for development of 29 live/work units. The developer, IntraCorp, returned on
September 17, 2013 for screening of a second Urban Master Plan project for development of an
additional 20 live/work units at the comer of 17`h Street and Superior Avenue. These projects
have been combined into a single development with 49-unit live/work units, approved by
Planning Commission on November 12, 2013, and is currently under construction.
Westreef(1259 Victoria Street) - A 17-unit residential development clustered in four detached
main buildings was approved by Planning Commission and City Council in 2013 and is currently
under construction.
Seabright (2013-2029 Anaheim Avenue) — A 26-unit attached condominium community being
developed by Brandywine Homes and is currently under construction.
302
Future Developments:
Baker Street Apartment Project (125 East Baker Street) - This proposed development is to be
located on a 4.17-acre, triangular-shaped parcel at the southwest corner of Baker Street and
Pullman Street. The developer is proposing to replace the existing office building and surface
parking areas with a five-story, 240-unit apartment building and parking structure. The
apartment unit breakdown is proposed as follows; 26 studio and studio plus loft units, 117 one-
bedroom and one-bedroom plus loft units, 85 two-bedroom and two-bedroom plus loft units, and
12 three-bedroom plus three-bedroom plus loft units. On-site amenities will include common
open space and recreation areas, a pool, and a clubhouse. The project has been approved by
Planning Commission and City Council earlier this year.
City Common (Southwest corner of Harbor Boulevard and Hamilton Street) —A 1.53 acre site at
the southwest corner of Harbor Boulevard and Hamilton Street with primary frontage on Charle
Street is proposed for construction of a single lot detached single family condominium
development. This project will consist of 28 two- and three-bedroom, three story, detached
homes with 27 two-car garages for three-bedroom homes and single-car garages for two-
bedroom homes. Open space for the development is proposed at 58 percent of the total acreage.
The Lighthouse (1620-1644 Whittier Avenue) - The Urban Master Plan is for the development of
an 89-unit, three-story mixed-use development, and it consists of 49 residential units and 40
live/work units within the Mesa West Bluffs Urban Plan area. Scheduled for the November 10,
2014 Planning Commission hearing.
Ganahl Lumber Relocation/Expansion (1100 Bristol Street) - The Proposed Project would include
the construction of a new lumberyard and store for the Ganahl Lumber Company. The existing
Costa Mesa Ganahl Lumber store is located on an adjacent property to the south. The new store
would replace the existing store with a state-of-the-art building materials facility. The new
facility would include the 65,263 square foot main building and 34,000 square feet of shed
buildings for various lumber storage/milling activities.
Residential Mid-Rise (580 Anton Blvd.) - Demolition of 21,349 square feet of The Lakes
Pavilions Retail Center; (b) construction of a maximum 250-unit midrise residential building
consisting of seven stories above grade and one subterranean level. The five story, type I11, fully
sprinklered residential building is over a three level parking garage (one parking level below
grade). The building is proposed at a height of 87 feet. It includes 438 parking spaces with
additional ancillary retail and amenity spaces; (c) variance from parking requirements [minimum
450 required; 438 spaces proposed]; (d) variance from the open space perimeter setback
requirement for the corner of the building at Avenue of the Arts and Anton Boulevard [20 foot
setback required; 10-11 foot setback proposed].
Residential Mid-Rise (585-595 Anton Blvd.) - Demolition of two restaurant buildings (17,529
square feet) and 373 surface parking spaces; Construction of two midrise residential buildings
consisting of 393 apartment units connected with a pedestrian bridge, a maximum building height of
75 feet, six stories high above grade (66 feet average, 75 feet at the lobby) with one subterranean
level parking. A total of 731 parking spaces (699 standard, 15 tandem and 17 compact spaces) will
be provided to accommodate the residential units and the 4,104 square feet of retail at ground level
SOS
(722 spaces required). The project includes multiple on-site amenities such as three outdoor decks,
two pools and spas, and fitness rooms.
Maple Crossing(Intersection of Maple Street and Victoria Street) - The developer for the 37-unit
development (`Maple Crossing') at the intersection of Maple and Victoria have submitted
construction plans for plan check. The new, three-story detached residences are arranged around
a central open space that lines up with the intersection of Maple Street. Private street names and
addresses have been assigned for the project and the developer anticipates breaking ground on
the project early next year. The project consolidates three existing lots (2.28 acres) and replaces
27 apartments.
30.4
APPENDIX J
Future (2018) Plus Approved Plus Cumulative Growth
Intersection Level of Service Worksheets
ENC Pre-School TIA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.876
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 150 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0
Initial Fut: 2 2 3 66 0 349 331 2619 11 13 1596 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 66 0 349 33.1 2619 11 13 1596 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 349 331 2619 11 13 1596 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 349 331 2619 11 13 1596 61
OvlAdjVol: 18
------------ ---------------II---------------II---------------II---------------I
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: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.21 0.82 0.82 0.01 0.33 0.04
Ov1AdjV/S: 0.01
Crit Moves: **** **** **** ****
********************************************************************************
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.866
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 139 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0
Initial Fut: 0 1 0 42 0 15 26 2657 0 0 1668 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2657 0 0 1668 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2657 0 0 1668 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2657 0 0 1668 37
------------ -------------- ----------- -------------- --------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4696 104
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.83 0.00 0.00 0.36 0.36
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.550
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 2 9 0 3 25 0 0 15 2 0 52 2
Initial Fut: 40 985 15 60 910 35 82 94 48 19 139 245
User Adj : 1.00 1.00 1.00 1.0.0 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: 40 985 15 60 910 35 82 94 48 19 139 245
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 40 985 15 60 910 35 82 94 48 19 139 245
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: 40 985 15 60 910 35 82 94 48 19 139 245
------------ --------------II-------------II--------------II-------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.66 0.34 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 1059 541 1600 1600 1600
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.03 0.31 0.01 0.04 0.28 0.02 0.05 0.09 0.09 0.01 0.09 0.15
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 49 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4
Initial Fut: 340 583 20 139 579 180 307 302 285 107 409 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: 340 583 20 139 579 180 307 302 285 107 409 45
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 340 583 20 139 579 180 307 302 285 107 409 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: 340 583 20 139 579 180 307 302 285 107 409 45
------------ ---------------II--------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1646 1554 1600 2883 317
------------I---------------II---------------II-------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.436
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 26 55 0 0 21 2 2 0 18 0 D 0
Initial Fut: 386 441 0 0 475 103 58 0 650 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 366 441 0 0 475 103 58 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 386 441 0 0 475 103 58 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 386 441 0 0 475 103 58 0 0 0 0 0
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.14 0.00 0.00 0.30 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.515
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28. 15 157 40 S 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 675 26 36 1022 33 28 15 157 40 8 55
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 11 82 0 0 38 0 0 0 7 0 D 0
Initial Fut: 90 757 26 36 1060 33 28 15 164 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 90 757 26 36 1060 33 28 15 164 40 8 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 90 757 26 36 1060 33 28 15 164 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 90 757 26 36 1060 33 28 15 164 40 8 55
------------ ---------------II-------------II--------------II--------------I
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 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1042 558 1600 1600 1600 1600
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.06 0.24 0.02 0.02 0.33 0.02 0.02 0.03 0.10 0.03 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.688
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 73 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83
Initial Fut: 24 45 42 941 44 207 178 2151 23 19 1551 809
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 941 44 207 178 2151 23 19 1551 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 941 44 207 178 2151 23 19 15.51 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 941 44 207 178 2151 23 19 1551 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 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4800 1600
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.45 0.45 0.01 0.32 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #e Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.780
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 104 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15
Initial Fut: 363 22 45 88 11 78 106 2764 390 95 1725 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2764 390 95 1725 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2764 390 95 1725 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: 363 22 45 88 11 78 106 2764 390 95 1725 47
------------ --------------II-------------II---------------II--------------I
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: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11
Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6231 169
------------I---------------II---------------II--------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.58 0.24 0.06 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.496
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0
Initial Fut: 110 104 82 69 100 47 49 1021 93 73 855 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: 110 104 82 69 100 47 49 1021 93 73 855 49
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 110 104 82 69 100 47 49 1021 93 73 855 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: 110 104 82 69 100 47 49 1021 93 73 855 49
------------ ---------------II------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3025 175
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.887
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 164 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1
Initial Fut: 9 12 12 75 4 461 289 1994 13 39 2847 59
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 7.5 4 461 289 1994 13 39 2847 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 461 289 1994 13 39 2847 59
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 12 12 75 4 461 289 1994 13 39 2847 59
OvlAdjVol: 172
------------ ---------------II---------------II---------------II---------------I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 436 582 582 1519 81 1600 1600 3179 21 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.29 0.18 0.63 0.63 0.02 0.59 0.04
Ov1AdjV/S: 0.11
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 61 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0
Initial Fut: 2 1 0 37 2 25 66 2020 5 0 2905 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 2020 5 0 2905 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 2020 5 0 2905 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 2020 5 0 2905 42
------------ ---------------II---------------II---------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04
Final Sat. : 1067 533 0 925 50 625 1600 3192 8 0 4731 69
------------I---------------II---------------II-------------II------------ I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.63 0.63 0.00 0.61 0.61
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.721
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 67 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 77 688 22 76 1459 36 58. 65 62 41 193 251
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 2 33 0 4 17 0 0 23 2 0 44 4
Initial Fut: 81 742 23 82 1520 37 58 88 64 41 237 255
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: 61 742 23 82 1520 37 58 88 64 41 237 255
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 742 23 82 1520 37 58 88 64 41 237 255
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: 81 742 23 82 1520 37 58 88 64 41 237 255
------------ ---------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.58 0.42 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 926 674 1600 1600 1600
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.23 0.01 0.05 0.47 0.02 0.04 0.09 0.10 0.03 0.15 0.16
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.728
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 84 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10
Initial Fut: 363 489 45 124 725 457 273 348 309 198 634 71
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: 363 489 45 124 725 457 273 348 309 198 634 71
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 489 45 124 725 457 273 348 309 198 634 71
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: 363 489 45 124 725 457 273 348 309 198 634 71
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.06 0.94 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1695 1505 1600 2878 322
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.506
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 27 54 0 0 32 2 2 0 42 0 0 0
Initial Fut: 672 586 0 0 411 95 126 0 497 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 672 586 0 0 411 95 126 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 672 586 0 0 411 95 126 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 672 586 0 0 411 95 126 0 0 0 0 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.21 0.18 0.00 0.00 0.26 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.549
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 46
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 11 89 0 0 74 0 0 0 17 0 D 0
Initial Fut: 191 1207 43 73 846 18 19 31 175 27 18 46
User Adj : 1.00 1.00 1.00 1.0.0 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 1207 43 73 846 18 19 31 175 27 18 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 191 1207 43 73 846 18 19 31 175 27 18 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: 191 1207 43 73 846 18 19 31 175 27 18 46
------------I--------------II-----------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.38 0.62 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 608 992 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.38 0.03 0.05 0.26 0.01 0.01 0.03 0.11 0.02 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.886
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 180 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83
Initial Fut: 16 32 50 903 49 174 171 1892 24 50 2942 1324
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 903 49 174 171 1892 24 50 2942 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 903 49 174 171 1892 24 50 2942 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 903 49 174 171 1892 24 50 2942 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4741 59 1600 4800 1600
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.05 0.40 0.40 0.03 0.61 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.827
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 132 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30
Initial Fut: 463 31 41 131 30 134 117 2299 502 71 3389 66
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: 463 31 41 131 30 134 117 2299 502 71 3389 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2299 502 71 3389 66
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: 463 31 41 131 30 134 117 2299 502 71 3389 66
------------ --------------II-------------II--------------II--------------I
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: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6278 122
------------I---------------II---------------II--------------11--------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.48 0.31 0.04 0.54 0.54
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.595
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0
Initial Fut: 81 95 83 82 101 62 79 991 71 112 1285 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: 61 95 83 B2 101 62 79 991 71 112 1285 96
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 95 83 82 101 62 79 991 71 112 1285 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: 81 95 83 82 101 62 79 991 71 112 1285 96
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2978 222
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
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APPENDIX K
Future (2018) Plus Approved Plus Cumulative Plus Growth Plus
Project Intersection Level of Service Worksheets
ENC Pre-School TIA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.879
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 153 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0
Initial Fut: 2 2 3 66 0 349 331 2627 11 13 1603 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 66 0 349 33.1 2627 11 13 160.3 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 349 331 2627 11 13 1603 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 349 331 2627 11 13 1603 61
OvlAdjVol: 18
------------ ---------------II---------------II---------------II---------------I
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: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.21 0.82 0.82 0.01 0.33 0.04
Ov1AdjV/S: 0.01
Crit Moves: **** **** **** ****
********************************************************************************
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.869
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 141 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0
Initial Fut: 0 1 0 42 0 15 26 2665 0 0 1675 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2665 0 0 1675 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 266.5 0 0 1675 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2665 0 0 1675 37
------------ -------------- ----------- -------------- -------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.94 0.06
Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4696 104
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.83 0.00 0.00 0.36 0.36
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.555
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 42 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
------------ ---------------II---------------II---------------11---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243
Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4
PasserByVol: 2 9 0 3 25 0 0 15 2 0 52 2
Initial Fut: 40 988 15 63 915 35 82 94 48 19 139 249
User Adj : 1.00 1.00 1.00 1.0.0 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: 40 988 15 63 915 35 82 94 48 19 139 249
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 40 988 15 63 915 35 82 94 48 19 139 249
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: 40 988 15 63 915 35 82 94 48 19 139 249
------------ --------------II-------------II--------------II-------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.66 0.34 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 1059 541 1600 1600 1600
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.03 0.31 0.01 0.04 0.29 0.02 0.05 0.09 0.09 0.01 0.09 0.16
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.540
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 50 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
------------I---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------I---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41
Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1
PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4
Initial Fut: 341 584 20 141 582 180 307 305 286 107 412 46
User Adj : 1.00 1.00 1.00 1.0.0 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: 341 584 20 141 582 180 307 305 286 107 412 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 341 584 20 141 582 180 307 305 286 107 412 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: 341 584 20 141 582 180 307 305 286 107 412 46
------------ ---------------II---------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.80 0.20
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1651 1549 1600 2879 321
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
********************************************************************************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.439
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 360 386 0 0 454 101 56 0 632 0 0 0
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: 360 386 0 0 454 101 56 0 632 0 0 0
Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0
PasserByVol: 26 55 0 0 21 2 2 0 18 0 D 0
Initial Fut: 390 445 0 0 478 103 58 0 655 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 390 445 0 0 478 103 58 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 390 445 0 0 478 103 58 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 390 445 0 0 478 103 58 0 0 0 0 0
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.12 0.14 0.00 0.00 0.30 0.06 0.02 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.531
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 675 26 36 1022 33 28 15 157 40 8 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 675 26 36 1022 33 28 15 157 40 8 55
Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0
PasserByVol: 11 82 0 0 38 0 0 0 7 0 D 0
Initial Fut: 108 757 26 36 1068 33 36 15 168 40 8 55
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 108 757 26 36 1068 33 36 15 168 40 8 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 108 757 26 36 1068 33 36 15 168 40 8 55
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 108 757 26 36 1068 33 36 15 168 40 8 55
------------ ---------------II-------------II--------------II-------------I
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 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.24 0.02 0.02 0.33 0.02 0.02 0.03 0.11 0.03 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.690
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 73 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11
PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83
Initial Fut: 24 45 42 950 44 214 186 2151 23 19 1551 820
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 950 44 214 186 2151 23 19 1551 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 950 44 214 186 2151 23 19 15.51 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 950 44 214 186 2151 23 19 1551 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 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4800 1600
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.45 0.45 0.01 0.32 0.00
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #e Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.782
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 105 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0
PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15
Initial Fut: 363 22 45 88 11 78 106 2773 390 95 1736 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2773 390 95 1736 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2773 390 95 1736 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: 363 22 45 88 11 78 106 2773 390 95 1736 47
------------ --------------II-------------II---------------II--------------I
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: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11
Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6232 168
------------I---------------II---------------II--------------11---------------I
Capacity Analysis Module:
Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.58 0.24 0.06 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.498
Loss Time (sec) : 0 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49
Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0
PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0
Initial Fut: 110 104 82 69 100 47 49 1026 93 73 859 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
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 110 104 82 69 100 47 49 1026 93 73 859 49
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 110 104 82 69 100 47 49 1026 93 73 859 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: 110 104 82 69 100 47 49 1026 93 73 859 49
------------ ---------------II------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3026 174
------------I---------------II---------------II------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.889
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 167 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1
Initial Fut: 9 12 12 75 4 461 289 2001 13 39 2855 59
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 7.5 4 461 289 2001 13 39 2855 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 461 289 2001 13 39 2855 59
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 12 12 75 4 461 289 2001 13 39 2855 59
OvlAdjVol: 172
------------ ---------------II---------------II---------------II---------------I
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: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 436 582 582 1519 81 1600 1600 3179 21 1600 4800 1600
------------I--------------II--------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.29 0.18 0.63 0.63 0.02 0.59 0.04
Ov1AdjV/S: 0.11
Crit Moves: **** **** **** ****
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--------------------------------------------------------------------------------
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.698
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 62 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0
Initial Fut: 2 1 0 37 2 25 66 2027 5 0 2913 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 2027 5 0 291.3 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 2027 5 0 2913 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 2027 5 0 2913 42
------------ --------------II---------------II--------------II-------------- I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04
Final Sat. : 1067 533 0 925 50 625 1600 3192 8 0 4731 69
------------I---------------II---------------II-------------II------------ I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.64 0.64 0.00 0.62 0.62
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 Irvine Ave/19th St/Dover Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.726
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 68 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 77 688 22 76 1459 36 58 65 62 41 193 251
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251
Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5
PasserByVol: 2 33 0 4 17 0 0 23 2 0 44 4
Initial Fut: 81 745 23 85 1524 37 58 88 64 41 237 260
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: 61 745 23 85 1524 37 58 88 64 41 237 260
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 745 23 85 1524 37 58 88 64 41 237 260
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: 81 745 23 85 1524 37 58 88 64 41 237 260
------------ --------------II--------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.58 0.42 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 926 674 1600 1600 1600
------------I---------------II---------------II-------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.23 0.01 0.05 0.48 0.02 0.04 0.09 0.10 0.03 0.15 0.16
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #4 Irvine Ave/17th St/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.730
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 84 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61
Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2
PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10
Initial Fut: 365 491 45 125 728 457 273 351 310 198 637 73
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: 365 491 45 125 728 457 273 351 310 198 637 73
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 365 491 45 125 728 457 273 351 310 198 637 73
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: 365 491 45 125 728 457 273 351 310 198 637 73
------------ --------------II-------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.06 0.94 1.00 1.79 0.21
Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1699 1501 1600 2871 329
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 Dover Dr/Westcliff Dr
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.510
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 47 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
------------ ---------------II---------------II---------------II---------------I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 645 532 0 0 379 93 124 0 455 0 0 0
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: 645 532 0 0 379 93 124 0 455 0 0 0
Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0
PasserByVol: 27 54 0 0 32 2 2 0 42 0 0 0
Initial Fut: 677 591 0 0 414 95 126 0 501 0 0 0
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PRE Volume: 677 591 0 0 414 95 126 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 677 591 0 0 414 95 126 0 0 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
FinalVolume: 677 591 0 0 414 95 126 0 0 0 0 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00
Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0
------------I---------------II---------------II--------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.21 0.18 0.00 0.00 0.26 0.06 0.04 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 Dover Dr/16th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.552
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 42 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
------------ ---------------II---------------II---------------II---------------I
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 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46
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: 180 1118 43 73 772 18 19 31 158 27 18 46
Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0
PasserByVol: 11 89 0 0 74 0 0 0 17 0 D 0
Initial Fut: 207 1207 43 73 853 18 28 31 180 27 18 46
User Adj : 1.00 1.00 1.00 1.0.0 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: 207 1207 43 73 853 18 28 31 180 27 18 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 207 1207 43 73 853 18 28 31 180 27 18 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: 207 1207 43 73 853 18 28 31 180 27 18 46
------------I--------------II------------II--------------II---------------I
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 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00
Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.13 0.38 0.03 0.05 0.27 0.01 0.02 0.04 0.11 0.02 0.01 0.03
Crit Moves: **** **** **** ****
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Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.890
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 180 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9
PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83
Initial Fut: 16 32 50 914 49 182 178 1892 24 50 2942 1333
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 914 49 182 178 1892 24 50 2942 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 914 49 182 178 1892 24 50 2942 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 914 49 182 178 1892 24 50 2942 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4741 59 1600 4800 1600
------------I---------------II---------------II-------------II------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.06 0.40 0.40 0.03 0.61 0.00
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
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--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.829
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 133 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
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0
PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30
Initial Fut: 463 31 41 131 30 134 117 2310 502 71 3398 66
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: 463 31 41 131 30 134 117 2310 502 71 3398 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2310 502 71 3398 66
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: 463 31 41 131 30 134 117 2310 502 71 3398 66
------------ --------------II-------------II--------------II--------------I
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: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6278 122
------------I---------------II---------------II--------------11--------------I
Capacity Analysis Module:
Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.48 0.31 0.04 0.54 0.54
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3-42
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #9 Tustin Ave/17th St
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.596
Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx
Optimal Cycle: 46 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Prot+Permit Prot+Permit
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93
Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96
Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0
PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0
Initial Fut: 81 95 83 82 101 62 79 995 71 112 1290 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
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 61 95 83 B2 101 62 79 995 71 112 1290 96
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 95 83 82 101 62 79 99.5 71 112 1290 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: 81 95 83 82 101 62 79 995 71 112 1290 96
------------ ---------------II-------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14
Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2979 221
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43
Crit Moves: **** **** **** ****
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
S42
APPENDIX L
Existing (2015) No Project and Plus Project Intersection Level of
Service Worksheets (HCM Methodology)
ENC Pre-School TIA
s4s
Existing AM Mon Aug 17, 2015 13:23:23 Page 2-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.702
Loss Time (sec) : 0 Average Delay (sec/veh) : 9.2
Optimal Cycle: 62 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 59
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 2 3 65 0 342 289 2307 11 13 1258 59
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 65 0 342 289 2307 11 13 1258 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 65 0 342 289 2307 11 13 1258 59
------------ --------------II-------------II---------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.92 0.92 0.78 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 498 498 747 1478 0 1615 1805 3589 17 1805 5187 1615
------------I--------------- ---------------II---------------11---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.16 0.64 0.64 0.01 0.24 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.07 0.07 0.07 0.07 0.00 0.44 0.37 0.92 0.92 0.01 0.56 0.56
Volume/Cap: 0.05 0.05 0.05 0.60 0.00 0.48 0.43 0.70 0.70 0.70 0.43 0.07
Uniform Del: 43.1 43.1 43.1 44.9 0.0 19.8 23.8 1.0 1.0 49.3 12.9 10.1
IncremntDel: 0.2 0.2 0.2 8.6 0.0 0.5 0.5 0.7 0.7 77.3 0.1 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 43.2 43.2 43.2 53.5 O.0 20.3 24.2 1.7 1.7 126.6 13.0 10.2
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 43.2 43.2 43.2 53.5 0.0 20.3 24.2 1.7 1.7 126.6 13.0 10.2
LOS by Move: D D D D A C C A A F B B
HCM2kAvgQ: 0 0 0 3 0 8 7 10 10 0 8 1
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3"T_T
Existing AM Mon Aug 17, 2015 13:23:23 Page 3-1
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.688
Loss Time (sec) : 0 Average Delay (sec/veh) : 2.3
Optimal Cycle: 60 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 36
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1 0 42 0 15 26 2344 0 0 1328 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: 0 1 0 42 0 15 26 2344 0 0 1328 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2344 0 0 1328 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: 0 1 0 42 0 15 26 2344 0 0 1328 36
------------ -------------- ----------- --------------- -------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 1.00 1.00 1.00 0.77 1.00 .0.77 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08
Final Sat. : 0 1900 0 1077 0 385 1805 3610 0 0 5031 135
------------I---------------II---------------II------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.65 0.00 0.00 0.26 0.26
Crit Moves: **** **** ****
Green/Cycle: 0.00 0.06 0.00 0.06 0.00 0.06 0.05 0.94 0.00 0.00 0.90 0.90
Volume/Cap: 0.00 0.01 0.00 0.69 0.00 0.69 0.29 0.69 0.00 0.00 0.29 0.29
Uniform Del: 0.0 44.5 0.0 46.3 0.0 46.3 46.0 0.5 0.0 0.0 0.7 0.7
IncremntDel: 0.0 0.0 0.0 21.7 0.0 21.7 1.9 0.6 0.0 0.0 0.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Delay/Veh: 0.0 44.6 0.0 68..0 O.0 68.0 47.9 1.1 0.0 0.0 0.8 0.8
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 44.6 0.0 68.0 0.0 68.0 47.9 1.1 0.0 0.0 0.8 0.8
LOS by Move: A D A E A E D A A A A A
HCM2kAvgQ: 0 0 0 3 0 3 1 7 0 0 2 2
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Existing AM Mon Aug 17, 2015 13:23:23 Page 4-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.575
Loss Time (sec) : 0 Average Delay (sec/veh) : 18.3
Optimal Cycle: 54 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 24 45 42 904 44 182 148 1880 22 18 1241 705
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 904 44 182 148 1880 22 18 1241 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 904 44 182 148 1880 22 18 1241 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 904 44 182 148 1880 22 18 1241 0
------------ --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900
------------I--------------- ---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.17 0.02 0.11 0.04 0.37 0.37 0.01 0.24 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.05 0.05 0.05 0.30 0.30 0.30 0.10 0.64 0.64 0.02 0.56 0.00
Volume/Cap: 0.29 0.58 0.5.8 0.58 0.08 0.38 0.43 0.58 0.58 0.58 0.43 0.00
Uniform Del: 46.2 46.8 46.8 29.7 25.1 27.7 42.4 10.3 10.3 48.8 12.9 0.0
IncremntDel: 2.0 5.3 5.3 0.5 0.1 0.5 0.9 0.3 0.3 24.2 0.1 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 48.2 52.1 52.1 30.2 25.2 28.2 43.3 10.6 10.6 73.0 13.0 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 48.2 52.1 52.1 30.2 25.2 28.2 43.3 10.6 10.6 73.0 13.0 0.0
LOS by Move: D D D C C C D B B E B A
HCM2kAvgQ: 1 2 2 9 1 5 2 12 12 1 8 0
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3-4-C
Existing AM Mon Aug 17, 2015 13:23:23 Page 5-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.668
Loss Time (sec) : 0 Average Delay (sec/veh) : 11.2
Optimal Cycle: 69 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 362 16 45 26 8 37 33 2523 379 92 1402 31
User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2523 379 92 1402 31
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
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: 362 16 45 26 8 37 33 2523 379 92 1402 31
------------ --------------II------------II--------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.94 0.94 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.67 0.09 0.24 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09
Final Sat. : 4645 155 435 1805 296 1370 1805 5187 1615 1805 6745 151
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.02 0.49 0.23 0.05 0.21 0.21
Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.04 0.04 0.04 0.07 0.73 0.73 0.08 0.74 0.74
Volume/Cap: 0.50 0.67 0.67 0.36 0.67 0.67 0.28 0.67 0.32 0.67 0.28 0.28
Uniform Del: 38.7 39.8 39.8 46.7 47.3 47.3 44.5 7.2 4.8 45.0 4.3 4.3
IncremntDel: 0.5 2.7 2.7 3.0 22.8 22.8 1.3 0.5 0.2 11.9 0.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 39.2 42.6 42.6 49.7 70.1 70.1 45.8 7.6 5.0 56.8 4.3 4.3
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 39.2 42.6 42.6 49.7 70.1 70.1 45.8 7.6 5.0 56.8 4..3 4.3
LOS by Move: D D D D E E D A A E A A
HCM2kAvgQ: 5 7 7 1 3 3 1 15 4 4 4 4
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Existing PM Mon Aug 17, 2015 13:23:49 Page 2-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.747
Loss Time (sec) : 0 Average Delay (sec/veh) : 14.9
Optimal Cycle: 74 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 9 12 12 73 4 441 252 1583 13 38 2460 56
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 73 4 441 252 1583 13 38 2460 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
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 12 12 73 4 441 252 1583 13 38 2460 56
------------ --------------II---------------II---------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.91 0.91 0.91 0.76 0.76 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00
Final Sat. : 470 627 627 1373 75 1615 1805 3576 30 1805 5187 1615
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.05 0.05 0.27 0.14 0.44 0.44 0.02 0.47 0.03
Crit Moves: **** **** ****
Green/Cycle: 0.18 0.18 0.18 0.18 0.18 0.37 0.19 0.78 0.78 0.04 0.63 0.63
Volume/Cap: 0.11 0.11 0.11 0.30 0.30 0.75 0.7.5. 0.56 0.56 0.5.6 0.75 0.05
Uniform Del: 34.4 34.4 34.4 35.6 35.6 27.7 38.4 4.2 4.2 47.4 12.7 6.9
IncremntDel: 0.2 0.2 0.2 0.6 0.6 5.2 8.9 0.3 0.3 10.7 1.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 34.5 34.5 34.5 36.3 36.3 32.9 47.3 4.4 4.4 58.0 13.7 6.9
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 34.5 3.4.5 34.5 36.3 36.3 32.9 47.3 4.4 4.4 58.0 13.7 6.9
LOS by Move: C C C D D C D A A E B A
HCM2kAvgQ: 1 1 1 2 2 13 9 10 10 1 19 1
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.571
Loss Time (sec) : 0 Average Delay (sec/veh) : 3.0
Optimal Cycle: 43 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 1 0 37 2 25 64 1607 5 0 2515 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: 2 1 0 37 2 25 64 1607 5 0 2515 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 64 1607 5 0 2515 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: 2 1 0 37 2 25 64 1607 5 0 2515 41
------------ ---------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.86 0.86 1.00 0.8.0 0.80 .0.80 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1092 546 0 881 48 595 1805 3599 11 0 5094 83
------------I---------------II---------------II-------------11---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.45 0.45 0.00 0.49 0.49
Crit Moves: **** **** ****
Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.06 0.93 0.93 0.00 0.86 0.86
Volume/Cap: 0.02 0.02 0.00 0.57 0.57 0.57 0.57 0.48 0.48 0.00 0.57 0.57
Uniform Del: 43.0 43.0 0.0 44.8 44.8 44.8 45.6 0.5 0.5 0.0 1.8 1.8
IncremntDel: 0.1 0.1 0.0 6.9 6.9 6.9 6.9 0.1 0.1 0.0 0.2 0.2
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Delay/Veh: 43.1 43.1 0.0 51.7 51.7 51.7 52.5 0.6 0.6 0.0 2.0 2.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 43.1 43.1 0.0 51.7 51.7 .51.7 52.5 0.6 0.6 0.0 2.0 2.0
LOS by Move: D D A D D D D A A A A A
HCM2kAvgQ: 0 0 0 3 3 3 2 4 4 0 8 8
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.723
Loss Time (sec) : 0 Average Delay (sec/veh) : 17.1
Optimal Cycle: 82 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 16 32 50 840 49 136 123 1521 23 49 2579 1205
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 840 49 136 123 1521 23 49 2579 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 840 49 136 123 1521 23 49 2579 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 840 49 136 123 1521 23 49 2579 0
------------ ---------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.16 0.03 0.08 0.04 0.30 0.30 0.03 0.50 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.67 0.67 0.06 0.69 0.00
Volume/Cap: 0.21 0.46 0.72 0.72 0.12 0.38 0.72 0.44 0.44 0.44 0.72 0.00
Uniform Del: 46.3 46.8 47.3 36.1 31.1 33.1 46.9 7.5 7.5 45.2 9.7 0.0
IncremntDel: 1.4 1.9 20.3 2.3 0.1 0.7 14.2 0.1 0.1 2.8 0.7 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 47.7 48.7 67.6 38.4 31.2 33.8 61.1 7.6 7.6 48.0 10.4 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 47.7 48.7 67.6 38.4 31.2 33.8 61.1 7.6 7.6 48.0 10.4 0.0
LOS by Move: D D E D C C E A A D B A
HCM2kAvgQ: 1 2 3 10 1 4 2 8 8 1 18 0
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.640
Loss Time (sec) : 0 Average Delay (sec/veh) : 12.8
Optimal Cycle: 63 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35
Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 460 25 41 33 23 54 45 1954 485 69 3033 35
User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1954 485 69 3033 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 460 25 41 33 23 54 45 1954 485 69 3033 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: 460 25 41 33 23 54 45 1954 485 69 3033 35
------------ --------------II-------------II--------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.95 0.95 0.95 0.90 .0.90 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.71 0.11 0.18 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05
Final Sat. : 4719 201 329 1805 508 1193 1805 5187 1615 1805 6823 80
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.12 0.12 0.02 0.05 0.05 0.03 0.38 0.30 0.04 0.44 0.44
Crit Moves: **** **** **** ****
Green/Cycle: 0.19 0.19 0.19 0.07 0.07 0.07 0.04 0.67 0.67 0.07 0.70 0.70
Volume/Cap: 0.50 0.64 0.64 0.26 0.64 0.64 0.64 0.56 0.45 0.5.6 0.64 0.64
Uniform Del: 35.9 37.0 37.0 44.0 45.2 45.2 47.3 8.9 7.9 45.2 8.4 8.4
IncremntDel: 0.4 1.7 1.7 1.1 11.0 11.0 17.9 0.2 0.3 6.0 0.3 0.3
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 36.3 38.7 38.7 45.1 56.2 56.2 65.3 9.1 8.2 51.2 8.7 8.7
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 36.3 3.8.7 38.7 45.1 56.2 56.2 65.3 9.1 8.2 51.2 8.7 8.7
LOS by Move: D D D D E E E A A D A A
HCM2kAvgQ: 5 7 7 1 3 3 1 12 7 3 15 15
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.704
Loss Time (sec) : 0 Average Delay (sec/veh) : 9.2
Optimal Cycle: 63 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 59
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 2 3 65 0 342 289 2315 11 13 1265 59
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 2 3 65 0 342 289 2315 11 13 1265 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 65 0 342 289 231.5 11 13 1265 59
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 65 0 342 289 2315 11 13 1265 59
------------ --------------II-------------II---------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.92 0.92 0.78 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 498 498 747 1478 0 1615 1805 3589 17 1805 5187 1615
------------I--------------- ---------------II---------------11---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.16 0.65 0.65 0.01 0.24 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.07 0.07 0.07 0.07 0.00 0.44 0.37 0.92 0.92 0.01 0.56 0.56
Volume/Cap: 0.05 0.05 0.05 0.60 0.00 0.48 0.44 0.70 0.70 0.70 0.44 0.07
Uniform Del: 43.1 43.1 43.1 44.9 0.0 19.9 23.9 1.0 1.0 49.3 12.8 10.1
IncremntDel: 0.2 0.2 0.2 8.8 0.0 0.5 0.5 0.7 0.7 78.3 0.1 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 43.3 43.3 43.3 53.7 O.0 20.4 24.3 1.7 1.7 127.6 12.9 10.1
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 43.3 43.3 43.3 53.7 0.0 20.4 24.3 1.7 1.7 127.6 12.9 10.1
LOS by Move: D D D D A C C A A F B B
HCM2kAvgQ: 0 0 0 3 0 8 7 10 10 0 8 1
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.691
Loss Time (sec) : 0 Average Delay (sec/veh) : 2.3
Optimal Cycle: 60 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 36
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1 0 42 0 15 26 2352 0 0 1335 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: 0 1 0 42 0 15 26 2352 0 0 1335 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2352 0 0 1335 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: 0 1 0 42 0 15 26 2352 0 0 1335 36
------------ -------------- ----------- -------------- --------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 1.00 1.00 1.00 0.77 1.00 .0.77 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08
Final Sat. : 0 1900 0 1077 0 385 1805 3610 0 0 5032 135
------------I---------------II---------------II------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.65 0.00 0.00 0.27 0.27
Crit Moves: **** **** ****
Green/Cycle: 0.00 0.06 0.00 0.06 0.00 0.06 0.05 0.94 0.00 0.00 0.90 0.90
Volume/Cap: 0.00 0.01 0.00 0.69 0.00 0.69 0.30 0.69 0.00 0.00 0.30 0.30
Uniform Del: 0.0 44.5 0.0 46.3 0.0 46.3 46.0 0.5 0.0 0.0 0.7 0.7
IncremntDel: 0.0 0.0 0.0 22.0 0.0 22.0 1.9 0.6 0.0 0.0 0.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Delay/Veh: 0.0 44.6 0.0 68.4 0.0 68.4 47.9 1.1 0.0 0.0 0.8 0.8
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 44.6 0.0 66.4 0.0 68.4 47.9 1.1 0.0 0.0 0.8 0.8
LOS by Move: A D A E A E D A A A A A
HCM2kAvgQ: 0 0 0 3 0 3 1 7 0 0 2 2
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.577
Loss Time (sec) : 0 Average Delay (sec/veh) : 18.5
Optimal Cycle: 54 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II--------------- --------------- I---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705
Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 24 45 42 913 44 189 156 1880 22 18 1241 716
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 913 44 189 156 1880 22 18 1241 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 913 44 189 156 1880 22 18 1241 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 913 44 189 156 1880 22 18 1241 0
------------ --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900
------------I--------------- ---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.17 0.02 0.12 0.04 0.37 0.37 0.01 0.24 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.05 0.05 0.05 0.30 0.30 0.30 0.10 0.64 0.64 0.02 0.55 0.00
Volume/Cap: 0.30 0.58 0.5.8 0.58 0.08 0.39 0.43 0.58 0.58 0.58 0.43 0.00
Uniform Del: 46.2 46.8 46.8 29.5 25.0 27.6 42.1 10.4 10.4 48.8 13.3 0.0
IncremntDel: 2.0 5.4 5.4 0.5 0.1 0.5 0.8 0.3 0.3 24.5 0.1 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 48.2 52.2 52.2 30.1 25.0 28.2 43.0 10.7 10.7 73.3 13.4 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 48.2 52.2 52.2 30.1 25.0 28.2 43.0 10.7 10.7 73.3 13.4 0.0
LOS by Move: D D D C C C D B B E B A
HCM2kAvgQ: 1 2 2 9 1 5 2 12 12 1 8 0
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
�.J-T
Existing Plus Project. AM Mon Aug 17, 2015 13:24:14 Page 5-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.669
Loss Time (sec) : 0 Average Delay (sec/veh) : 11.2
Optimal Cycle: 69 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31
Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 362 16 45 26 8 37 33 2532 379 92 1413 31
User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2532 379 92 141.3 31
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 362 16 45 26 8 37 33 2532 379 92 1413 31
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: 362 16 45 26 8 37 33 2532 379 92 1413 31
------------ --------------II------------II--------------II---------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.94 0.94 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.67 0.09 0.24 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09
Final Sat. : 4645 155 435 1805 296 1370 1805 5187 1615 1805 6746 149
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.02 0.49 0.23 0.05 0.21 0.21
Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.04 0.04 0.04 0.07 0.73 0.73 0.08 0.74 0.74
Volume/Cap: 0.50 0.67 0.67 0.36 0.67 0.67 0.28 0.67 0.32 0.67 0.28 0.28
Uniform Del: 38.8 39.9 39.9 46.7 47.3 47.3 44.5 7.2 4.8 45.0 4.3 4.3
IncremntDel: 0.5 2.8 2.8 3.0 23.1 23.1 1.3 0.5 0.2 12.1 0.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 39.3 42.7 42.7 49.7 70.4 70.4 45.8 7.6 5.0 57.0 4.3 4.3
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 39.3 42.7 42.7 49.7 70.4 70.4 45.8 7.6 5.0 57.0 4..3 4.3
LOS by Move: D D D D E E D A A E A A
HCM2kAvgQ: 5 7 7 1 3 3 1 15 4 4 4 4
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
36�
Existing Plus Project PM Mon Aug 17, 2015 13:24:32 Page 2-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.749
Loss Time (sec) : 0 Average Delay (sec/veh) : 14.9
Optimal Cycle: 74 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 9 12 12 73 4 441 252 1590 13 38 2468 56
User Adj : 1.00 1.00 1.00 1.0.0 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 12 12 73 4 441 252 1590 13 38 2468 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 73 4 441 252 1590 13 38 2468 56
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 12 12 73 4 441 252 1590 13 38 2468 56
------------ --------------II---------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.91 0.91 0.91 0.76 0.76 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00
Final Sat. : 470 627 627 1373 75 1615 1805 3577 30 1805 5187 1615
------------I---------------II---------------II------------II-------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.05 0.05 0.27 0.14 0.44 0.44 0.02 0.48 0.03
Crit Moves: **** **** ****
Green/Cycle: 0.18 0.18 0.18 0.18 0.18 0.36 0.19 0.78 0.78 0.04 0.64 0.64
Volume/Cap: 0.11 0.11 0.11 0.30 0.30 0.75 0.75. 0.57 0.57 0.5.7 0.75 0.05
Uniform Del: 34.4 34.4 34.4 35.7 35.7 27.8 38.5 4.2 4.2 47.4 12.7 6.9
IncremntDel: 0.2 0.2 0.2 0.7 0.7 5.3 9.0 0.3 0.3 10.9 1.0 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 34.6 34.6 34.6 36.3 36.3 33.1 47.5 4.4 4.4 58.3 13.7 6.9
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 34.6 3.4.6 34.6 36.3 36.3 33.1 47.5 4.4 4.4 58.3 13.7 6.9
LOS by Move: C C C D D C D A A E B A
HCM2kAvgQ: 1 1 1 2 2 13 9 10 10 1 19 1
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
35(0
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.573
Loss Time (sec) : 0 Average Delay (sec/veh) : 3.0
Optimal Cycle: 44 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 1 0 37 2 25 64 1614 5 0 2523 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: 2 1 0 37 2 25 64 1614 5 0 2523 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 64 1614 5 0 2523 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: 2 1 0 37 2 25 64 1614 5 0 2523 41
------------ --------------II---------------II---------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.86 0.86 1.00 0.8.0 0.80 .0.80 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05
Final Sat. : 1091 545 0 88.0 48 595 1805 3599 11 0 5094 82
------------I---------------II---------------II---------------II--------------- I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.45 0.45 0.00 0.50 0.50
Crit Moves: **** **** ****
Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.06 0.93 0.93 0.00 0.86 0.86
Volume/Cap: 0.02 0.02 0.00 0.57 0.57 0.57 0.57 0.48 0.48 0.00 0.57 0.57
Uniform Del: 43.0 43.0 0.0 44.8 44.8 44.8 45.6 0.5 0.5 0.0 1.8 1.8
IncremntDel: 0.1 0.1 0.0 7.0 7.0 7.0 7.0 0.1 0.1 0.0 0.2 0.2
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Delay/Veh: 43.1 43.1 0.0 51.8 51.8 51.9 52.6 0.6 0.6 0.0 2.0 2.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 43.1 43.1 0.0 51.8 51.8 51.8 52.6 0.6 0.6 0.0 2.0 2.0
LOS by Move: D D A D D D D A A A A A
HCM2kAvgQ: 0 0 0 3 3 3 2 4 4 0 8 8
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Existing Plus Project. PM Mon Aug 17, 2015 13:24:32 Page 4-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.727
Loss Time (sec) : 0 Average Delay (sec/veh) : 17.4
Optimal Cycle: 83 Level Of Service: B
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 16 32 50 851 49 144 130 1521 23 49 2579 1214
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 851 49 144 130 1521 23 49 2579 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 851 49 144 130 1521 23 49 2579 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 851 49 144 130 1521 23 49 2579 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.16 0.03 0.09 0.04 0.30 0.30 0.03 0.50 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.67 0.67 0.06 0.68 0.00
Volume/Cap: 0.21 0.47 0.73 0.73 0.12 0.40 0.7.3 0.44 0.44 0.44 0.73 0.00
Uniform Del: 46.3 46.8 47.3 36.0 31.0 33.1 46.8 7.6 7.6 45.2 9.9 0.0
IncremntDel: 1.4 1.9 20.9 2.3 0.1 0.7 13.9 0.1 0.1 2.8 0.8 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 47.7 48.7 68.3 38.3 31.1 33.9 60.7 7.7 7.7 48.0 10.7 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 47.7 48.7 68.3 38.3 31.1 33.9 60.7 7.7 7.7 48.0 10.7 0.0
LOS by Move: D D E D C C E A A D B A
HCM2kAvgQ: 1 2 3 10 1 4 2 8 8 1 18 0
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3�8
Existing Plus Project. PM Mon Aug 17, 2015 13:24:32 Page 5-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #8 Bayside Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.641
Loss Time (sec) : 0 Average Delay (sec/veh) : 12.8
Optimal Cycle: 63 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35
Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35
Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 460 25 41 33 23 54 45 1965 485 69 3042 35
User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1965 485 69 3042 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 460 25 41 33 23 54 45 1965. 485 69 3042 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: 460 25 41 33 23 54 45 1965 485 69 3042 35
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.95 0.95 0.95 0.90 .0.90 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.71 0.11 0.18 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05
Final Sat. : 4719 201 329 1805 508 1193 1805 5187 1615 1805 6823 79
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.12 0.12 0.02 0.05 0.05 0.03 0.38 0.30 0.04 0.45 0.45
Crit Moves: **** **** **** ****
Green/Cycle: 0.19 0.19 0.19 0.07 0.07 0.07 0.04 0.67 0.67 0.07 0.70 0.70
Volume/Cap: 0.50 0.64 0.64 0.26 0.64 0.64 0.64 0.57 0.45 0.5.7 0.64 0.64
Uniform Del: 36.0 37.1 37.1 44.0 45.2 45.2 47.3 8.9 7.9 45.2 8.4 8.4
IncremntDel: 0.4 1.7 1.7 1.1 11.1 11.1 18.1 0.2 0.3 6.2 0.3 0.3
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 36.3 38.8 38.8 45.1 56.4 56.4 65.5 9.1 8.2 51.4 8.7 8.7
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 36.3 3.8.8 38.8 45.1 56.4 56.4 65.5 9.1 8.2 51.4 8.7 8.7
LOS by Move: D D D D E E E A A D A A
HCM2kAvgQ: 5 7 7 1 3 3 1 12 7 3 15 15
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
359
APPENDIX M
Future (2018) Plus Approved Plus Cumulative Plus Growth No
Project and Plus Project Intersection Level of Service Worksheets
(HCM Methodology)
ENC Pre-School TIA
Soo
Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 2-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.836
Loss Time (sec) : 6 Average Delay (sec/veh) : 12.9
Optimal Cycle: 67 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0
Initial Fut: 2 2 3 66 0 349 331 2619 11 13 1596 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 2 2 3 66 0 349 33.1 2619 11 13 1596 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 349 331 2619 11 13 1596 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 349 331 2619 11 13 1596 61
------------ --------------II-------------II--------------II-------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.82 0.82 0.82 0.71 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 445 445 667 1347 0 1615 1805 3591 16 1805 5187 1615
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.05 0.00 0.22 0.1.8 0.73 0.73 0.01 0.31 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.06 0.06 0.06 0.06 0.00 0.39 0.33 0.87 0.87 0.01 0.55 0.55
Volume/Cap: 0.08 0.08 0.08 0.84 0.00 0.56 0.56 0.84 0.84 0.84 0.56 0.07
Uniform Del: 44.5 44.5 44.5 46.6 0.0 23.9 27.6 3.0 3.0 49.5 14.5 10.4
IncremntDel: 0.4 0.4 0.4 50.8 0.0 1.1 1.2 2.1 2.1 143.5 0.2 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 44.9 44.9 44.9 97.4 O.0 25.0 28.7 5.1 5.1 193.0 14.7 10.4
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 44.9 44.9 44.9 97.4 0.0 25.0 28.7 5.1 5.1 193.0 14.7 10.4
LOS by Move: D D D F A C C A A F B B
HCM2kAvgQ: 0 0 0 4 0 9 9 23 23 1 11 1
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Sol
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.826
Loss Time (sec) : 6 Average Delay (sec/veh) : 4.7
Optimal Cycle: 64 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0
Initial Fut: 0 1 0 42 0 15 26 2657 0 0 1668 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2657 0 0 1668 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 2657 0 0 1668 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2657 0 0 1668 37
------------ -------------- ----------- -------------- --------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 1.00 1.00 1.00 0.74 1.00 .0.74 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07
Final Sat. : 0 1900 0 1042 0 372 1805 3610 0 0 5059 112
------------I---------------II---------------II------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.74 0.00 0.00 0.33 0.33
Crit Moves: **** **** ****
Green/Cycle: 0.00 0.05 0.00 0.05 0.00 0.05 0.04 0.89 0.00 0.00 0.85 0.85
Volume/Cap: 0.00 0.01 0.00 0.83 0.00 0.83 0.39 0.83 0.00 0.00 0.39 0.39
Uniform Del: 0.0 45.3 0.0 47.1 0.0 47.1 47.0 2.2 0.0 0.0 1.6 1.6
IncremntDel: 0.0 0.0 0.0 53.2 0.0 53.2 3.7 1.9 0.0 0.0 0.1 0.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Delay/Veh: 0.0 45.3 0.0 100.3 O.0 1.00.3 50.7 4.1 0.0 0.0 1.6 1.6
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 45.3 0.0 100.3 0.0 100.3 50.7 4.1 0.0 0.0 1.6 1.6
LOS by Move: A D A F A F D A A A A A
HCM2kAvgQ: 0 0 0 4 0 4 1 18 0 0 4 4
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
362
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.690
Loss Time (sec) : 8 Average Delay (sec/veh) : 21.5
Optimal Cycle: 47 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83
Initial Fut: 24 45 42 941 44 207 178 2151 23 19 1551 809
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 941 44 207 178 2151 23 19 1551 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 941 44 207 178 2151 23 19 15.51 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 941 44 207 178 2151 23 19 1551 0
------------ --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5128 54 1805 5187 1900
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.18 0.02 0.13 0.05 0.42 0.42 0.01 0.30 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.04 0.04 0.04 0.26 0.26 0.26 0.09 0.61 0.61 0.01 0.53 0.00
Volume/Cap: 0.35 0.69 0.69 0.69 0.09 0.49 0.56 0.69 0.69 0.69 0.56 0.00
Uniform Del: 46.9 47.5 47.5 33.4 28.1 31.4 43.6 13.2 13.2 49.0 15.6 0.0
IncremntDel: 3.2 15.1 15.1 1.5 0.1 0.9 2.3 0.7 0.7 55.9 0.3 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 50.1 62.6 62.6 34.9 28.1 32.4 45.9 13.9 13.9 104.9 15.9 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 50.1 62.6 62.6 34.9 28.1 32.4 45.9 13.9 13.9 104.9 15.9 0.0
LOS by Move: D E E C C C D B B F B A
HCM2kAvgQ: 1 3 3 10 1 6 3 16 16 1 11 0
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3�a3
Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 5-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x****
Intersection #8 Bayside Dr/Coast Hwy
x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.811
Loss Time (sec) : 8 Average Delay (sec/veh) : 18.5
Optimal Cycle: 68 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15
Initial Fut: 363 22 45 88 11 78 106 2764 390 95 1725 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2764 390 95 1725 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2764 390 95 1725 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: 363 22 45 88 11 78 106 2764 390 95 1725 47
------------ ---------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.94 0.94 0.95 0.87 .0.87 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.66 0.11 0.23 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11
Final Sat. : 4615 206 421 1805 204 1447 1805 5187 1615 1805 6706 182
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.08 0.11 0.11 0.05 0.05 0.05 0.06 0.53 0.24 0.05 0.26 0.26
Crit Moves: **** **** **** ****
Green/Cycle: 0.13 0.13 0.13 0.07 0.07 0.07 0.13 0.66 0.66 0.06 0.59 0.59
Volume/Cap: 0.60 0.81 0.81 0.73 0.81 0.81 0.44 0.81 0.37 0.81 0.44 0.44
Uniform Del: 40.9 42.2 42.2 45.8 46.1 46.1 39.8 12.6 7.8 46.2 11.4 11.4
IncremntDel: 1.4 9.2 9.2 20.7 34.8 34.8 1.3 1.6 0.2 33.2 0.1 0.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 42.3 51.4 51.4 66.5 80.9 80.9 41.1 14.1 8.0 79.3 11.5 11.5
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 42.3 51.4 51.4 66.5 80.9 80.9 41.1 14.1 8.0 79.3 11.5 11.5
LOS by Move: D D D E F F D B A E B B
HCM2kAvgQ: 5 8 8 4 5 5 3 23 5 5 8 8
**x*x***x***x*******x*******x*W*****x*******x*W*x***x*W*****x*W***x**+*********x
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3C-4-
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.888
Loss Time (sec) : 6 Average Delay (sec/veh) : 20.5
Optimal Cycle: 87 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1
Initial Fut: 9 12 12 75 4 461 289 1994 13 39 2847 59
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 9 12 12 7.5 4 461 289 1994 13 39 2847 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 461 289 1994 13 39 2847 59
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 12 12 75 4 461 289 1994 13 39 2847 59
------------ --------------II---------------II---------------II-------------- I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.90 0.90 0.90 0.75 0.75 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 468 624 624 1344 72 1615 1805 3582 24 1805 5187 1615
------------I---------------II---------------II-----------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.06 0.06 0.29 0.16 0.56 0.56 0.02 0.55 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.14 0.14 0.14 0.14 0.14 0.32 0.18 0.77 0.77 0.03 0.62 0.62
Volume/Cap: 0.14 0.14 0.14 0.39 0.39 0.89 0.89 0.72 0.72 0.72 0.89 0.06
Uniform Del: 37.6 37.6 37.6 39.0 39.0 32.2 40.0 6.0 6.0 48.1 16.1 7.6
IncremntDel: 0.3 0.3 0.3 1.3 1.3 16.8 24.2 1.0 1.0 38.4 3.4 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 37.8 37.8 37.8 40.3 40.3 49.0 64.2 7.0 7.0 86.5 19.5 7.6
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 37.8 3.7.8 37.8 40.3 40.3 49.0 64.2 7.0 7.0 86.5 19.5 7.6
LOS by Move: D D D D D D E A A F B A
HCM2kAvgQ: 1 1 1 3 3 17 12 18 18 1 28 1
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
36�
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection *2 Tustin Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.691
Loss Time (sec) : 6 Average Delay (sec/veh) : 4.9
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0
Initial Fut: 2 1 0 37 2 25 66 2020 5 0 2905 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 2020 5 0 2905 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 2020 5 0 2905 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 2020 5 0 2905 42
------------ ---------------II---------------II---------------II--------------- I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.86 0.86 1.00 0.77 0.77 .0.77 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04
Final Sat. : 1087 543 0 844 46 570 1805 3601 9 0 5102 74
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.56 0.56 0.00 0.57 0.57
Crit Moves: **** **** ****
Green/Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.88 0.88 0.00 0.82 0.82
Volume/Cap: 0.03 0.03 0.00 0.69 0.69 0.69 0.69 0.64 0.64 0.00 0.69 0.69
Uniform Del: 43.9 43.9 0.0 45.9 45.9 45.9 46.6 1.7 1.7 0.0 3.6 3.6
IncremntDel: 0.1 0.1 0.0 20.0 20.0 20.0 19.5 0.4 0.4 0.0 0.5 0.5
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Delay/Veh: 44.1 44.1 0.0 65.9 65.9 65.9 66.1 2.2 2.2 0.0 4.1 4.1
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 44.1 44.1 0.0 65.9 65.9 65.9 66.1 2.2 2.2 0.0 4.1 4.1
LOS by Move: D D A E E E E A A A A A
HCM2kAvgQ: 0 0 0 3 3 3 2 9 9 0 13 13
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Soo
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Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.890
Loss Time (sec) : 8 Average Delay (sec/veh) : 24.1
Optimal Cycle: 95 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83
Initial Fut: 16 32 50 903 49 174 171 1892 24 50 2942 1324
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 903 49 174 171 1892 24 50 2942 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 903 49 174 171 1892 24 50 2942 Q
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 903 49 174 171 1892 24 50 2942 0
------------ ---------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5113 64 1805 5187 1900
------------I--------------- ---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.17 0.03 0.11 0.05 0.37 0.37 0.03 0.57 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.03 0.03 0.03 0.19 0.19 0.19 0.05 0.64 0.64 0.05 0.64 0.00
Volume/Cap: 0.26 0.57 0.89 0.89 0.13 0.56 0.89 0.57 0.57 0.5.7 0.89 0.00
Uniform Del: 47.1 47.6 48.1 39.3 33.4 36.5 47.0 10.1 10.1 46.6 15.2 0.0
IncremntDel: 2.2 5.3 59.1 9.8 0.2 2.2 36.1 0.2 0.2 9.0 3.4 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 49.3 52.9 107.2 49.1 33.6 38.7 83.0 10.3 10.3 55.5 18.5 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 49.3 52.9 107.2 49.1 33.6 38.7 83.0 10.3 10.3 55.5 18.5 0.0
LOS by Move: D D F D C D F B B E B A
HCM2kAvgQ: 1 2 4 13 1 6 3 12 12 1 27 Q
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3�0�
Future+Approved+Cumulative Mon Aug 17, 2015 13:25:31 Page 5-1
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x*x**
Intersection #8 Bayside Dr/Coast Hwy
x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W*****************
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.862
Loss Time (sec) : 8 Average Delay (sec/veh) : 22.8
Optimal Cycle: 83 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30
Initial Fut: 463 31 41 131 30 134 117 2299 502 71 3389 66
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: 463 31 41 131 30 134 117 2299 502 71 3389 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2299 502 71 3389 66
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: 463 31 41 131 30 134 117 2299 502 71 3389 66
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.95 0.95 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.69 0.13 0.18 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4695 241 319 1805 305 1361 1805 5187 1615 1805 6763 132
------------I---------------II---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.13 0.13 0.07 0.10 0.10 0.07 0.44 0.31 0.04 0.50 0.50
Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.11 0.11 0.11 0.08 0.60 0.60 0.05 0.58 0.58
Volume/Cap: 0.66 0.86 0.86 0.64 0.86 0.86 0.86 0.73 0.51 0.73 0.86 0.86
Uniform Del: 40.2 41.5 41.5 42.3 43.5 43.5 45.7 14.1 11.4 46.6 17.6 17.6
IncremntDel: 2.1 11.8 11.8 6.4 30.8 30.8 39.3 0.9 0.5 25.1 2.1 2.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 42.2 53.4 53.4 48.7 74.3 74.3 85.1 15.1 11.9 71.7 19.7 19.7
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 42.2 53.4 53.4 46.7 74.3 74.3 85.1 15.1 11.9 71.7 19.7 19.7
LOS by Move: D D D D E E F B B E B B
HCM2kAvgQ: 6 10 10 5 8 8 4 18 9 4 27 27
**x*x***x***x*******x***************x*******x*W*****x*W*****x*W*******W*********
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
368
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.838
Loss Time (sec) : 6 Average Delay (sec/veh) : 12.9
Optimal Cycle: 68 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
--------- -------------II--------------II--------------II---------------I
Volume Module:
Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0
Initial Fut: 2 2 3 66 0 349 331 2627 11 13 1603 61
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 2 2 3 66 0 349 33.1 2627 11 13 160.3 61
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 2 3 66 0 349 331 2627 11 13 1603 61
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 2 3 66 0 349 331 2627 11 13 1603 61
------------ --------------II-------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.82 0.82 0.82 0.71 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 443 443 665 1347 0 1615 1805 3591 15 1805 5187 1615
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.05 0.00 0.22 0.1.8 0.73 0.73 0.01 0.31 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.06 0.06 0.06 0.06 0.00 0.39 0.33 0.87 0.87 0.01 0.55 0.55
Volume/Cap: 0.08 0.08 0.08 0.84 0.00 0.56 0.56 0.84 0.84 0.84 0.56 0.07
Uniform Del: 44.5 44.5 44.5 46.6 0.0 24.0 27.6 3.0 3.0 49.5 14.4 10.4
IncremntDel: 0.4 0.4 0.4 51.5 0.0 1.1 1.2 2.1 2.1 144.8 0.2 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 44.9 44.9 44.9 98.1 0.0 25.1 28.8 5.2 5.2 194.3 14.7 10.4
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 44.9 44.9 44.9 96.1 0.0 25.1 28.8 5.2 5.2 194.3 14.7 10.4
LOS by Move: D D D F A C C A A F B B
HCM2kAvgQ: 0 0 0 4 0 9 9 23 23 1 11 1
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
3 69
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--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x***************x*********x*x*****x*x*****xxx****xxxxx*x*xx**x*x*x*x*x*x*x***x
Intersection *2 Tustin Ave/Coast Hwy
**x*******x*******x*******x*x*W***x*x*W***x*x*Wx*xxxx+Wh*xxxx*Wx*xxx***x*x*x***h
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.828
Loss Time (sec) : 6 Average Delay (sec/veh) : 4.7
Optimal Cycle: 65 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37
Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0
PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0
Initial Fut: 0 1 0 42 0 15 26 2665 0 0 1675 37
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1 0 42 0 15 26 2665 0 0 1675 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 0 42 0 15 26 266.5 0 0 1675 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 0 1 0 42 0 15 26 2665 0 0 1675 37
------------ -------------- ----------- -------------- -------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 1.00 1.00 1.00 0.74 1.00 .0.74 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.94 0.06
Final Sat. : 0 1900 0 1042 0 372 1805 3610 0 0 5059 112
------------I---------------II---------------II------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.74 0.00 0.00 0.33 0.33
Crit Moves: **** **** ****
Green/Cycle: 0.00 0.05 0.00 0.05 0.00 0.05 0.04 0.89 0.00 0.00 0.85 0.85
Volume/Cap: 0.00 0.01 0.00 0.83 0.00 0.83 0.39 0.83 0.00 0.00 0.39 0.39
Uniform Del: 0.0 45.3 0.0 47.2 0.0 47.2 47.1 2.3 0.0 0.0 1.6 1.6
IncremntDel: 0.0 0.0 0.0 53.9 0.0 53.9 3.7 1.9 0.0 0.0 0.1 0.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Delay/Veh: 0.0 45.3 0.0 101.1 O.0 1.01.1 50.8 4.2 0.0 0.0 1.6 1.6
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 45.3 0.0 101.1 0.0 101.1 50.8 4.2 0.0 0.0 1.6 1.6
LOS by Move: A D A F A F D A A A A A
HCM2kAvgQ: 0 0 0 4 0 4 1 18 0 0 4 4
*xW***************x*******x*x*W***x*x*****x*x*Wx*xxxx*Wx*xxxx*Wx*xxx***x*xxx***x
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55. Page 4-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.692
Loss Time (sec) : 8 Average Delay (sec/veh) : 21.7
Optimal Cycle: 47 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726
Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11
PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83
Initial Fut: 24 45 42 950 44 214 186 2151 23 19 1551 820
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 24 45 42 950 44 214 186 2151 23 19 1551 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 24 45 42 950 44 214 186 2151 23 19 15.51 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 24 45 42 950 44 214 186 2151 23 19 1551 0
------------ --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00
Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5128 54 1805 5187 1900
------------I---------------II---------------II-------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.18 0.02 0.13 0.05 0.42 0.42 0.01 0.30 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.04 0.04 0.04 0.26 0.26 0.26 0.09 0.61 0.61 0.01 0.53 0.00
Volume/Cap: 0.35 0.69 0.69 0.69 0.09 0.51 0.57 0.69 0.69 0.69 0.57 0.00
Uniform Del: 46.9 47.6 47.6 33.3 27.9 31.4 43.4 13.4 13.4 49.0 15.9 0.0
IncremntDel: 3.2 15.3 15.3 1.5 0.1 1.0 2.3 0.7 0.7 56.5 0.3 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 50.1 62.8 62.8 34.8 28.0 32.5 45.7 14.0 14.0 105.6 16.2 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 50.1 62.8 62.8 34.8 28.0 32.5 45.7 14.0 14.0 105.6 16.2 0.0
LOS by Move: D E E C C C D B B F B A
HCM2kAvgQ: 1 3 3 10 1 6 3 16 16 1 11 0
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3�1
Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55 Page 5-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x*x**
Intersection #8 Bayside Dr/Coast Hwy
x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.813
Loss Time (sec) : 8 Average Delay (sec/veh) : 18.5
Optimal Cycle: 68 Level Of Service: 3
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ --------------- --------------- --------------- I---------------I
Volume Module:
Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32
Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0
PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15
Initial Fut: 363 22 45 88 11 78 106 2773 390 95 1736 47
User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2773 390 95 1736 47
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 363 22 45 88 11 78 106 2773 390 95 1736 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: 363 22 45 88 11 78 106 2773 390 95 1736 47
------------ ---------------II---------------II---------------II---------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.94 0.94 0.95 0.87 .0.87 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.66 0.11 0.23 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11
Final Sat. : 4615 206 421 1805 204 1447 1805 5187 1615 1805 6707 181
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.08 0.11 0.11 0.05 0.05 0.05 0.06 0.53 0.24 0.05 0.26 0.26
Crit Moves: **** **** **** ****
Green/Cycle: 0.13 0.13 0.13 0.07 0.07 0.07 0.13 0.66 0.66 0.06 0.59 0.59
Volume/Cap: 0.60 0.81 0.81 0.74 0.81 0.81 0.44 0.81 0.37 0.81 0.44 0.44
Uniform Del: 40.9 42.2 42.2 45.8 46.1 46.1 39.9 12.6 7.7 46.2 11.4 11.4
IncremntDel: 1.4 9.3 9.3 20.9 35.2 35.2 1.3 1.6 0.2 33.6 0.1 0.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 42.3 51.5 51.5 66.7 81.3 81.3 41.2 14.2 7.9 79.7 11.5 11.5
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 42.3 51.5 51.5 66.7 81.3 81.3 41.2 14.2 7.9 79.7 11.5 11.5
LOS by Move: D D D E F F D B A E B B
HCM2kAvgQ: 5 8 8 4 5 5 3 23 5 5 8 8
**x*x***x***x*******x*******x*******x*******x*W*x***x*W*****x*W***x**+*********x
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 2-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #1 Riverside Ave/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.889
Loss Time (sec) : 6 Average Delay (sec/veh) : 20.6
Optimal Cycle: 88 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Ovl 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 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1
Initial Fut: 9 12 12 75 4 461 289 2001 13 39 2855 59
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PRE Volume: 9 12 12 7.5 4 461 289 2001 13 39 2855 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 12 12 75 4 461 289 2001 13 39 2855 59
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 12 12 75 4 461 289 2001 13 39 2855 59
------------ --------------II---------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.90 0.90 0.90 0.75 0.75 .0.85 0.95 0.95 0.95 0.95 0.91 0.85
Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00
Final Sat. : 468 624 624 1344 72 1615 1805 3582 24 1805 5187 1615
------------I---------------II---------------II-----------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.06 0.06 0.29 0.16 0.56 0.56 0.02 0.55 0.04
Crit Moves: **** **** ****
Green/Cycle: 0.14 0.14 0.14 0.14 0.14 0.32 0.18 0.77 0.77 0.03 0.62 0.62
Volume/Cap: 0.14 0.14 0.14 0.40 0.40 0.89 0.89 0.73 0.73 0.73 0.89 0.06
Uniform Del: 37.6 37.6 37.6 39.1 39.1 32.3 40.0 6.0 6.0 48.1 16.1 7.5
IncremntDel: 0.3 0.3 0.3 1.3 1.3 17.1 24.5 1.0 1.0 38.9 3.5 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 37.9 37.9 37.9 40.3 40.3 49.3 64.6 7.0 7.0 87.0 19.6 7.6
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 37.9 3.7.9 37.9 40.3 40.3 49.3 64.6 7.0 7.0 87.0 19.6 7.6
LOS by Move: D D D D D D E A A F B A
HCM2kAvgQ: 1 1 1 3 3 17 12 18 18 1 28 1
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA
3�3
Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 3-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x***************x*********x*x*****x*x*****xxx****xxxxx*x*xx**x*x*x*x*x*x*x***x
Intersection *2 Tustin Ave/Coast Hwy
**x*******x*******x*******x*x*W***x*x*W***x*x*Wx*xxxx+Wh*xxxx*Wx*xxx***x*x*x*+Mh
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.693
Loss Time (sec) : 6 Average Delay (sec/veh) : 5.0
Optimal Cycle: 41 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
------------ ---------------II---------------II---------------II---------------I
Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42
Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0
PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0
Initial Fut: 2 1 0 37 2 25 66 2027 5 0 2913 42
User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 2 1 0 37 2 25 66 2027 5 0 291.3 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 0 37 2 25 66 2027 5 0 2913 42
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00
FinalVolume: 2 1 0 37 2 25 66 2027 5 0 2913 42
------------ --------------II---------------II--------------II-------------- I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.86 0.86 1.00 0.77 0.77 .0.77 0.95 0.95 0.95 1.00 0.91 0.91
Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04
Final Sat. : 1087 543 0 844 46 570 1805 3601 9 0 5103 74
------------I---------------II---------------II------------II--------------I
Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.56 0.56 0.00 0.57 0.57
Crit Moves: **** **** ****
Green/Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.88 0.88 0.00 0.82 0.82
Volume/Cap: 0.03 0.03 0.00 0.69 0.69 0.69 0.69 0.64 0.64 0.00 0.69 0.69
Uniform Del: 44.0 44.0 0.0 45.9 45.9 45.9 46.6 1.7 1.7 0.0 3.6 3.6
IncremntDel: 0.1 0.1 0.0 20.3 20.3 20.3 19.7 0.5 0.5 0.0 0.5 0.5
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Delay/Veh: 44.1 44.1 0.0 66.2 66.2 66.2 66.3 2.2 2.2 0.0 4.1 4.1
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 44.1 44.1 0.0 66.2 66.2 66.2 66.3 2.2 2.2 0.0 4.1 4.1
LOS by Move: D D A E E E E A A A A A
HCM2kAvgQ: 0 0 0 3 3 3 2 9 9 0 13 13
*xW*******x*******x*******x*x*W***x*x*****x*x*Wx*xxxx*Wx*xxxx*Wx*xxx***x*xxx***h
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3j�
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--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
Intersection #7 Dover Dr/Coast Hwy
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.894
Loss Time (sec) : 8 Average Delay (sec/veh) : 24.5
Optimal Cycle: 97 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ignore
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241
Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9
PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83
Initial Fut: 16 32 50 914 49 182 178 1892 24 50 2942 1333
User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
PHF Volume: 16 32 50 914 49 182 178 1892 24 50 2942 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 32 50 914 49 182 178 1892 24 50 2942 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
FinalVolume: 16 32 50 914 49 182 178 1892 24 50 2942 0
------------ ---------------II--------------II-------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00
Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00
Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5113 64 1805 5187 1900
------------I--------------- ---------------II---------------II---------------I
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.03 0.17 0.03 0.11 0.05 0.37 0.37 0.03 0.57 0.00
Crit Moves: **** **** **** ****
Green/Cycle: 0.03 0.03 0.03 0.19 0.19 0.19 0.06 0.64 0.64 0.05 0.63 0.00
Volume/Cap: 0.26 0.57 0.89 0.89 0.13 0.58 0.89 0.58 0.58 0.5.8 0.89 0.00
Uniform Del: 47.1 47.6 48.1 39.3 33.3 36.5 46.9 10.1 10.1 46.6 15.4 0.0
IncremntDel: 2.2 5.5 60.6 10.2 0.2 2.7 36.1 0.3 0.3 9.1 3.6 0.0
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Delay/Veh: 49.3 53.1 108.7 49.4 33.5 39.2 83.0 10.4 10.4 55.6 19.0 0.0
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 49.3 53.1 108.7 49.4 33.5 39.2 83.0 10.4 10.4 55.6 19.0 0.0
LOS by Move: D D F D C D F B B E B A
HCM2kAvgQ: 1 2 4 13 1 6 3 12 12 1 28 0
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
3��
Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 5-1
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
**x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x****
Intersection #8 Bayside Dr/Coast Hwy
x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x
Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.863
Loss Time (sec) : 8 Average Delay (sec/veh) : 22.8
Optimal Cycle: 84 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - I - R L - T - R L - T - R L - T - R
------------ ---------------II---------------II---------------II---------------I
Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0
------------ ---------------II---------------II---------------II---------------I
Volume Module:
Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35
Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03
Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36
Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0
PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30
Initial Fut: 463 31 41 131 30 134 117 2310 502 71 3398 66
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: 463 31 41 131 30 134 117 2310 502 71 3398 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 463 31 41 131 30 134 117 2310 502 71 3398 66
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: 463 31 41 131 30 134 117 2310 502 71 3398 66
------------ --------------II--------------II--------------II--------------I
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.92 0.95 0.95 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91
Lanes: 2.69 0.13 0.18 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08
Final Sat. : 4695 241 319 1805 305 1361 1805 5187 1615 1805 6764 131
------------I--------------- --------------- --------------- I---------------I
Capacity Analysis Module:
Vol/Sat: 0.10 0.13 0.13 0.07 0.10 0.10 0.07 0.45 0.31 0.04 0.50 0.50
Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.11 0.11 0.11 0.08 0.60 0.60 0.05 0.58 0.58
Volume/Cap: 0.66 0.86 0.86 0.64 0.86 0.86 0.86 0.74 0.51 0.74 0.86 0.86
Uniform Del: 40.2 41.6 41.6 42.3 43.5 43.5 45.7 14.1 11.4 46.6 17.6 17.6
IncremntDel: 2.1 12.0 12.0 6.5 31.1 31.1 39.7 0.9 0.5 25.5 2.1 2.1
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Delay/Veh: 42.3 53.6 53.6 48.8 74.6 74.6 85.4 15.1 11.9 72.2 19.7 19.7
User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 42.3 53.6 53.6 48.8 74.6 74.6 85.4 15.1 11.9 72.2 19.7 19.7
LOS by Move: D D D D E E F B B E B B
HCM2kAvgQ: 6 10 10 5 8 8 4 18 9 4 27 27
**x*x***x***x*******x***************x*******x*W*****x*W*****x*W*******W*********
Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA
Attachment No. PC 7
Acoustical Report and Memorandum
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NEWSON �I BROWN
ACOUSTICS LLC
October 291h, 2015
Bo Glover
Executive Director
Environmental Nature Center
1601 16th Street
Newport Beach, CA 92663
Subject: ENC Pre-School
Exterior Sound Impact on Neighboring Properties
Dear Bo,
Please refer to our report dated October 1 s', 2015, for a detailed description of our noise study at the future
ENC Pre-School property. This report addresses the updated site plan (attached) for the future ENC Pre-
School and should be read as a follow-up to our previous report that documents the sound impact on the
neighboring properties due to children playing outside. The proposed sound barrier and installation
conditions should bring the noise impact on the neighboring property to be in compliance with the Newport
Beach Community Noise Control Code (Chapter 10.26.025).
Referring to the updated site plan, we understand that that there is a 14' sound buffer on the ENC Pre-
School site that prevents children from playing within 14' of the property line and the wall /fence that acts
as a sound barrier. We understand that the wall/fence will be 6' in height and will weigh 4.86 psf, which is
greater than our recommended minimum of 4psf. Please see the fence detail, attached.
This report confirms that sound transfer from the ENC Pre-School to the neighboring residential properties
will meet the Newport Beach Community Noise Control Code provided that the described barrier and
recommendations are incorporated into the project design.
We trust that this is adequate for your current needs. Please do not hesitate to contact us if you have any
further questions.
Yours Sincerely,
Newson Brown Acoustics, LLC
�_17 1477
Brad Sliga Ian Boorer
Acoustical Consultant Principal
Appended:
Updated Site Plan
Proposed Sound Barrier
CC:
Deryl Robinson —Griffin Structures Inc.
14-205
F:\Datafiles\PROJ\ENC Nature Pre-School\rpt3 exterior sound.docx
2001 Wilshire Boulevard,Suite 301,Santa Monica,CA 90403, USA
t:310.829.6343 www.newsonacoustics.conn f:310.829.9112
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NOTS (TREx ONLY)
IX6 TREX SELECT SERIES SOl1ARE BOARD WEIGFS
223 LBS/LF.
CALCULATED WEIGHT PER sODARE Eoor Is ae6 !Ps.
PRESSURE TREATED 4X4 WOOD
POST 4'-0O.C.
OLEO
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/
EXISTING SLOPE DECKING 60ARO BY TREX
FINISH !/
FINISH GRADE
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FINIS- SURFACE
TCP OF CURB
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BEYOND
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SITE FENCE SECTION
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Environmental Nature Center Preschool
SRI
NEWSON �I BROWN
ACOUSTICS LLC
October 1st, 2015
Bo Glover
Executive Director
Environmental Nature Center
1601 16t1 Street
Newport Beach, CA 92663
Subject: ENC Pre-School
Exterior Sound Impact on Neighboring Properties
Dear Bo,
A site visit was made to the existing Environmental Nature Center,which was being used for summer camp,
and the future ENC Pre-School site on July 29th, 2015.The purpose of this visit was to obtain sample sound
levels generated by children playing outdoors and ambient/background sound levels at the future ENC Pre-
School site. These measurements were then used to show that the future ENC Pre-School should not
impact the neighboring residential properties provided a 6 ft.tall solid barrier is constructed along the entire
length of the southern property line of the future ENC Pre-School site and that outdoor activities do not
occur within 14 ft. of the property line. This report presents our findings.
1 PROJECT OVERVIEW
We understand that the future ENC Pre-School will be located in close proximity to neighboring single
family residential properties. It is our understanding that the ENC Pre-School will have operational
hours between 7:00 AM and 6:00 PM. We also understand that although 72 children will be the total
amount of students outside at the ENC Pre-School at any given time, the group will be split based
upon a student to teacher ratio of 12 to 1. We understand that the only time when the 72 children will
be outside as a singular group is during an assembly where we expect that the students will be
relatively quiet and not behaving in a recess-like manner. Therefore, we do not expect that the full
sound impact of the combined 72 children will be representative for this study and we have therefore
based our study upon groups of approximately 20 children which is what we observed at the existing
Environmental Nature Center. Additionally, we understand that a 14' offset line from the property line
will be included for an access path and that all recess areas will be north of this line.
2 CRITERIA
The Newport Beach Community Noise Control Code (Chapter 10.26.025) includes noise standards
that are relevant to this project. Below is an excerpt from the Code:
A. The following noise standards, unless otherwise specifically indicated, shall apply to all property
within a designated zone:
Allowable Exterior Noise Level(Equivalent Noise Level, Leq)
Noise Zone Type of Land Use 7 AM to 10 PM 10 PM to 7AM
1 Single-, two-or multiple-family 55 dB(A) 50 d8(A)
residential
11 Commercial 65 dB(A) 60 dB(A)
111 Residential portions of mixed-use 60 d8(A) 50 d8(A)
properties
IV Industrial or Manufacturing 70 dB(A) 70 dBIA)
2001 Wilshire Boulevard,Suite 301,Santa Monica,CA 90403, USA
t:310.829.6343 www.newsonacoustics.com f:310.829.9112
382
Page 2
If the ambient noise level exceeds the resulting standard, the ambient shall be the standard.
B. It is unlawful for any person at any location within the incorporated area of the City to create any
noise, or to allow the creation of any noise on property owned, leased, occupied or otherwise
controlled by such person, which causes the noise level when measured on any other property,
to exceed either of the following:
1. The noise standard for the applicable zone for any fifteen-minute period;
2. A maximum instantaneous noise level equal to the value of the noise standard plus twenty
(20) db(A) for any period of time (measured using A-weighted slow response).
C. In the event the ambient noise level exceeds the noise standard, the maximum allowable noise
level under said category shall be increased to reflect the maximum ambient noise level.
The section of the above table highlighted in yellow is the allowable exterior noise level at the
neighboring residential properties due to sounds generated by the future ENC Pre-School.
3 EXTERIOR SOUND MEASUREMENTS
3.1 Outdoor Activity Sound Measurements
During our visit to site, sample sound measurements of children playing were conducted at the existing
Environmental Nature Center which was being used for summer camp. These outdoor activities
consisted of groups of approximately 20 children involved in typical recess-like behavior. The
microphone was held approximately 15' away from the edge of the group. Ambient measurements
were then conducted at the future ENC Pre-School site as shown in Figures 1 and 2, below. Please
refer to Table 1, below, for our measurement results.
`7
Figure 1 -Microphone Location
383
Page 3
Table 1 - Measurement Results
Measurement Sound Pressure Level (A-Weighted)
ENC Pre-School Ambient 55.4 dB(A) Leq
Group of Approximately 20 Children 68.6 dB(A) Le
Group of Approximately 20 Children 80.2 dB(A) Lmax
Leq: The steady-state energy level equal to the energy content of the time varying sound source and
is typically used to describe the"average" sound level.
Lmax: The maximum or peak sound level measured during the measurement period.
Please note that our measured ambient level was slightly higher than the noise standard defined in
the Code. Therefore, we have used 55 dB(A) noise standard from the Code as the allowable exterior
noise level.
4 SOUND REDUCTION ANALYSIS
To obtain representative sound levels at the receiving residential locations, we used our sound
measurements of a group of approximately 20 children during recess-like activities as our sound level
for each source location. The source locations, shown in Figure 2 and described in Table 2, were
chosen to cover the most critical positions that the children may be located in terms of impact on the
neighboring properties.
Table 2 - Description of Analysis Locations
Locations Descriptions
Source 1 Northern edge of ENC property line
Receive 1 At residential property
Source 2 At offset line located 14'from southern edge of ENC property line
Receive 2 At residential property
Source 3 Northern edge of ENC property line
Receive 3 Near northern edge of residential property line
Source 4 At offset line located 14'from southern edge of ENC property line
Receive 4 Northern edge of residential property line
3 g4
Page 4
f
Source
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Ambient
Source 2 _ - Measurement
Location
Source 4 ' 14'OFFSET LINE FROM
PROPERTY LINE FOR
PROPOSED ACCESS PATH.ALL
PLAY AREAS TO BE NORTH OF
THIS LINE.(APPROXIMATE)
Receive 4
Receive 3
Receive 1
Receive 2
Figure 2 -Source and Receiver Locations (Image Courtesy of Google Maps)
To obtain the receiver sound levels at the neighboring property lines and on the neighboring properties
themselves, we have adjusted our measured sound levels of approximately 20 children to account for
distance loss (the sound reduction due to increased distance between the source and the receiver) in
addition to a barrier loss where the distance loss alone did not contribute sufficient sound attenuation
to meet the noise standards included in the Code. The results can be seen in Table 3, below.
Table 3 - Sound Impact on Neighboring Property(Leq of approximately 20 Children)
Sourcel Approximate Nosie Barrier? Source Receive Compliant
Receive Distance Standard (Y/N) Level Level w/Code?
(Y/N)
1 190 ft. 55 dB(A) N 68.6 dB(A) 46 dB(A) Y
2 105 ft. 55 dB(A) N 68.6 dB(A) 52 dB(A) Y
3 115 ft. 55 dB(A) N 68.6 dB(A) 51 dB(A) Y
4 20 ft. 55 dB(A) Y 68.6 dB(A) 55 dB(A) Y
Subsequently, we have taken our measured Lmax sound level for the sample of approximately 20
children and adjusted these sound levels to account for distance loss in addition to barrier loss where
the distance loss did not contribute sufficient sound attenuation to meet the noise standards included
in the Code. Please See Table 4, below.
325
Page 5
Table 4 -Sound Impact on Neighboring Properties (Lmax of approximately 20 Children)
Source/ Approximate Nosie Barrier? Source Receive Compliant
Receive Distance Standard (YIN) Level Level N/Code?
(YIN)
1 190 ft. 75 dB(A) N 80.2 dB(A) 58 dB(A) Y
2 105 ft. 75 dB(A) N 80.2 dB(A) 63 dB(A) Y
3 115 ft. 75 dB(A) N 80.2 dB(A) 62 dB(A) Y
4 20 ft. 75 dB(A) Y 80.2 dB(A) 67 dB(A) Y
5 RECOMMENDATIONS
Although some locations of the ENC Pre-School property where outdoor activities may occur are far
enough away from the adjacent properties to have sufficient sound attenuation to meet the noise
standards included in the Code, we note that there are locations where the distance between the
source and the receiver may be as close as 20 ft.and as a result we anticipate that the noise standards
would be exceeded without some form of screen or barrier along the southern property line.Therefore
we recommend that a 6 ft. tall screen is constructed that spans the entirety of the southern property
line and that outdoor activities do not occur within 14 ft. of the property line.
The barrier should be constructed from an impervious material weighing at least 4 psf. Stucco on
frame or metal panels would be acoustically acceptable. The barriers should be free from gaps at the
base and where any joints occur in the construction of the barrier. All penetrations through the
enclosures should be thoroughly acoustically sealed.
6 CONCLUSION
This report confirms that sound transfer from the ENC Pre-School to the neighboring residential
properties will meet the Newport Beach Community Noise Control Code provided that the above
barrier recommendations are incorporated into the project design and that outdoor activities do not
occur within 14 ft. of the property line.
We trust that this is adequate for your current needs. Please do not hesitate to contact us if you have any
further questions.
Yours Sincerely,
Newson Brown Acoustics, LLC
Brad Sliga Ian Boorer
Acoustical Consultant Principal
14-205
F:\Datafiles\PROD\ENC Nature Pre-School\rptl exterior sound study revised.docx
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Attachment No. PC 8
Project Plans
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Environmental Nature Center Preschool
745 Dover Dr.
Newport Beach, CA 92663
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CONDITIONAL USE PERMIT PLANNING COMMENTS
CITY OF NEWPORT BEACH
11 23, 2015
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Item • 4a: Additional Materials Presente• at Me ting
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Environment • Nature
Preschool
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Minor Use Permit No. UPzoiS-ozo and Traffic Study No. TSzoiS-ooi �t`
Planning Commission Public Hearing ����-7r ,
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
44 79)
Introduction
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■ ENC Preschool
■ Minor Use Permit No. UP2015-020: Development of a
6,498-square-foot preschool/general day care center .
■ Traffic Study No. TS2015-001: ATraffic Study is also
required due to the projected increase in vehicle trips
resulting from the proposed project pursuant to the
City's Traffic Phasing Ordinance.
745 Dover Drive
- North of Cliff Haven Community along western portion of Dover Drive
07/13/2022 Community Development Department-Planning Division a
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
py 79)
Vicinity Map
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Item • 4a: Additional Materials Presented •
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Site P oto-View southeast •�����
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Item • 4a: Additional Materials Present'
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Site Photo- iew south
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Item • 4a: Additional Materials Present'
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Site Photo - wes��
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at ting
79)
Site Photo-View north
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
py 79)
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
Acoustical Analysis
■ City Standard is 55 dB(A) Leq & 75 dB(A) Lmax.
■ Project projected to generate 68.6db(A) Leq &
80. 2 dB(A) Lmax at a distance of 15 feet.
■ Reduced to 55dB(A) Leq and 67 dB(A) Lmax at
the residential properties under the following
parameters:
• Max. 20 children in a recess/free play setting
• 14-foot access road for separation between noise
source and adjacent residential properties
• 6-foot tall Trex* fence along the southern property
line adjacent to residences
*High performance composite decking material made from 95% recycled materials with a protective shell and
wood grain.
07/13/2012 Community Development Department-Planning Division u
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
py 79)
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Max. 20 children at play
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
Traffic Study
315 Average DailyTrips triggers TPO
57 morning peak hour trips
58 evening peak hour trips
Nine intersections studied .
All intersections are expected to operate at an
acceptable level or service.
Project is expected to be completed in 2017. If not
completed within 5 years, a new traffic study is
required .
07/13/2012 Community Development Department-Planning Division 13
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
Recommendatione
■ Conduct a public hearing
* Adopt the draft resolution :
Approving the requested preschool/general day care
minor use permit and traffic study.
05/21/2025 Community Development Department-Planning Division 14
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
CEQA Reviewe
■ The project is categorically exempt under
Section 15332, of the California Environmental
Quality Act (CEQA) Guidelines - Class 32 (Infill) .
■ The proposed project involves the development
of a new preschool in a developed area that is
adequately served by existing infrastructure,
which is within the thresholds identified in
CEQA Guidelines Section 15332.
05/21/2025 Community Development Department-Planning Division 15
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
Next Steps
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■ CUP will supersede UP0271 and UP3225, and
their subsequent amendments.
■ If final action is taken, appeal period expires
Thursday, February 4, 2016.
If no appeal, applicant may proceed to final
design, permitting and construction .
05/21/2025 Community Development Department-Planning Division 16
Planning Commission
Item • 4a: Additio
79)
y
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For more information contact:
Makana Nova,Associate Planner
949-644-3249
mnova�a newportbeachca.gov
www.newportbeachca.g ov
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
e
Background
■ 1956 : UP0271, 36-bed convalescent home .
L 1987: UP3225 and UP3225 (amended), 24-jhour
care 34- bed disturbed children's care facility.
■ 2007: existing building demolished, site is
currently vacant.
07/13/2022 Community Development Department-Planning Division A
Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
4 79)
OrE��9
Project
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A 6,498-square-foot preschool/general day care center:
• Classrooms and administrative offices
• 72 students and so staff members
Hours from Too a.m. to 6:oo p.m., Monday through Friday.
25-space surface parking lot and landscaped areas on a
1.25-acre vacant lot.
07/13/2022 Community Development Department-Planning Division 19
Planning Commission - January 21 , 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
Project Rendering
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Planning Commission - January 21, 2016
Item No. 4a: Additional Materials Presented at Meeting
79)
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
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EnvironmentalItem No. 4b: Additional Materials Presented at Meeting
•• (PA2015-079)
SCHOOLHIGH
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NEIGHBORHOOD
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Project Summary
•PreschoollGeneral Day Care Center
•Approximate Student Enrollment — 72
*Staff Members — 10
*Hours Of Operation 7:00 a.m. to 6:00 p.m. `
*Vacant Lot Area — 1.25 Acres
•Building Area — Approx. 6,500 SF
•Outdoor Play Area — Approx. 37,000 SF
*Surface Parking Lot — 25 Spaces a'
*Class 32 CEQA Exemption
" Pursuing Ir.EED Platinum Certification
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Planning Commission
Item • •: Additional Materials Present'
Environmental ••
throughkt L. -
"To provide quality early childhood education
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Planning Commission - January 21 , 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Mission Statement
WHERE WE LEARN MATTERS AW
Through play, children acquire social,
cognitive and physical skills
Educating the whole student
"To provide quality early childhood education Learning
through hands-on experience with nature."
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Illustrative Site Plan
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B /
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'4 D " LEGEND
F—
cI A A Parking Area
J
J _L - B Classroom Bldg
"t SSSiii - C Administration Bldg
D Covered Breezeway
E Joshua Tree Play Area
F Yosemite Play Area
G Sequoia Play Area
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Site Characteristics
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C ") <.. _ A
LEGEND
A Remove/Replace Trees
B 6'High Noise Fence
C Play Areas
.r .�A D Easement Access
\. E Remove Trees (10)
F Shared Access Easement
D I G 6'Solid Perimeter Fence
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Consistency With General Plan
ZONE CO-G (GENERAL COMMERCIAL OFFICE)
*Serves neighborhood and city
*Provides day care and sustainability of natural resources
•"In fill" can be served by existing infrastructure
*Complements existing type and character of nearby development
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Parking _
OCCUPANCY
. Maximum Occupants 148
-r
PARKING TABULATIONS
1 Per 7 Occupants
a
1 Required 22
Provided 25
a
Drop-off and pick-up staggered
through the morning and afternoon
17 hours to ensure sufficient parking
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
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Planning Commission - January 21 , 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Neighborhood Consistency
*Landscape areas will serve as buffer
*Single story building
*Trash enclosure within the building
06-foot high fence along the southerly and northerly property line
• Play areas located to meet noise standards
a �, en(,,, c
Planning Commission - January 21 , 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Neighborhood Outreach
•Individual meetings were held with 3 of the 4 adjoining neighbors
•A neighborhood reception was held to which all nearby neighbors were
invited
*Photos were taken of the interface between the adjoining properties
and the preschool site
*Discussions were held regarding proposed use and the need to
construct the new fence along the actual property line
a �, en(,,, c
Planning Commission - January 21 , 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Project Summary
•Licensed Pre-school Facility
•Anticipated Student Enrollment — 72
•Staff Members — 10
• Building Area — Approximately 6,500 Square Feet
•Outdoor Play Area — Approximately 37,000 Square Feet
•Removal Of Non-Native Parkway Trees and Replacement With Natives'
•Removal Of Non-Native Trees In Easements
•No Permanent Irrigation System
•Request Approval Of CUP and CEQA Exemption
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Planning Commission0
EnvironmentalItem No. 4b: Additional Materials Presented at Meeting
•• (PA2015-079)
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Planning Commission - January 21, 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Zone OG (Office General)
Lot size 5,000 square feet minimum for newly 54,348 square feet, 1.25 acres (pre-existing legal
created lots lot
Setback (Front) 0 feet 70 feet
Setback (Side) 0 feet abutting commercial 26 feet 9 inches abutting commercial to north
5 feet min. abutting residential 23 feet 7 inches abutting residential to south
Setback (Rear) 0 feet 145 feet abutting public facilities to west
Height 32 feet for flat roofs or parapet walls 22 feet 8 inches to ridge of sloped roofline
37 feet for sloped roofs
Floor Area Ratio 0.50 FAR (27,174 square feet) 0.12 FAR (6,498 square feet)
Parking Day Care-General 1 per 7 occupants 25 spaces total
base on maximum occupancy allowed =
22 spaces
Solid Waste and 24 square feet refuse 271 square feet total
Recyclable 24 square feet recycling
Materials 48 square feet total
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Planning Commission - January 21 , 2016
Item No. 4b: Additional Materials Presented at Meeting
Environmental Nature Center Preschool (PA2015-079)
Zone CO-G (General Commercial Office)
Parking Lot • Setback and open areas landscaped Complies
Landscaping • 5-foot-wide perimeter landscaping adjacent
to right-of-way
• 5-foot-wide landscaped buffer adjacent to
residential
• 1 tree/30 sf of landscaped area
• 1 tree/5 parking spaces
• 6-foot-high wall to buffer residential
General Day Care • Minimum lot size of 10,000 sf • Lot size: 54,348 sf
Facilities • Minimum setback of 30 feet between main • 26-foot separation to administration
assembly building and residential zoning building and greater than 30 feet provided
district to the classroom building
• 75 square feet of play area per child, • More than 5,400 square feet of outdoor
minimum 450 square feet play areas are provided at the rear(37,026
• Outdoor play area may not be in front yard square feet of landscaped area provided)
• A four-foot high fence shall enclose an • A minimum 6-foot high fence provided
outdoor play area around all outdoor play areas
• Outdoor activities permitted between 7:00 • Preschool hours of operation are from
a.m. and 7:00 p.m. 7:00 a.m. and 6:00 p.m.
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26