Agenda packet — Concord City Council, January 27, 2026 (part 2 of 3)

Concord 2030 General Plan
3-42

and other types of utility equipment can
reduce visual impacts.

Policy LU-9.1.6: Establish standards for new development and additions to existing development to
incorporate green building measures.

Green building measures will be established
through the City’s Climate Action Plan.

Policy LU-9.1.7: Incorporate green building principles and practices into the planning, design,
construction, management, renovation,
operations and demolition of all facilities that
are constructed, owned, managed or financed
by the City.

Policy LU-9.1.8: Capitalize on the opportunities presented by the Concord Reuse Project site to become a
national model for sustainable development
and innovative architecture and design.

Principle LU-9.2: Enhance function and efficiency of
infill development.

Policy LU-9.2.1: Encourage land assembly to achieve building sites large enough for safe, efficient, on-site
vehicular circulation, and ample landscaping.

Policy LU-9.2.2: Allow unique, diverse, and creative design solutions for infill development that are
compatible with and enhance existing
neighborhoods and shopping areas.

The Development Code will provide for
flexibility for infill projects, as long as a
project meets General Plan policies and does
not adversely impact neighborhoods. See also
Policy LU-1.3.2.

Policy LU-9.2.3: Apply site planning techniques that minimize the amount of impervious paving, promote
pedestrian safety, and reduce urban runoff in
commercial centers.

All new development in California is required
to follow Best Management Practices (BMPs)
that reduce erosion, sedimentation and other

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Land Use
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urban runoff from parking lots and
commercial centers through the use of
permeable surfaces, on-site detention,
sediment trapping and filtering and
landscaping. Permeable pavements, in
particular, have tremendous potential for
stormwater management. Pedestrian safety
can be achieved through installing better
security lighting and signage, creating grade-
separated walkways, and marking pedestrian
crossings.

Public Spaces and Infrastructure

Principle LU-10.1: Create Attractive, Inviting Public Spaces and Streets that Enhance the
Image and Character of the City.

Policy LU-10.1.1: Encourage streetscape and façade improvements to enhance the appearance of
existing uses along major arterials.

Policy LU-10.1.2: Require new development to provide and maintain right-of-way improvements along
project frontages such as landscaping, street
trees, and other amenities that enhance the
streetscape appearance.

Policy LU-10.1.3: Maintain an aesthetically pleasing street network that helps frame and define the
community while meeting the needs of
pedestrians, bicyclists, and motorists.

Policy LU-10.1.4: Enhance the appearance of the streetscape by expanding and maintaining Concord’s
landscaping within its public rights-of-way.

Policy LU-10.1.5: Require trees and other landscaping within parking lots.

Trees provide shading and also screen cars,
reducing the visual impacts of large parking
lots.

GOAL LU- 10 : HIGH- QUALITY URBAN DESIGN IN

PUBLIC SPACES AND

INFRASTRUCTURE

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Concord 2030 General Plan
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Policy LU-10.1.6: Strengthen the identity and upgrade the appearance of important City gateways,
including the City’s two BART stations.

Policy LU-10.1.7: Implement urban design measures which visually and functionally integrate the Concord
Reuse Project site into the existing City and
reduce perceptions that the site is a separate
community.

Planning Area Boundary
The Land Use Map in Figure 3-2 identifies an area outside the City’s corporate limit and Sphere of Influence that is inside the Concord “Planning Area Boundary.” This area is delineated because of the City’s interest in protecting open space and preserving the open space character on hillsides visible from Concord’s neighborhoods and commercial districts. The following policies are intended to assert the City’s commitment to coordinating open space planning with neighboring jurisdictions to protect the surrounding hillsides from visible development.

GOAL LU- 11 : OPEN SPACE PROTECTION
Principle LU-11.1: Protect Ridgelines and Visible
Hillsides.

Policy LU-11.1.1: Encourage the County and adjacent cities to prohibit new development on ridgelines and in
protected viewsheds, but allow appropriate
beneficial and reasonable open space uses in
these areas, to preserve the open space
character of areas visible from Concord’s
neighborhoods and commercial districts.

Policy LU-11.1.2: On any land to be annexed to the City, require new development to be clustered to reduce both
environmental and visual impacts of hillside
development.

Policy LU-11.1.3: Work with the County and adjacent jurisdictions to ensure that zoning and
subdivision regulations applicable to all
unincorporated development visible from or
environmentally impacting the City’s Planning
Area reflect General Plan Policy direction.

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Land Use
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Actions the City will request of the County
and adjacent jurisdictions include:
• Designating protected ridgelines, creeks,
and other significant resource areas,
along with daylight plane or setback
standards;
• Defining protected viewsheds; and
• Designating growth limits and clustering
provisions for very low-density hillside
residential development based on slope
and elevation to ensure viewshed
protection.

Policy LU-11.1.4: Minimize cut-and-fill of natural hillsides.

Policy LU-11.1.5: Ensure that developers of projects in the City work with landowners in adjacent jurisdictions
and appropriate regulatory agencies to
incorporate natural creekways as open space
amenities into the design of projects as a
condition of approval.

Policy LU-11.1.6: Work with the County, landowners, and developers to set back buildings between Evora
Road and State Route 4 from the edge of State
Route 4 to mitigate visual and noise impacts.

Policy LU-11.1.7: Encourage new development in all adjacent jurisdictions to provide trailheads and linkages
to a multi-use trail system.

Policy LU-11.1.8: Encourage the provision of wildlife corridors to ensure the integrity of habitat linkages and
preserve the character of visible hillsides and
open space.

Policy LU-11.1.9: Oppose any expansion of the County Urban Limit Line (ULL) that would allow
development in protected viewsheds or on
visible hillsides or other environmental impacts
located within the unincorporated portion of the
City’s Planning Area Boundary.

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Concord 2030 General Plan
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While the City is not opposed to expansion of
the County’s ULL per se, the City will raise
objections to any new development in the
unincorporated area that results in visible
development on slopes and hillsides areas
within the City’s Planning Area Boundary.

The City will evaluate all development
proposals by neighboring cities and the
County within Concord’s Planning Area
Boundary to determine if there are potential
visual impacts.

Policy LU-11.1.10: Recognize the Los Medanos Hills between Concord and Pittsburg/ Bay Point as an
essential part of the City’s character and open
space “frame”, and take steps to preserve this
area as permanent open space.

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Ord. No. 26-XX 1
ORDINANCE NO. 26-XX

AN ORDINANCE AMENDING CONCORD MUNICIPAL CODE, TITLE
18 (DEVELOPMENT CODE), CHAPTERS 18.15 (ZONING DISTRICTS AND ZONING MAP), 18.25 (DEVELOPMENT AND LAND USE
APPROVALS), 18.40 (OFFICE AND COMMERCIAL DISTRICTS), AND

18.410 (ZONING CLEARANCE); ADDING CHAPTER 18.120
(AFFIRMATIVELY FURTHERING FAIR HOUSING OVERLAY
DISTRICT); AND REZONING APPROXIMATELY 20 ACRES TO APPLY

THE AFFIRMATIVELY FAIR HOUSING OVERLAY DISTRICT
(PL25166 – MC)
WHEREAS, Government Code Section 65800 et seq. provides for the amendment of adopted City of Concord (“City”) zoning laws, ordinances, rules, and regulations; and WHEREAS, the California legislature has found and declared the availability of housing to be a statewide concern and priority; and
WHEREAS, California Government Code Section 65580 et seq. (“state housing element law”) requires that the City adopt a housing element for the eight-year period 2023–2031 to accommodate the City’s Regional Housing Needs Allocation of 5,073 housing units, including units for very low-, low-, moderate-, and above-moderate-income households; and
WHEREAS, California Assembly Bill 686 of 2018 (“AB 686”) amended state housing element law to require that local jurisdictions affirmatively further fair housing by addressing disparities in access to opportunity and promoting equitable housing distribution through their housing elements, and WHEREAS, on August 22, 2023, the City adopted its 2023–2031 Housing Element (“Housing Element”); and
WHEREAS, to meet the requirements of AB 686, the Housing Element includes Objective 8.6, which requires the City to rezone at least 20 acres in moderate- and high-resource areas to allow a residential density of at least 60 dwelling units per acre to accommodate at least 1,000 housing units; and WHEREAS, on October 23, 2023, the California Department of Housing and Community Development certified the Housing Element, confirming that it complies with state housing element law; and
WHEREAS, to implement Objective 8.6, the City conducted extensive community engagement, Attachment 2

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Ord. No. 26-XX
feasibility analysis, and property owner outreach over approximately 18 months, and, as a result, identified approximately 40 acres across seven sites for potential inclusion in a new Affirmatively Furthering Fair Housing (“AFFH”) Overlay District; and
WHEREAS, to complete implementation of Objective 8.6, this Ordinance was prepared amending the Concord Municipal Code, Title 18 (Development Code), Chapters 18.15 (Zoning Districts and Zoning Map), 18.25 (Development and Land Use Approvals), 18.40 (Office and Commercial Districts), and 18.410 (Zoning Clearance); adding Chapter 18.120 (Affirmatively Furthering Fair Housing Overlay District); and rezoning approximately 20 acres to apply the AFFH Overlay District; and
WHEREAS, the Planning Commission, after giving all public notices required by state law and the Concord Municipal Code, held a duly noticed public hearing on November 19, 2025 on the proposed Ordinance, received the staff report, staff presentation, and comments from the public and interested parties, and, after closing the public hearing, discussed the matter; and WHEREAS, on November 19, 2025, the Planning Commission, after consideration of all pertinent plans, documents, and testimony (hereafter referred to as “Planning Commission Information”), adopted Resolution No. 25-15 PC recommending City Council approval of this Ordinance; and
WHEREAS, the City Council, after giving all public notices required by state law and the Municipal Code, held a duly noticed public hearing on January 27, 2026 to consider this Ordinance; and
WHEREAS, at such public hearing, the City Council considered all oral and written information, testimony, and comments and at the public hearing, the oral report from City staff, the written report from City staff dated January 27, 2026, attached materials, exhibits presented, the Planning Commission Information, and all other information that constitutes the record of proceedings relating to the proposed Ordinance, which are maintained at the offices of the City of Concord City Clerk (collectively, “City Council Information”), and declared its intent to approve and adopt the Ordinance; and

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Ord. No. 26-XX
WHEREAS, the City Council approved a Resolution 26-XX amending the Land Use Element of the General Plan incorporating amendments to include provisions for properties designated for affirmatively furthering fair housing.

NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF CONCORD DOES ORDAIN AS FOLLOWS:

Section 1. All of the facts set forth in the recitals are true and correct and are hereby incorporated and adopted as findings of the City Council as if fully set forth herein.

Section 2. The City Council has reviewed, considered, and evaluated all of the Planning Commission Information, City Council Information, all other pertinent plans, documents, and testimony prior to acting upon the Ordinance.

Section 3. The documents and other materials that constitute the record of proceedings upon which the City Council has based its decision are located in and may be obtained from the City of Concord Clerk’s Office, 1950 Parkside Drive, Concord, CA 94519.

Section 4. CALIFORNIA ENVIRONMENTAL QUALITY ACT
Pursuant to the California Environmental Quality Act of 1970, Public Resources Code Section 21000, et. seq., as amended and implementing State CEQA Guidelines, Title 14, Chapter 3 of the California Code of Regulations (collectively “CEQA”), the City Council finds this ordinance is statutorily exempt from CEQA pursuant to Public Resources Code 21080.085 (enacted by SB 131, 2025) as it involves rezoning actions to implement the City’s adopted and certified Housing Element.

The City Council further finds that this ordinance does not constitute a “project” within the meaning of Public Resources Code Section 21065, 14 Cal. Code Regs. Section 15060(c)(2) or 15378 because it has no potential for resulting in either a direct physical change in the environment, or a reasonably foreseeable indirect physical change in the environment. Even if this ordinance did constitute a “project” under CEQA, it falls within the “common sense” exemption set forth in 14 Cal. Code Regs. Section 15061(b)(3), excluding projects where “it can be seen with certainty that there is no possibility that the activity in question may have a significant effect on the environment….”

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Ord. No. 26-XX
Accordingly, no further environmental review is warranted. This determination reflects the City’s independent judgment and analysis.

Section 5. Development Code Amendment Findings
1) The proposed amendment[s are] consistent with the general plan.

All of the proposed amendments are necessary to implement Objective 8.6 of the 2023- 2031 Housing Element of the City’s General Plan and are not inconsistent with any other provisions of the General Plan. The proposed Zoning Map amendment would include the sites in the AFFH Overlay District while retaining the underlying zoning of the sites. The AFFH Overlay District is consistent with the site’s General Plan Neighborhood Commercial designation, which is intended to support a mix of residential, commercial, and office development as well as the Medium Density Residential designation, which is intended for a variety of housing types including townhomes and other forms of multifamily housing. Furthermore, Objective 8.6 requires the City to rezone approximately 20 acres of land at 60 dwelling units per acre to create capacity for up to 1,000 housing units. For these reasons, the proposed Zoning Map amendment is in conformance with the General Plan.
2) The proposed amendment[s] would not be detrimental to the public interest, health, safety, convenience, or welfare of the city.

As stated in Finding 1, the proposed amendments implement Objective 8.6 of the 2023- 2031 Housing Element and would not be detrimental to the public interest, health, safety, convenience, or welfare of the City. On the contrary, they serve the public interest by ensuring compliance with state law and encouraging a wider variety of housing types to meet the needs of all economic segments of the community. If the City exercises discretion over a development project facilitated by the proposed Zoning Map amendment, the project will be evaluated against applicable policies to ensure it does not adversely affect public health, safety, or welfare.
3) Zoning map amendments shall also find that the affected site is physically suitable,

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Ord. No. 26-XX
including absence of physical constraints, access, compatibility with adjoining land uses, and provision of utilities, for the requested zoning designation and proposed or anticipated uses and/or development.

The sites are physically suitable for inclusion in the AFFH Overlay District. They are served by existing utilities and have adequate access. There are no physical constraints that preclude the sites from inclusion in the AFFH Overlay District. The parcels proposed for inclusion in the AFFH Overlay District are compatible with surrounding land uses given that they are adjacent to residential, mixed-use, and commercial areas, the current General Plan and zoning designations already permit multifamily residential and mixed-use development, and the AFFH Overlay District will facilitate residential development at densities consistent with the City’s Housing Element goals. Development under the AFFH Overlay District will incorporate design measures such as setbacks, height limits, and landscaping buffers where adjacent to lower-density neighborhoods, ensuring an appropriate scale transition.

Section 6. The City Council does hereby pass and adopt this Ordinance No. 26-XX.

Section 7. Concord Municipal Code, Title 18 (Development Code), Chapter 18.15 (Zoning Districts and Zoning Map), is hereby amended, as set forth in Exhibit A and attached hereto and made a part hereof.

Section 8. Concord Municipal Code, Title 18 (Development Code), Chapter 18.25 (Development and Land Use Approvals), is hereby amended, as set forth in Exhibit B and attached hereto and made a part hereof.

Section 9. Concord Municipal Code, Title 18 (Development Code), Chapter 18.40 (Office and Commercial Districts), is hereby amended, as set forth in Exhibit C and attached hereto and made a part hereof.

Section 10. Concord Municipal Code, Title 18 (Development Code), Chapter 18.410 (Zoning Clearance), is hereby amended, as set forth in Exhibit D and attached hereto and made a part hereof.

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Ord. No. 26-XX
Section 11. Concord Municipal Code, Title 18 (Development Code), Chapter 18.120 (Affirmatively Furthering Fair Housing Overlay District), is hereby added, as set forth in Exhibit E and attached hereto and made a part hereof.

Section 12. The City zoning map is hereby amended, as set forth in Exhibit F and attached hereto and made a part hereof, which includes the following properties:

Address Assessor’s Parcel Number Acreage
5100 Clayton Road 133-111-010 8.01
5280 Clayton Road 120-081-057 0.4950
5288 Clayton Road 120-081-078 0.7569
5350 Clayton Road 120-081-018 0.5746
5354 Clayton Road 120-081-075 0.5461
5356 Clayton Road 120-081-076 1.261
5358 Clayton Road 120-081-058 0.5047
780 Oak Grove Road 134-400-002 12.871, 2
1 Limited to a total of 600 units for the purposes of AFFH Overlay District regardless of the net developable acreage.
2 This property is further described in Exhibit G.

Section 13. This Ordinance No. 26-XX shall become effective thirty (30) days following its passage and adoption. In the event a summary of said Ordinance is published in lieu of the entire Ordinance, a certified copy of the full text of this Ordinance shall be posted in the office of the City Clerk at least five (5) days prior to its adoption and within fifteen (15) days after its adoption, including the vote of the Councilmembers. Additionally, a summary prepared by the City Attorney’s Office shall be published once at least five (5) days prior to the date of adoption of this Ordinance and

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Ord. No. 26-XX
once within fifteen (15) days after its passage and adoption, including the vote of the Councilmembers, in the East Bay Times, a newspaper of general circulation in the City of Concord.

Carlyn Obringer
Mayor
ATTEST:

Joelle Fockler, MMC
City Clerk
(Seal)

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8 Ord. No. 26-XX
Ordinance No. 26-XX was duly and regularly introduced at a regular meeting of the City Council of the City of Concord held on January 27, 2026, and was thereafter duly and regularly passed and adopted at a regular meeting of the City Council of the City of Concord on January 27, 2026, by the following vote:

AYES: Councilmembers -
NOES: Councilmembers -
ABSTAIN: Councilmembers -
ABSENT: Councilmembers -
I HEREBY CERTIFY that the foregoing is a true and correct copy of an ordinance duly and regularly introduced, passed, and adopted by the City Council of the City of Concord, California.

Joelle Fockler, MMC
City Clerk
Attachments:

Exhibit A – CMC Chapter 18.15 (Zoning Districts and Zoning Map) Exhibit B – CMC Chapter 18.25 (Development and Land Use Approvals) Exhibit C – CMC Chapter 18.40 (Office and Commercial Districts) Exhibit D – CMC Chapter 18.410 (Zoning Clearance)
Exhibit E – CMC Chapter 18.120 (Affirmatively Furthering Fair Housing Overlay District) Exhibit F – Zoning Map
Exhibit G – Legal Description of 780 Oak Grove Road

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A. Zones Established. The city of Concord shall be divided into zoning districts that implement the Concord general plan, as shown on Table 18.15.020.

B. Zoning District Symbols. The districts established by this section are shown as symbols on the zoning map and consist of letters and numbers, organized as follows:

1. General Land Use Indicator. Each district includes a letter or letters that indicate the primary land use type within the district. For example, “RS” means that the primary land use type is residential single-family.

2. Residential Density or Subdistricts Indicator. The land use symbol for a particular district may include a number that identiﬁes a subdistrict indicating a type of dwelling or use or minimum lot size. For example, “RS-10” identiﬁes a single- family residential district where the minimum lot size is 10,000 square feet.

3. Overlay Zone Indicator. One or more overlay district indicators may be appended to the primary district to identify an overlay district that applies to a site. For example, “RS-12-H” would identify a single-family residential district where the minimum lot size is 12,000 square feet that is subject to the hillside overlay district requirements.

Table 18.15.020
Zoning Districts
District Symbol Name of District General Plan Designation Residential Districts – dwelling units (du) per net acre (1) RR-40, RR-20, RR-15 Rural Residential Rural Residential (< 2.5 du/net acre)
RS-12, RS-10, RS-8, RS-

7.5, RS-7, RS-6, RS-5
Single-Family Residential Low Density (2.5 – 10 du/net
acre)
RL Low Density Residential Low Density (2.5 – 10 du/net acre)

18.15.020 Zoning map and districts.

The city council hereby adopts the “city of Concord zoning map” (hereinafter referred to as the “zoning map”) on ﬁle with the city. The zoning map is hereby incorporated into the development code by reference.

Exhibit A to Attachment 2

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Table 18.15.020
Zoning Districts
District Symbol Name of District General Plan Designation RM Medium Density Residential Medium Density (11 – 32 du/net acre)
RH High Density Residential High Density (33 – 100 du/net acre)
North Todos Santos District
NTS North Todos Santos District North Todos Santos
OƯice and Commercial Districts – FAR (Floor Area Ratio) CO Community OƯice Community OƯice (FAR 1.0)
CMX Commercial Mixed-Use Commercial Mixed-Use (FAR 1.0; 11 – 40 du/net acre)
NC Neighborhood Commercial Neighborhood Commercial (FAR

0.35; 11 – 24 du/net acre)
RC Regional Commercial Regional Commercial (FAR 0.5)
SC Service Commercial Service Commercial (FAR 0.8)
Downtown Districts
DP Downtown Pedestrian Downtown Pedestrian (FAR 4.0;
33 – 100 du/net acre)
DMX Downtown Mixed-Use Downtown Mixed-Use (FAR min.

1.0, max 6.0; 33 – 100 du/net
acre)

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Table 18.15.020
Zoning Districts
District Symbol Name of District General Plan Designation WMX West Concord Mixed-Use West Concord Mixed-Use (FAR

4.0)
Business Park and Industrial Districts
OBP OƯice Business Park Business Park (FAR 0.8)
IBP Industrial Business Park Business Park (FAR 0.8)
IMX Industrial Mixed-Use Industrial Mixed-Use (FAR 1.0) HI Heavy Industrial Heavy Industrial (FAR 0.6)
Public/Quasi Public Districts
PQP Public/Quasi Public Public/Quasi Public (FAR 1.5)
Community Land Districts
OS Open Space Open Space
PR Parks and Recreation Parks
RLC Rural Land Rural Conservation
WRC Wetlands and Resource
Conservation
Wetlands/Resource
Conservation
Study District
S Study District Reuse Area
Overlay Districts

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Table 18.15.020
Zoning Districts
District Symbol Name of District General Plan Designation A Airport Overlay Buchanan Field Airport
TS Transit Station Overlay NA
NA Commercial Cannabis
Overlay District
NA
NA AƯordable Housing Overlay
District
NA
AFFH AƯirmatively Furthering Fair
Housing Overlay
NA
(1) A net acre is the portion of a site that can be built on. Typically it is the gross lot area minus any land used for access, public or private streets, trails, open space, ﬂoodways or utility easements, except for high density residential, which assumes that sites identiﬁed in the housing element are net acres with existing improvements. A net acre is typically 20 to 25 percent less than the gross area.

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18.25.040 Planned district (PD) zoning district.

As of the eƯective date of the ordinance codiﬁed in this title, no development shall be approved using the planned district (PD) zoning district with the exception of housing development projects located within the AƯirmatively Further Fair Housing Overlay District as identiﬁed in CMC Chapter 18.120, which may retain the underlying base planned district zoning district. Existing residential development approved in the planned district zoning district shall retain the (PD) zoning designation until and unless the property is redeveloped. The purpose of the planned district designation was to provide for development and site design which better responded to unique environmental conditions in furtherance of the general plan by permitting varied setbacks, diverse lot sizes, and other variations to the residential development standards. The development standards were established with the approval of a preliminary development plan by the city council.

However, many of the preliminary development plans for residential planned district development and/or their subsequent use permit approval did not provide a suƯicient written record to document the development standards and guide the approval of changes to properties over time. Where no record of development standards exists for a speciﬁc residential planned district, Table 18.30.030, RR and RS Districts Development Standards, and Table 18.30.040, RL, RM, RH Districts Development Standards, shall be used to determine lot coverage, setbacks, and building height by using the area of the subject lot to determine the equivalent zoning category. For those residential planned districts which do include a written record of development standards, those conditions of approval shall remain in eƯect. [Ord. 12-4. DC 2012 § 122-55].

Exhibit B to Attachment 2

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Chapter 18.40

OFFICE AND COMMERCIAL DISTRICTS (CO, CMX, NC, SC, AND RC)

18.40.020 Table 18.40.020 – Office and commercial districts – Allowed uses and permit requirements.

A. Applicability. Table 18.40.020 identifies the uses allowed by the development code in each office and commercial zoning district and the type of permit required to establish each use. See CDC 18.25.030(B) or Division VII of this title (Permits and Permit Procedures). Additional requirements may apply pursuant to Division IV (Development Standards) and Division V (Standards for Specific Uses) of this title.

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Table 18.40.020
Office and Commercial Districts
Allowed Uses and Permit Requirements
ZC = Permitted Use, Zoning
Clearance
AP =
Administrative Permit Required
MP = Minor Use Permit Required
UP = Use Permit Required
6409 = Section 6409 Application
– = Use Not Allowed
Land Use Classifications Permit Required by District Additional Requirements CO CMX NC SC RC Dealership, Motorcycles – – – ZC ZC
Rental – – – AP MP
Automobile Services and Repair
Car Wash, Attended – – UP AP UP CDC 18.200.090, Gas stations and car washes
Car Wash, Unattended – – – UP – CDC 18.200.090, Gas stations and car washes
Gas Station – – UP UP UP CDC 18.200.090, Gas stations and car washes
Maintenance Services – UP UP ZC ZC
Major Repair/Body Work – – – ZC –
Minor Repair – – UP ZC AP
Banks and Financial Services
Bank, Credit Union – ZC(4) ZC(2) ZC(2) ZC
Bank with Drive-Through
Service
– UP UP UP MP CDC 18.200.060, Drive-through
facilities
Check Cashing Business – – – – –
Building Materials Sales and Services
No Outdoor Storage – – ZC ZC ZC
With Outdoor Storage – – – AP UP CDC 18.200.160, Outdoor sales and displays
Business Support Services ZC ZC(3) ZC(2, 3) ZC(3) ZC(3) Catering Service – ZC(4) ZC(2) ZC ZC
Eating and Drinking Establishments
Bar, Night Club, Lounge – UP UP UP UP CDC 18.200.080,
Entertainment uses
Food Vendor Group Site – MP MP MP MP CDC 18.200.210,
Food vendor group sites

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Table 18.40.020
Office and Commercial Districts
Allowed Uses and Permit Requirements
ZC = Permitted Use, Zoning
Clearance
AP =
Administrative Permit Required
MP = Minor Use Permit Required
UP = Use Permit Required
6409 = Section 6409 Application
– = Use Not Allowed
Land Use Classifications Permit Required by District Additional Requirements CO CMX NC SC RC Micro-Brewery/Distillery – – – MP MP CDC 18.200.040, Alcoholic beverage sales
Micro-Brewery/Distillery,
Large(6)
– – – UP UP CDC 18.200.040, Alcoholic
beverage sales
Restaurant, Full Service – AP AP UP ZC CDC 18.200.040, Alcoholic beverage sales
Restaurant, Limited Service – ZC(4) ZC AP ZC
Restaurant, with Drive-
Through
– UP UP UP UP CDC 18.200.060, Drive-through
facilities
Restaurant, with Live
Entertainment
– – UP UP UP CDC 18.200.080,
Entertainment uses
Tasting Room – – – AP AP CDC 18.200.040, Alcoholic
beverage sales
Fitness Facility, Health Club – AP AP(2) AP(2) AP
Food, Beverage Sales
Convenience Store, no
Alcohol Sales
– ZC(4) ZC ZC ZC
Convenience Store, with
Alcohol Sales
– UP UP – UP CDC 18.200.040, Alcoholic
beverage sales
Grocery Store – ZC(4) ZC ZC ZC
Liquor Store – – UP – UP CDC 18.200.040, Alcoholic
beverage sales
Hotel, Motel – UP UP UP UP
Maintenance Services
Office with No Outdoor
Storage or Activities
– – – ZC –
Office with Outdoor
Storage or Activities
– – – AP –
Nursery, Preschool, Childcare UP UP UP AP AP CDC 18.200.050, Child day care facilities

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Business Park and Industrial Uses
Auto Wrecking, Dismantling Yard – – – – –
Contractors, Special Trade
Cabinet Shop – – – ZC –
Contractor Office,
No Outdoor Storage
ZC ZC – ZC –
Contractor Yard,
with Outdoor Storage
– – – ZC –

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– – AP –
Warehouse Show Room with
Assembly and Sales
– – – ZC –
Media Production Facility ZC ZC – ZC –
Storage
Hazardous Materials – – – – –
Self-Storage Facility, Mini-
Storage
– – – UP –
Vehicle – – – UP –
Towing Services – – – UP –
Warehouse, No Outdoor Storage – – – ZC –
Warehouse, with Outdoor
Storage
– – – ZC –
Wholesaling, Distribution – – – AP –

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Public/Quasi-Public and Recreational Uses
Airport – – – – –
Ambulance Service – UP – AP –
Cannabis Uses
Commercial Cultivation – – – – –
Distribution (Type 11) – – – – –
Distribution Transport Only
(Type 13)
– – – – –
Indoor
Personal Cannabis Cultivation
ZC ZC ZC ZC ZC Up to six plants per residence,
pursuant to state law
Industrial Hemp Cultivation – – – – –
Manufacturing – – – – –
Microbusiness – – – – –
Non-Storefront Retail – – – – –
Storefront Retail – – – – –
Testing Laboratory – – – – –
Cemetery, Columbarium,
Mausoleum
– – – – –
Conference, Convention Facility UP – – – UP
Cultural Institution – UP UP UP UP
Emergency and Homeless
Shelter
– – – – – CDC 18.200.070, Emergency
shelter and homeless shelters
Low Barrier Navigation
Center
ZC,
UP(7)
ZC,
UP(7)
ZC, UP(7) – – California Government Code
Section 65660 et seq.

Farmers’ Market – – UP UP UP
Funeral Parlor, Mortuary – – UP UP UP

Page 99 of 397 ends

Table 18.40.020
Office and Commercial Districts
Allowed Uses and Permit Requirements
ZC = Permitted Use, Zoning
Clearance
AP =
Administrative Permit Required
MP = Minor Use Permit Required
UP = Use Permit Required
6409 = Section 6409 Application
– = Use Not Allowed
Land Use Classifications Permit Required by District Additional Requirements CO CMX NC SC RC Government Office ZC ZC ZC ZC ZC
Heliport – – – – –
Library ZC ZC(2) ZC(2) ZC(2) ZC
Medical
Hospital, Medical Center – – – – –
Medical Services Facility AP – AP(2) AP(2) –
Nursing Facility/Extended
Care
– UP UP UP –
Urgent Care Facility AP AP(4) AP(2) AP AP
Meeting Facility, Public/Private UP UP UP UP UP
Military – – – – –
Parking Facility AP – AP AP AP
Public Maintenance and Service
Facility
– – – AP –
Recreational Facilities
Bingo Hall – – – – UP
Commercial Recreation,
Indoor
– AP(4) AP UP ZC
Golf Course, Country Club – – – – – CDC 18.200.130, Mechanical and electronic games
Park and Recreation Facility – – – – –
Residential Recreation Facility – AP(5) – – –
Sports and Entertainment,
Assembly
– – UP – UP CDC 18.200.080,
Entertainment uses
Sports and Recreation Facility – – UP – UP CDC 18.200.130, Mechanical and electronic games
Recycling Facilities

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AP AP AP AP AP
Social Services Facility UP UP UP UP –
Theater, Auditorium – UP UP – UP CDC 18.200.130, Mechanical and electronic games
Utility Facility, Transmission
Towers
– – ZC ZC ZC
Wireless Communications
Facility
AP, MP
or
6409
AP, MP
or
6409
AP, MP
or 6409
AP,
MP
or
6409
AP,
MP
or
6409
Chapters 18.205 and 18.207 CDC
Residential Uses
Bed and Breakfast Inn – UP – – –
Dwelling, Dwelling Unit, Housing Unit
Single-Family, Detached ZC – – – –
Single-Family, Detached –
Small Lot Subdivision
UP UP – – –

Single-Family, Attached ZC ZC – – – Chapter 18.152 CDC, Objective Design Standards; Chapter

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18.120, Affirmatively Furthering
Fair Housing Overlay District
Duplex ZC ZC – – – Chapter 18.152 CDC, Objective
Design Standards
Multifamily ZC(8),UP ZC(8),UP ZC(8),UP(1) – – Chapter 18.152 CDC, Objective Design Standards; Chapter

18.120, Affirmatively Furthering
Fair Housing Overlay District
Family Day Care Home (14 or
fewer children)
ZC(5) ZC(5) ZC(5) – –
Group Housing UP UP – – –
Home-Based Business – ZC(5), AP ZC(2), AP – – CDC 18.200.100, Home-based businesses
Live/Work Unit – ZC(5) – – – CDC 18.200.110, Live/work or work/live units
Mixed-Use Projects ZC(9),UP ZC(9),UP ZC(9),UP – – Chapter 18.152 CDC, Objective Design Standards
CDC 18.200.140, Mixed-use
projects; Chapter 18.120,
Aﬃrmatively Furthering Fair
Housing Overlay District
Mobile Home Park – – – – –
Residential Care Facility, Small ZC(5) ZC(5) – – –
Residential Care Facility, Large – MP – – –
Residential Facility for Seniors,
Assisted Living
– UP UP – –
Supportive Housing ZC,
UP(7)
ZC,
UP(7)
ZC(1),
UP(7)
– – California Government Code
Section 65650 et seq.

Transitional Housing,
Multifamily
UP UP UP(1) – –

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Open Space and Agricultural Uses
Companion Animal, Horses,
Fowl
– – – – –
Community Garden AP AP AP AP AP
Crop Production, Orchard,
Vineyard

ZC ZC ZC ZC ZC
Livestock, Grazing – – – – –
Mining and Quarrying – – – – –
(1) Not allowed on ground floor.
(2) Allowed to occupy up to 20 percent gross area of shopping center or multi-tenant building or 20 percent street frontage of one building.
(3) No outdoor facilities, storage, or activities are allowed. (4) Requires a minimum lot size of 10,000 square feet. (5) Allowed with residential use only.
(6) A facility which exceeds 3,000 square feet.
(7) Use permit required for any facility that does not meet the requirements of the referenced article of the California Government Code.
(8) Zoning clearance required for multifamily projects when a project is located entirely on a parcel or parcels listed in the current housing element sites inventory that conform to objective development standards and Chapter 18.152 CDC (Objective Design Standards).

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(9) Zoning clearance required for mixed-use projects when a project is located entirely on a parcel or parcels listed in the current housing element sites inventory, with at least two-thirds of the total square footage designed for residential use, and that conform to objective development standards and Chapter 18.152 CDC (Objective Design Standards).
[Ord. 24-7 § 7 (Exh. D); Ord. 24-6 § 8 (Exh. D); Ord. 24-5 § 7 (Exh. D); Ord. 21-2 § 5 (Exh. E); Ord. 20-4 (Exh. B); Ord. 19-5 § 1 (Exh. D); Ord. 18-3 § 7 (Exh. A); Ord. 17-13 § 3 (Exh. A); Ord. 17-11 § 3 (Exh. 8); Ord. 17-5 § 2 (Exh. I); Ord. 17-2 § 2 (Exh. F); Ord. 15-8 § 3 (Exh. B); Ord. 14-6 §§ 3, 4; Ord. 13-5; Ord. 12-5; Ord. 12-4. DC 2012 § 122- 131].

18.40.030 Table 18.40.030 – Office and commercial districts – Development standards.

Subdivisions, new uses and structures, and alterations to existing uses and structures shall be designed, constructed, and established in compliance with the requirements specified in Table

18.40.030. Additional requirements may apply pursuant to Division IV (Development Standards) and Division V (Standards for Specific Uses) of this title..

Table 18.40.030
Office and Commercial Districts
Development Standards(1)
Standards CO(4) CMX(4) NC(4)(5) RC SC Additional Standards Density (du/net acre)
minimum/maximum
11 –
40 11 – 40 24
max**
NA NA **Residential uses not allowed
on ground floor.

Floor Area Ratio (FAR)
(maximum)

1.0 1.0 0.35 0.5 0.8
Lot Area (square feet)
minimum
10,000 10,000 10,000 80,000* 10,000 Smaller lots may be approved with a use permit
Lot Width (feet)
minimum
100 100 100 100 100 Reduced dimensions may be
allowed subject
to use permit approval Lot Depth (feet)
minimum
100 100 100 200 100
Building Height (feet)
maximum (3)
30 30 40 50 35 Additional height may be allowed
with a use permit
Setbacks (feet) minimum (1, 2)
Front 10 5 5 15 15 Reduced setbacks may be allowed
subject to use permit approval Corner Side 10 10 10 10 10

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Table 18.40.030
Office and Commercial Districts
Development Standards(1)
Standards CO(4) CMX(4) NC(4)(5) RC SC Additional Standards Interior Side, Rear 5 None required unless adjacent to an R district or residential use in CMX.

See CDC 18.150.180 (Transitional requirements) for buildings up to 30 feet in height.

Open Space/Unit
(square feet) minimum
See CDC 18.150.100, Open space and recreational facilities for residential developments, and Chapter 18.155 CDC, Standards for Small Lot and Medium Density Development
(1) Additional requirements may apply pursuant to Chapter 18.155 CDC (Standards for Small Lot and Medium Density Development) and Division V of this title (Standards for Specific Uses). Lot area, width, depth and setback limits listed here may not apply if a site in CO, CMX, or NC is subdivided into multifamily fee simple/condominium units or small residential lots.
(2) Measured from property line to the face of building or to a structure. (3) Consistent with transitional requirements (See CDC 18.150.180). (4) Standard does not apply to small, independent parcels corresponding to individual dwellings within a larger multifamily residential, mixed-use, or townhome development. (5) Additional requirements may apply pursuant to Chapter 18.120 CDC (Affirmatively Furthering Fair Housing Overlay District).
[Ord. 12-5; Ord. 12-4. DC 2012 § 122-132].

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18.410.030 Review and decision.

A. A zoning clearance will only be determined when the planning division has received all information required to ﬁnd that the request complies with all development code provisions applicable to the proposed use or structure.

B. When the planning division determines that a new or expanded proposed structure is in conformance with applicable standards, the zoning clearance determination may be documented by a stamp, city staƯ signature, or other oƯicial notation on approved plans, or other certiﬁcation. If there is no business license or other permit required, no additional documentation is required for a zoning clearance determination.

C. The Planning Division may attach to any zoning clearance for any proposed use or structure generally applicable conditions of approval which are set by the Planning Manager eƯective at the time of project application or required to bring the project into compliance with objective standards.

DC. A zoning clearance determination may be requested in writing in accordance with Chapter 18.10 CDC (Title, Purpose, Applicability, and Interpretation) and appealable in accordance with Chapter 18.510 (Appeals and Calls for Review). [Ord. 24-7 § 7 (Exh. M); Ord. 13-5; Ord. 12-4. DC 2012 § 122-889].

Exhibit D to Attachment 2

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Exhibit E to Attachment 2

Chapter 18.120
Affirmatively Furthering Fair Housing Overlay District

Sections:

18.120.010 Purpose.

18.120.020 Deﬁnitions.

18.120.030 Affirmatively Furthering Fair Housing Overlay District created.

18.120.040 Applicability.

18.120.050 Allowed uses and permit requirements.

18.120.060 Development standards.

18.120.070 Review authority.

18.120.080 Relationship with Density Bonus Law and other laws.

18.120.010 Purpose.

The Affirmatively Furthering Fair Housing Overlay District (AFFH Overlay District) implements Objective 8.6 of Program 8, Fair Housing, from the City’s 2023-2031 Housing Element. In response to California Assembly Bill 686 (Housing discrimination: affirmatively furthering fair housing, 2018), the program aims to increase housing supply, choices, and affordability in higher-resource neighborhoods of the City.

This chapter establishes the properties subject to the AFFH Overlay District, permitted land uses, permit requirements, and development and design standards.

The AFFH Overlay District is applied to speciﬁc properties within the City’s higher resource areas appropriate for a variety of residential housing types, with a density ranging from 20 to 60 units per net acre, such as small lot single-family dwellings, townhomes, row houses, cluster housing, apartments, and condominiums.

18 .120.020 Deﬁnitions.
“By-right development review” shall mean that the City’s review of the housing development project does not require a conditional use permit, planned

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unit development permit, or other discretionary review or approval that would constitute a “project” for purposes of Division 13 (commencing with Section 21000) of the California Public Resources Code. Any subdivision of sites shall be subject to the Subdivision Map Act, CMC Title 17, and all provisions in this title pertaining to minor and major subdivisions.

“Housing development project” has the same meaning as deﬁned in Government Code Section 65589.5(h), or successor statue, and as may be amended.

18 .120.030 AFFH Overlay District created.

The following AFFH Overlay District is hereby created, which shall overlay any underlying zoning district or districts as depicted in Figure 18.120.030(A) and further described in Table 18.120.030(A).

Figure 18.120.030(A) – AFFH Overlay District

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The properties, or portions of properties, that shall be subject to the AFFH Overlay District are limited to their acreage, conﬁguration, and boundaries as set forth in Figure

18.120.030(A) and Table 18.120.030(A) as of the effective date hereof.

Table 18.120.030(A) - Properties Subject to AFFH Overlay District Address Assessor’s Parcel Number Acreage
5100 Clayton Road 133-111-010 8.0*
5280 Clayton Road 120-081-057 0.4950
5288 Clayton Road 120-081-078 0.7569
5350 Clayton Road 120-081-018 0.5746
5354 Clayton Road 120-081-075 0.5461
5356 Clayton Road 120-081-076 1.261
5358 Clayton Road 120-081-058 0.5047
780 Oak Grove Road 134-400-002 12.87*
* Limited to a total of 600 units for the purposes of AFFH Overlay District regardless of the net developable acreage.

18.120.040 Applicability.

This chapter shall apply only to housing development projects on properties or portions of a property located in the AFFH Overlay District (Figure 18.120.030(A) and Table

18.120.030(A)).

18.120.050 Allowed uses and permit requirements.

The AFFH Overlay District land use classiﬁcations shall be those of the underlying zoning district, except for housing development projects as noted in this section.

A. Allowed Uses.

1. Single-Family, Attached.

2. Multifamily.

B. Prohibited Uses. The following uses shall be prohibited:

1. Single Family, Detached

2. Single-Family, Detached - Small Lot Subdivision

3. Duplex
C. Zoning Clearance and by-right development review.

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1. To qualify for zoning clearance and by-right development review, a proposed housing development project shall satisfy the following conditions:
a. Located entirely on a property or properties within the AFFH Overlay District as shown on the map in Figure 18.120.030(A) and in Table 18.120.030(A). b. Comply with the City’s Objective Design Standards set forth in Chapter

18.152 Objective Design Standards.
c. Comply with all applicable standards and other provisions of the CMC. d. Is not a small-lot subdivision pursuant to CMC Chapter 18.155.

D. Ground ﬂoor. Residential uses meeting the standards of this chapter shall be allowed on the ground ﬂoor.

E. Exceptions. Housing development projects shall be subject to a use permit when any of the following apply:

1. The project is not located entirely within the AFFH Overlay District;

2. The project is not in conformance with all objective design standards; or

3. The applicant requests a deviation or exception from any objective development standard as allowed by the Concord Municipal Code.

18.120
.060 Development standards.

Housing development projects shall be designed, constructed, and established in compliance with the following development standards.

A. Minimum and maximum density.

1. Minimum density. All housing development projects shall comply with the minimum residential density requirements described in this section regardless of the density in the underlying zoning district. Any housing development project not providing the minimum required residential density shall be prohibited.

2. Density range. All housing development projects shall provide a density of at least twenty (20) units per net acre, and not more than sixty (60) units per net acre.

3. Transportation Demand Management (TDM). All housing development projects shall submit, with their development application, a TDM plan to reduce vehicle miles traveled which must include all of the following:
a. New Resident Welcome Packet. Provide new residents or owners with packet including transit maps, bike routes, transit pass information, and TDM information.
b. Enhanced Pedestrian Access. Ensure direct, ADA-compliance sidewalk connectivity to the two closest transit stops.

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c. Electric Vehicle (EV) Infrastructure. Install EV-ready conduit for at least 25% of the required parking and provide EV chargers for at least 10% of the required parking.

4. Exceptions.
a. The property deﬁned in Exhibit A to Ordinance No 25-XX, which has an address at the time of adoption of 780 Oak Grove Road, is limited to a total 600 units for the purposes of AFFH Overlay District regardless of the net developable acreage.
b. Property divided by AFFH Overlay District boundaries. The provisions of CMC Section 18.15.040, but not including subsection C, shall apply to any housing development project located partially within the AFFH Overlay District. The following standard shall apply in lieu of CMC Section 18.15.040(C):

If a housing development project is not entirely located within the AFFH Overlay District, then the total number of dwelling units and maximum ﬂoor area may be distributed to portions of the area located outside of the AFFH Overlay District, but not vice versa. In no event shall the density and intensity exceed those set forth in this chapter.

Table 18.120.060(A). AFFH Overlay District Development Standards(1)(2) Standard AFFH Overlay District Additional Standards
Density (du/net acre)
minimum/maximum
20 – 60
Floor Area Ratio, Non-
Residential and Mixed-
Use Projects
As allowed in the underlying
zoning district

Lot coverage 70%
Lot Area (square feet)
minimum
5,000
Lot Width (feet)
minimum
50 Lot Depth (feet)
minimum
100
Building Height (feet)
maximum
40 Setbacks (feet) minimum
Front 10
Corner Side 10
Interior Side, Rear 10 See CMC 18.150.180 (Transitional requirements).

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Standard AFFH Overlay District Additional Standards
Open Space/Unit (square
feet) minimum
200 See CMC 18.150.100, Open space and
recreational facilities for
residential developments.
(1) Chapter 18.152 CMC, Objective Design Standards.
(2) Additional requirements may apply pursuant to Chapter 18.155 CMC (Standards for Small Lot and Medium Density Development) and Division V of this title (Standards for Specific Uses). Lot area, width, depth, and setback limits listed here do not apply if a site is subdivided into multifamily fee simple/condominium units or small residential lots.

18.120
.070 Review authority.

The planning division shall be the review authority for housing development projects pursuant to this chapter, except for small lot housing development projects, which shall be processed pursuant to CMC Chapter 18.155.

The planning division may deny or approve housing development projects with generally applicable conditions of approval which are set by the planning manager effective at the time of project application or required to bring the project into compliance with objective standards. The planning division may refer the application to the design review board, zoning administrator, or planning commission for review on compliance with objective standards.

18.120.080 Relationship with Density Bonus Law and other laws.

A. Eligibility for Density Bonus Law waivers, incentives and concessions, the City’s Affordable Housing Incentive Program and the Affordable Housing Overlay District shall not be limited by the applicability of this chapter.

B. Subdivision Regulations. CMC Title 17 establishes regulations for the subdivision of land. Where conﬂict exists between the AFFH Overlay District and the provisions of CMC Title 17, the provisions of CMC Title 17 shall control.

C. In the event of a conﬂict between the standards set forth in the AFFH Overlay District and the underlying zoning district, the provisions in this chapter shall control for a housing development project.

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72307 ALTA Loan Policy (6/17/06) 2
Copyright American Land Title Association. All rights reserved. The use of this Form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association.

LEGAL DESCRIPTION
ASSESSOR PARCEL NO. 134-400-002

THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF CONCORD, IN THE COUNTY OF CONTRA COSTA, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS:

PARCEL ONE:

PARCEL "B", AS SHOWN ON THE PARCEL MAP, M.S. #33-69, FILED DECEMBER 23, 1969, IN BOOK 11 OF PARCEL MAPS, AT PAGE 28, CONTRA COSTA COUNTY RECORDS, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:

BEGINNING AT A POINT IN THE SOUTHEASTERLY BOUNDARY OF TREAT LANE, (100 FEET WIDE) SAID POINT ALSO BEING A COMMON CORNER OF PARCEL "A" AND PARCEL "B" AS SAID PARCELS ARE SHOWN ON THE AFORESAID PARCEL MAP.

THENCE, ALONG THE SOUTHEASTERLY BOUNDARY OF TREAT LANE, NORTH 50°21'53"EAST, 531.33 FEET.

THENCE, SOUTH 39°37'59"EAST, 764.82 FEET.

THENCE, SOUTH 50°25'23"WEST, 818.89 FEET TO A POINT IN THE NORTHEASTERLY BOUNDARY OF OAK GROVE ROAD (84 FEET WIDE) AS SHOWN ON AFORESAID PARCEL MAP.

THENCE, ALONG THE NORTHEASTERLY BOUNDARY OF OAK GROVE ROAD, NORTH 35°10'07"WEST, 302.05 FEET.

THENCE, NORTH 33°15'34"WEST, 231.31 FEET TO A COMMON CORNER AT PARCEL "A" AND PARCEL "B".

THENCE, ALONG A CURVE, SAID CURVE BEING THE COMMON BOUNDARY OF PARCEL "A" AND PARCEL "B", DEFLECTING TO THE LEFT, HAVING A RADIUS OF 248.50 FEET FROM A TANGENT BEARING, NORTH 48°08'17"EAST, THROUGH A CENTRAL ANGLE OF 84°14'07", AND ARC DISTANCE OF 365.34 FEET TO THE POINT OF BEGINNING.

PARCEL TWO:

A RIGHT OF WAY (NOT TO BE EXCLUSIVE) AS AN APPURTENANCE TO PARCEL ONE ABOVE, FOR USE

AS A ROADWAY FOR VEHICLES OF ALL KINDS, PEDESTRIANS AND ANIMALS, FOR WATER, GAS, OIL,

AND SEWER PIPE LINES, AND FOR TELEPHONE, ELECTRIC LIGHT AND POWER LINES, TOGETHER WITH

THE NECESSARY POLES OR CONDUITS, TO CARRY SAID LINE OVER, UNDER AND UPON A STRIP OF LAND 8.5 FEET IN WIDTH, THE SOUTHEASTERLY, EASTERLY AND NORTHEASTERLY LINE OF WHICH IS

THE ENTIRE SOUTHEASTERLY, EASTERLY AND NORTHEASTERLY LINE OF THE PARCEL OF LAND

FIRSTLY DESCRIBED IN THE DEED FROM FIRST TREAT LANE INVESTORS TO HUMBLE OIL & REFINING COMPANY, RECORDED NOVEMBER 17, 1969, IN BOOK 6005 OF OFFICIAL RECORDS, AT PAGE 245.

APN: 134-400-002
Exhibit G to Attachment 2

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100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | (925) 930-7100 | Fax (925) 933-7090 www.fehrandpeers.com
Memorandum
Date: October 24, 2025
To: Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
From: Bill Burton, PE, and Grace Chen, Fehr & Peers
Subject: Concord AFFH Vehicle Miles Traveled Analysis
WC24-4067
This technical memorandum presents vehicle miles traveled (VMT) analysis results for the preferred Concord Affirmatively Furthering Fair Housing Rezoning Project (AFFH) rezoning alternative in Concord, California. This memorandum documents the results of the project’s VMT assessment. A separate intersection level of service analysis was also prepared to document potential project effects on local traffic delay.

Project Description
The project would develop 2,412 additional multi-family residential units on 20 parcels comprising seven unique sites in the City of Concord. For VMT analysis purposes, parcels in the same traffic analysis zones (TAZs) within the CCTA travel demand model were aggregated into one site. Table 1 shows the maximum number of potential new multi-family dwelling units on each site, and Figure 1 illustrates the housing site’s locations.

VMT Analysis Method
Concord’s City Council adopted VMT screening criteria and thresholds on July 14, 2020. In addition, the City Guidelines state that projects not screened out are required to complete a VMT analysis using the CCTA travel demand model to determine if there would be a VMT impact. The impact analysis includes two types of VMT, depending on the land use:

Attachment 3

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ARBORETUM
AND

NATURE PARK

MARKHAM
PARK

COMMUNITY

NEWHALL

OPEN SPACE

L I M E R I D G E

S C H O O L

VALLEY HIGH

YGNACIO

S C H O O L

CHARTER HIGH
VALLEY

C L AY T O N

EAST BAY

UNIVERSITY
STATE

CALIFORNIA
Clayton
6 8
2 1
3 18
16 Project Sites
Figure 1
Site Number
...\Graphics\Figures\WC24-4067_1_AFFH Sites
#

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 3 of 6 ends

Table 1: Dwelling Units Per Site
Site ID APN Multi-Family
Dwelling Units
Site 1 133-111-010 471
Site 2 120-081-018, 120-081-057, 120-081-058, 120-081-075, 120-081-076, 120-081-078 248
Site 3 133-150-009, 133-150-108, 133-150-118,133-150-119, 133-150-120, 133-150-121, 133-150-122, 133-150-123, 133-150-124 617
Site 6 145-070-030 180
Site 8 134-400-002 780
Site 16 117-090-040 60
Site 18 117-170-017 56
Total 2,412
Source: Raimi + Associates, 2025

1. Project-generated VMT, expressed in per capita terms. This tracks the total number and distance of each trip related to the project divided by the relevant metric. For residential projects, this would be per resident.

2. Project effect on VMT looks at how the project would change the total VMT within the study area. This VMT applies the “boundary method,” which captures all VMT within a defined geographic boundary. This VMT captures the project’s overall influence on the VMT generation of surrounding land uses.

The VMT analysis should be conducted for the following scenarios:
• Baseline Year Conditions typically reflects the year when the project Notice of Preparation (NOP) is issued
• Cumulative Conditions evaluates the project’s long-term effect on VMT The City Guidelines provide the following threshold of significance relative to VMT for residential projects:
• 15% below the regional baseline Bay Area average for home-based VMT per resident VMT Results
To conduct the VMT assessment, the CCTA travel demand model was used to estimate average daily VMT for the following scenarios:
• Baseline (2024) Plus Project Conditions

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 4 of 6 ends

• Cumulative (2040) Plus Project Conditions
This section evaluates the project’s VMT impact on the surrounding transportation system.

Baseline VMT Results
Per City Guidelines, daily home-based VMT per resident was used to evaluate project-generated VMT. The baseline weekday daily average home-based VMT per resident for the project sites and the Bay Area Region are presented in Table 2. The average VMT per resident of the project sites ranges from 12.6 to 15.9, with an all sites combined result of 14.6. The baseline VMT for each of the sites and for all sites combined is above the applicable standard of 11.2 miles of travel per resident (which represents 85% of the regional average).

Table 2: Baseline Home-Based VMT per Resident
Site Number Home-Based VMT/Resident
(2024) Versus Threshold
Site 1 15.1 +3.9 (35%)
Site 2 15.4 +4.2 (38%)
Site 3 14.2 +3.0 (27%)
Site 6 12.8 +1.6 (14%)
Site 8 12.6 +1.4 (13%)
Site 16 15.8 +4.6 (41%)
Site 18 15.9 +4.7 (42%)
All Sites Combined 14.6 +3.4 (30%)
Bay Area Region 13.1
Threshold
(85% Bay Area Region) 11.2
Source: CCTA Travel Demand Model, Fehr & Peers, 2025.

Table 3 presents the results of the project’s effect on total Citywide VMT in the baseline scenario.

The VMT per service population at the citywide level was calculated to be 10.3 under the Baseline No Project scenario and 10.1 under the Baseline Plus Project scenario.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 5 of 6 ends

Table 3: Baseline Citywide Total VMT per Service Population Scenario Total VMT Service Population1 Total VMT/Service Population
2024 No Project 1,969,348 191,315 10.3
2024 Plus Project 1,991,380 196,232 10.1
1 Service population includes all residents and employees within the city.

Source: CCTA Travel Demand Model, Fehr & Peers, 202

5. Cumulative VMT Results
The cumulative weekday daily average home-based VMT per resident for the project sites and the Bay Area Region are presented in Table 4. Similar to the baseline year results, the cumulative VMT for each of the sites and for all of the sites combined exceeds the 10.8 home-based VMT per resident threshold.

Table 4: Cumulative Home-Based VMT per Resident
Site Number Home-Based VMT/Resident
(2040) Versus Threshold
Site 1 14.3 +3.5 (32%)
Site 2 14.7 +3.9 (36%)
Site 3 13.4 +2.6 (24%)
Site 6 12.2 +1.4 (13%)
Site 8 12.0 +1.2 (11%)
Site 16 14.5 +3.7 (34%)
Site 18 14.5 +3.7 (34%)
All Sites Combined 13.7 +2.9 (27%)
Bay Area Region 12.7
Threshold
(85% Bay Area Region) 10.8
Source: CCTA Travel Demand Model, Fehr & Peers, 2025.

Table 5 presents the results of the project effect on cumulative Citywide VMT. The VMT per service population at the citywide level was calculated to be 9.4 under the Cumulative No Project scenario and 9.3 under the Cumulative Plus Project scenario.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Table 4: Cumulative Citywide Total VMT per Service Population Scenario Total VMT Service Population1 Total VMT/Service Population
2040 No Project 2,418,375 256,545 9.4
2040 Plus Project 2,440,857 261,462 9.3
1 Service population includes all residents and employees within the city.

Source: CCTA Travel Demand Model, Fehr & Peers, 202

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100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | (925) 930-7100 | Fax (925) 933-7090 www.fehrandpeers.com
Memorandum
Date: October 24, 2025
To: Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
From: Bill Burton, PE, RSP, Fehr & Peers
Subject: Concord AFFH – Intersection Level of Service Analysis WC24-4067.00
This technical memorandum presents the intersection level of service (LOS) analysis results for the preferred Concord Affirmatively Furthering Fair Housing (AFFH) Rezoning Project in the City of Concord, California. This memorandum documents the project’s potential effects on local intersection delays and operations. A separate assessment of the project’s potential effects related to vehicle miles traveled (VMT) has been prepared and submitted under separate cover.

Project Description
The project rezones select properties in higher resource neighborhoods to allow multi-family development. The project would allow the development of up to 2,412 additional multi-family residential units on 20 parcels comprising seven unique sites in the City of Concord. Table 1 shows the maximum number of potential new multi-family dwelling units on each site, and Figure 1 illustrates the housing site locations.

Attachment 4

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ARBORETUM
AND

NATURE PARK

MARKHAM
PARK

COMMUNITY

NEWHALL

OPEN SPACE

L I M E R I D G E

S C H O O L

VALLEY HIGH

YGNACIO

S C H O O L

CHARTER HIGH
VALLEY

C L AY T O N

EAST BAY

UNIVERSITY
STATE

CALIFORNIA
Clayton
1 2
3 4
5 6
7 8
9 10
Site 6Site 6 Site 8Site 8
Site 3Site 3
Site 1Site 1 Site 18Site 18
Site 16Site 16
Site 2Site 2
...\Graphics\Figures\WC24-4067_1_StudyArea
Project Study Area
Study Intersection
Concord AFFH Project Site Number
Figure 1
#
Site #Site #

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Table 1: Dwelling Units Per Site
Site ID Assessor’s Parcel Number Multi-Family
Dwelling Units
Site 1 133-111-010 471
Site 2 120-081-018, 120-081-057, 120-081-058, 120-081-075, 120-081-076, 120-081-078 248
Site 3 133-150-009, 133-150-108, 133-150-118,133-150-119, 133-150-120, 133-150-121, 133-150-122, 133-150-123, 133-150-124 617
Site 6 145-070-030 180
Site 8 134-400-002 7801
Site 16 117-090-040 60
Site 18 117-170-017 56
Total 2,412

1. 300 multi-family residential units currently exist on this site. With the project’s proposed rezoning a total of 780 units could be developed on the site. Thus, the analysis focuses on the amount of additional traffic that would be added by 480 units.

Source: Raimi + Associates, 2025.

Study Locations and Data Collection
The following study intersections, shown in Figure 1, were selected based on a review of the project location, estimates of the added project traffic, and locations of planned roadways in the area:

1. Treat Boulevard/Oak Grove Road

2. Ygnacio Valley Road/Cowell Road/Montecito Drive

3. Ygnacio Valley Road/Ayers Road/Campus Drive

4. Ygnacio Valley Road/Kirker Pass Road/Clayton Road

5. Ayers Road/Clayton Road

6. Ayers Road/Concord Boulevard

7. Bailey Road/Concord Boulevard

8. Bailey Road/Clayton Road

9. Treat Boulevard/Denkinger Road/Clayton Road

10. Treat Boulevard/Cowell Road
Weekday morning (7 to 9 AM) and evening (4 to 6 PM) peak period intersection turning movement counts were collected at the study intersections during February 2025 when schools were in session. Appendix A provides traffic count data collection worksheets.

Signal timing data was provided by the City of Concord. Field observations took place to confirm existing signal timing, traffic patterns, queue lengths, lane geometries, bicycle facilities, and

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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pedestrian facilities at the study locations to inform the existing baseline conditions. All study intersections are controlled by traffic signals.

Analysis Methods and Parameters
The operations of roadway facilities are described with the term “level of service” (LOS), a qualitative description of traffic flow from a vehicle driver’s perspective based on factors such as speed, travel time, delay, and freedom to maneuver. Traffic operations at signalized intersections were evaluated for vehicles using methods developed by the Transportation Research Board (TRB), as documented in the Highway Capacity Manual, 6th Edition (HCM 6th Edition), using the analysis software Synchro 12.0. The HCM method calculates control delay at an intersection based on inputs such as traffic volumes, lane geometry, signal phasing and timing, pedestrian crossing times, and peak hour factors. Control delay is defined as the delay directly associated with the traffic control device (i.e., a stop sign or a traffic signal) and specifically includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The relationship between LOS and control delay is summarized in Table 2 for signalized intersections.

Table 2: Signalized Intersection LOS Criteria
LOS Description Delay in
Seconds
A
Progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
< 10.0
B Progression is good, cycle lengths are short, or both. More vehicles stop than with LOS A, causing higher levels of average delay. > 10.0 to 20.0 C
Higher congestion may result from fair progression, longer cycle lengths, or both.

Individual cycle failures may begin to appear at this level, though many still pass through the intersection without stopping.
> 20.0 to 35.0
D
The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.
> 35.0 to 55.0
E
This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. > 55.0 to 80.0
F
This level is considered unacceptable with oversaturation, which is when arrival flow rates exceed the capacity of the intersection. This level may also occur at high V/C ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to such delay levels. > 80.0
Source: Highway Capacity Manual 6th Edition (Transportation Research Board).

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Level of Service Policies
The study incorporates level of service thresholds outlined in the 2030 Concord General Plan .

Additional specifics regarding violations of the city’s intersection levels of service policies are provided in the City of Concord Interim Draft Transportation Impact Analysis Guidelines (November 2020). The guidelines include the following thresholds:
“Addition of project traffic causes a signalized intersection to 1) operate beyond the LOS Standard identified in the General Plan; or 2) adds five or more second of delay to intersections already operating beyond the level of service standard under the comparable ‘no project’ scenario.”
As described in the 2030 Concord General Plan, LOS D is identified as the acceptable operations threshold for roadway segments. For roadways that include the city’s transit routes, defined as having two or more bus transit lines, the acceptable operation is LOS E.

Study Scenarios
The following scenarios were evaluated for the weekday AM and PM peak hours:
• Existing – Existing conditions based on traffic counts at the study locations. • Existing plus Project – Existing conditions with the addition of traffic expected to be generated by the project.
• Cumulative – Forecasts for the cumulative scenario are based on forecasts from the Contra Costa Transportation Authority (CCTA) regional travel demand model, which has a horizon year of 2040. The model reflects traffic conditions expected to prevail on buildout of the City’s General Plan.
• Cumulative plus Project – Cumulative forecasts plus traffic expected to be generated by the project.

Project Trip-Making Characteristics
Trip Generation
Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Estimates are created for the daily condition and for the peak one-hour period during the morning and evening commute period when traffic volumes on adjacent streets are typically the highest. Project trip generation was estimated using rates and equations from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition).

The ITE land use code for Multifamily Mid-Rise Housing (code 221) was used to calculate the project’s anticipated trip generation. These estimates are presented in Table 3. Based on these

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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assumptions, the project is expected to generate approximately 9,748 daily vehicle trips, including 848 morning peak hour trips and 825 evening peak hours trips spread across the seven sites as outlined in Table 3.

Table 3: Project Trip Generation
Site
ID Land Use ITE Code
Quantity
(Dwelling
Units)
Daily
Weekday Trip Generation
AM Peak Hour PM Peak Hour
In Out Total In Out Total
1 Multifamily
Mid-Rise
Housing
221
471 2,200 45 151 196 112 72 184
2 248 1,136 22 75 97 59 38 97
3 617 2,896 60 200 260 147 94 241
6 180 812 16 52 68 43 27 70
8 4801 2,243 46 154 200 114 73 187
16 60 240 3 11 14 14 9 23
18 56 221 3 10 13 14 9 23
Total 9,748 195 653 848 503 322 825
Notes:

Source: ITE Trip Generation Manual, 11th Edition; Fehr & Peers, 2025.

It should be noted that Sites 1, 2, 3 and 6 are currently occupied by various commercial businesses at varying levels of occupancy. The intersection analysis does not include any credits or trip reductions associated with the potential removal of these establishments. The proposed project rezoning would allow for the replacement or retention of retail businesses on the sites at similar sizes to those that currently exist. Site 8 is currently occupied by 300 multi-family residential units. With the project’s proposed rezoning a total of 780 units could be developed on the site. The intersection LOS analysis focuses on the amount of additional traffic that would be added by 480 units. Sites 16 and 18 are currently vacant.

Trip Distribution
Project trip distribution refers to the directions of approach and departure vehicles would take to access and leave the sites. Estimates of project trip distribution were developed based on existing travel patterns in the area, select zone analyses using the CCTA travel demand model, and the location of complementary land uses. Unique trip distributions were developed and used for each site. These are generally summarized in Table 4.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Table 4: Project Trip Distribution by Site
Location
Distribution Percentage
Site 1 Site 2 Site 3 Site 4 Site 5 Site 6 Site 7
South on Treat Boulevard 5% 5% 5% 15% 55% 55% 15%
South on Ygnacio Valley Road 17% 15% 15% 2% 8% 8% 15%
East on Oak Grove Road 1% 2% 2% 1% 8% 6% 1%
West on Oak Grove Road 2% 3% 2% 3% 20% 25% 1%
West on Cowell Road 1% 3% 2% 1% 1% 0% 1%
West on Clayton Road 30% 40% 40% 40% 1% 1% 25%
West on Concord Boulevard 30% 15% 15% 10% 1% 0% 30%
North on Bailey Road 2% 3% 3% 12% 3% 4% 2%
North on Kirker Pass Road 6% 8% 10% 4% 1% 0% 7%
East on Concord Boulevard 1% 1% 1% 2% 1% 0% 1%
East on Clayton Road 5% 5% 5% 10% 1% 1% 2%
Source: CCTA Travel Demand Model, Fehr & Peers, 2025.

Intersection Level of Service Analysis
Existing Conditions Analysis
The intersection operations results for the Existing and Existing with Project scenarios are summarized in Table 5. Appendix B provides detailed intersection analysis worksheets for Existing and Existing with Project conditions.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Table 5: Existing Conditions Intersections Operations Analysis Intersection Peak
Hour
LOS
Standard
Existing Existing with
Project
Delay
(seconds) LOS1 Delay
(seconds) LOS1

1. Treat Boulevard/Oak Grove Road
AM
E

51.3 D 55.8 E
PM 61.8 E 66.1 E

2. Ygnacio Valley Road/Cowell
Road/Montecito Drive
AM
D

36.7 D 38.4 D
PM 67.0 E 69.3 E

3. Ygnacio Valley Road/Ayers
Road/Campus Drive
AM
D

56.6 E 66.1 E
PM 32.4 C 38.7 D

4. Ygnacio Valley Road/Kirker Pass
Road/Clayton Road
AM
E

46.0 D 46.9 D
PM 45.2 D 45.9 D

5. Ayers Road/Clayton Road
AM
E

42.8 D 51.2 D
PM 33.2 C 34.4 C

6. Ayers Road/Concord Boulevard
AM
D

23.5 C 24.7 C
PM 16.0 B 16.3 B

7. Bailey Road/Concord Boulevard
AM
D

68.8 E 78.9 E
PM 33.6 C 35.5 D

8. Bailey Road/Clayton Road
AM
E

51.3 D 51.0 D
PM 50.5 D 50.6 D

9. Treat Boulevard/Denkinger
Road/Clayton Road
AM
E

58.1 E 58.9 E
PM 51.2 D 55.6 E

10. Treat Boulevard/Cowell Road
AM
E

58.0 E 59.3 E
PM 51.7 D 51.8 D
Notes:

1. Level of service per Highway Capacity Manual, 6th Edition.

Bold indicates a potential violation of the city’s level of service policies.

Source: Fehr & Peers, 2025.

As shown in Table 5, violations of the city’s LOS policies were identified at the Ygnacio Valley Road/Ayers Road/Campus Drive and Bailey Road/Concord Boulevard intersections during the AM peak hour. Both intersections were found to operate at LOS E in the AM peak hour, and the proposed project would add more than five seconds of vehicular delay.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Cumulative Conditions Analysis
The intersection operations results for the Cumulative and Cumulative with Project scenarios are summarized in Table 6. Appendix B includes detailed intersection analysis worksheets for Cumulative and Cumulative with Project conditions.

Table 6: Cumulative Conditions Intersections Operations Analysis Intersection Peak
Hour
LOS
Standard
Cumulative Cumulative with
Project
Delay
(seconds) LOS Delay
(seconds) LOS

1. Treat Boulevard/Oak Grove Road
AM
E

53.5 D 58.1 E
PM 69.9 E 73.3 E

2. Ygnacio Valley Road/Cowell
Road/Montecito Drive
AM
D

45.5 D 48.8 D
PM 88.1 F 94.0 F

3. Ygnacio Valley Road/Ayers
Road/Campus Drive
AM
D

68.4 E 76.1 E
PM 44.0 D 49.9 D

4. Ygnacio Valley Road/Kirker Pass
Road/Clayton Road
AM
E

49.2 D 50.3 D
PM 55.1 E 57.2 E

5. Ayers Road/Clayton Road
AM
E

44.3 D 52.1 D
PM 41.3 D 42.8 D

6. Ayers Road/Concord Boulevard
AM
D

35.3 D 38.2 D
PM 23.5 C 24.0 C

7. Bailey Road/Concord Boulevard
AM
D
125.6 F 134.9 F
PM 86.8 F 97.7 F

8. Bailey Road/Clayton Road
AM
E

68.1 E 67.5 E
PM 46.5 D 46.1 D

9. Treat Boulevard/Denkinger
Road/Clayton Road
AM
E

60.5 E 68.4 E
PM 56.9 E 62.7 E

10. Treat Boulevard/Cowell Road
AM
E

76.2 E 81.3 F
PM 54.9 D 55.5 E
Notes:

1. Level of service per Highway Capacity Manual, 6th Edition.

Bold indicates a potential violation of the city’s level of service policies.

Source: Fehr & Peers, 2025.

As shown in Table 6, violations of the city’s LOS policies were identified in the Cumulative plus Project scenario at the Ygnacio Valley Road/Cowell Road/Montecito Drive (PM peak hour),

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Ygnacio Valley Road/Ayers Road/Campus Drive (AM Peak Hour), Bailey Road/Concord Boulevard (AM and PM peak hours), and Treat Boulevard/Cowell Road (AM peak hour) intersections.

Intersection Improvements
To alleviate the violations of the city’s level of service policies, operational or physical improvements to the affected intersections were developed. The following improvement recommendations for the Existing with Project condition could be implemented to alleviate the identified deficiencies:
• Intersection 3: Ygnacio Valley Road/Ayers Road/Campus Drive Weekday AM peak hour traffic associated with the project would add 9.5 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling on Ayers Road turning onto Ygnacio Valley Road heading towards Walnut Creek could be implemented. The improvement would change the LOS from LOS E (delay of 66.1 seconds) to LOS E (delay of 56.0 seconds) in the Existing plus Project scenario. • Intersection 7: Bailey Road/Concord Boulevard
Weekday AM peak hour traffic associated with the project would add 10.1 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Bailey Road turning onto Concord Boulevard to travel west (towards Downtown Concord) could be implemented. The improvement would change the LOS from LOS E (delay of 78.9 seconds) to LOS D (delay of 53.0 seconds) in the Existing plus Project scenario.

The following improvement recommendations for the Cumulative with Project condition could be implemented to alleviate the identified deficiencies:
• Intersection 2: Ygnacio Valley Road/Cowell Road/Montecito Drive Weekday PM peak hour traffic associated with the project would add 5.9 seconds of delay when it is already operating beyond the LOS threshold under the cumulative “no project” scenario. To resolve this deficiency, the north-eastbound approach on Ygnacio Valley Road heading towards Clayton could be widened from two through lanes to three to decrease the delay. The improvement would change the LOS from LOS F (delay of 94.0 seconds) to LOS D (44.1 seconds) in the Cumulative plus Project scenario. • Intersection 3: Ygnacio Valley Road/Ayers Road/Campus Drive Weekday AM peak hour traffic associated with the project would add 7.7 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Ayers Road turning onto Ygnacio Valley Road heading towards Walnut

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Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Creek could be implemented. The improvement would change the LOS from LOS E (delay of 76.1 seconds) to LOS E (delay of 61.4 seconds) in the Cumulative plus Project scenario. • Intersection 7: Bailey Road/Concord Boulevard
Weekday AM and PM peak hour traffic associated with the project would add more than 5 seconds of delay when it is already operating beyond the LOS threshold under the cumulative “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Bailey Road turning onto Concord Boulevard to travel west (towards Downtown Concord) could be implemented. The improvement would change the LOS from LOS F (delay of 134.9 seconds) to LOS F (delay of 95.6 seconds) in the AM peak hour in the Cumulative plus Project scenario. In the PM peak hour, the improvement would change the LOS from LOS F (delay of 97.7 seconds) to LOS E (delay of 75.9 seconds) in the Cumulative plus Project scenario. • Intersection 10: Treat Boulevard/Cowell Road
Weekday AM peak hour traffic associated with the project would result in the intersection operating below the relevant LOS standard in the Cumulative plus Project scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Cowell Road turning onto Treat Boulevard to travel west towards Walnut Creek could be implemented. The improvement would change the LOS from a LOS F (delay of 81.3 seconds) to LOS E (76.4 seconds) in the Cumulative plus Project scenario.

Multimodal Transportation Service Objectives
To demonstrate compliance with the County’s Measure J Growth Management Program (approved by the voters of Contra Costa County in November 2004 to extend the county’s half- cent sales tax measure through 2034), the project’s effects on relevant Multimodal Transportation Service Objectives (MTSOs) were assessed. The Contra Costa Transportation Authority’s (CCTA) Technical Procedures (Final Technical Procedures – November 2022, CCTA) outline the conditions and requirements wherein MTSOs should be evaluated. As the project is located in the central portion of the County, the relevant Routes of Regional Significance (RORS) and MTSOs are described in TRANSPAC’s Final Central County Action Plan (CH2MHILL/DKS, September 2017).

The RORS affected by the project include Clayton Road, Treat Boulevard, and Ygnacio Valley Road. As the project adds 50 or more peak hour trips to some sections of these facilities, the relevant MTSOs must be assessed. At specific intersections identified in the Final Central County Action Plan along these RORS wherein the project adds 50 or more peak hour trips, levels of service need to be evaluated and compared to their relevant standard. The analysis outlined in this memorandum includes the required LOS analysis at all potentially affected locations. None of the standards identified in the Final Central County Action Plan were found to be violated. As such, the project is consistent with the requirements of the County’s Measure J Growth Management Program.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

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Please call Bill Burton at (925) 357-3381 with any questions.

Appendices
Appendix A Traffic Count Worksheets
Appendix B Intersection LOS Worksheets

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Appendix A:

Traffic Count Worksheets

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National Data & Surveying Services
Intersection Turning Movement Count
Location: Treat Blvd & Oak Grove Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1300130022102210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 13 47 24 4 63 440 32 3 17 60 28 0 47 36 11 0 825 7:15 AM 20 51 34 4 73 454 36 2 27 107 30 0 41 58 5 0 942 7:30 AM 18 89 42 13 87 421 41 1 31 146 37 0 63 80 20 0 1089 7:45 AM 27 95 86 6 106 395 28 1 22 195 39 0 49 125 20 0 1194 8:00 AM 34 83 69 7 118 360 41 1 22 183 22 0 61 148 37 0 1186 8:15 AM 27 105 66 6 123 369 43 0 17 147 27 0 54 163 47 0 1194 8:30 AM 41 111 72 7 94 361 52 2 24 129 34 0 62 166 36 0 1191 8:45 AM 34 96 67 3 88 375 54 2 25 128 34 0 52 78 26 0 1062

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 214 677 460 50 752 3175 327 12 185 1095 251 0 429 854 202 0 8683 APPROACH %'s : 15.27% 48.32% 32.83% 3.57% 17.63% 74.43% 7.67% 0.28% 12.08% 71.52% 16.39% 0.00% 28.89% 57.51% 13.60% 0.00% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 129 394 293 26 441 1485 164 4 85 654 122 0 226 602 140 0 4765 PEAK HR FACTOR : 0.787 0.887 0.852 0.929 0.896 0.940 0.788 0.500 0.885 0.838 0.782 0.000 0.911 0.907 0.745 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1300130022102210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 68 354 53 1 55 157 27 3 58 129 24 0 65 127 74 0 1195 4:15 PM 56 352 59 5 57 148 46 3 77 134 32 0 72 136 83 0 1260 4:30 PM 52 317 50 2 39 147 40 3 72 123 33 0 56 141 74 0 1149 4:45 PM 46 346 63 1 53 148 47 1 71 133 28 0 57 125 92 0 1211 5:00 PM 50 343 58 2 55 157 44 3 71 124 35 0 70 152 92 0 1256 5:15 PM 57 342 56 2 36 123 33 5 80 144 28 0 64 147 107 0 1224 5:30 PM 47 349 64 1 43 126 38 5 53 143 22 0 61 128 81 0 1161 5:45 PM 53 331 66 2 53 120 38 4 55 132 39 0 70 125 69 0 1157

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 429 2734 469 16 391 1126 313 27 537 1062 241 0 515 1081 672 0 9613 APPROACH %'s : 11.76% 74.95% 12.86% 0.44% 21.06% 60.64% 16.86% 1.45% 29.18% 57.72% 13.10% 0.00% 22.71% 47.66% 29.63% 0.00% PEAK HR : 4:15 PM 12:00 AM TOTAL
PEAK HR VOL : 204 1358 230 10 204 600 177 10 291 514 128 0 255 554 341 0 4876 PEAK HR FACTOR : 0.911 0.964 0.913 0.500 0.895 0.955 0.941 0.833 0.945 0.959 0.914 0.000 0.885 0.911 0.927 0.000 25-080045-001
2/11/2025
04:15 PM - 05:15 PM

0.9670.954 0.957 0.960 0.916
07:45 AM - 08:45 AM

0.998
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.911 0.979 0.841 0.917
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Treat Blvd Treat Blvd Oak Grove Rd Oak Grove Rd

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National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd & Cowell Rd/Montecito Dr
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1210121021101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 73 2 1 1 604 52 0 19 1 118 0 11 2 2 0 901
7:15 AM 2 2 1 2 0 305 5 5 8 4 3 0 4 3 1 1 0 7 01930 915 7:30 AM 35 109 1 0 1 507 60 0 59 5 172 0 11 14 4 0 978
7:45 AM 39 148 2 0 0 468 59 0 83 2 162 0 6 10 10 0 989
8:00 AM 63 163 4 0 7 430 129 0 77 9 92 0 17 8 7 0 1006
8:15 AM 63 146 2 0 2 333 155 0 75 21 38 0 6 8 21 0 870
8:30 AM 55 163 3 2 5 410 157 1 46 6 45 0 7 14 2 0 916
8:45 AM 4 3 1 1 7 715 3 4 3 1 3 4 1 5 5 1 4 3 07540 766

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 335 1039 24 4 26 3653 789 2 457 46 777 0 66 70 53 0 7341 APPROACH %'s : 23.89% 74.11% 1.71% 0.29% 0.58% 81.72% 17.65% 0.04% 35.70% 3.59% 60.70% 0.00% 34.92% 37.04% 28.04% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 159 540 10 0 13 1963 291 0 262 17 533 0 35 41 24 0 3888 PEAK HR FACTOR : 0.631 0.828 0.625 0.000 0.464 0.879 0.564 0.000 0.789 0.472 0.775 0.000 0.515 0.732 0.600 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1210121021101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 7 3 4 7 2 1 0 19 1 6 6 9 1 0 1 2 6 1 3 6 0 07550 1038 4:15 PM 7 1 5 5 4 402 1 6 8 8 3 0 1 1 8 7 4 1 03420 1057 4:30 PM 5 8 5 0 9 925 1 6 5 7 7 0 1 1 2 5 4 4 05040 995 4:45 PM 8 3 5 1 8 804 1 8 1 7 1 0 1 3 1 7 5 7 04830 1075 5:00 PM 59 497 11 2 2 156 77 0 126 5 45 0 7 15 4 0 1006 5:15 PM 7 5 5 1 1 1 0 17 1 7 8 7 2 0 1 3 3 1 1 4 3 02860 1057 5:30 PM 5 9 5 0 8 1 1 25 1 5 4 7 8 0 1 2 8 8 4 8 02350 1011 5:45 PM 7 4 5 4 0 923 1 4 6 6 2 0 1 1 9 1 0 4 0 05370 1020

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 552 4109 72 10 37 1314 611 0 993 66 378 0 35 46 36 0 8259 APPROACH %'s : 11.64% 86.63% 1.52% 0.21% 1.89% 66.97% 31.14% 0.00% 69.10% 4.59% 26.30% 0.00% 29.91% 39.32% 30.77% 0.00% PEAK HR : 4:00 PM 12:00 AM TOTAL
PEAK HR VOL : 285 2053 31 3 20 680 322 0 487 32 202 0 19 17 14 0 4165 PEAK HR FACTOR : 0.858 0.926 0.775 0.375 0.556 0.939 0.885 0.000 0.929 0.615 0.842 0.000 0.679 0.531 0.700 0.000 25-080045-002
2/11/2025
04:00 PM - 05:00 PM

0.9690.943 0.961 0.906 0.735
07:15 AM - 08:15 AM

0.966
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.771 0.935 0.822 0.781
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd Ygnacio Valley Rd Cowell Rd/Montecito Dr Cowell Rd/Montecito Dr

Page 134 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd & Ayers Rd/Campus Dr
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
2210121011101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 1 6 7 2 200 4 0 4 4017 1 3 7 0 5 0 3 0 00 723
7:15 AM 22 133 7 0 1 353 11 0 16 3 158 0 50 65 0 0 819
7:30 AM 7 120 8 0 0 377 11 0 29 8 110 1 41 82 0 0 794
7:45 AM 28 187 20 1 1 355 30 0 43 50 63 0 28 54 0 0 860 8:00 AM 39 210 6 0 0 360 41 0 34 18 53 0 30 41 0 0 832
8:15 AM 24 197 3 0 0 414 47 0 28 5 47 0 13 14 1 0 793
8:30 AM 4 2 1 8 1 201 4 5 2 2 5 0 1 6 2 6 1 09600 797
8:45 AM 2 3 1 4 3 400 4 2 0 1 4 0 1 2 0 6 2 03100 682

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 201 1243 52 1 3 3135 183 0 179 93 691 1 224 293 1 0 6300 APPROACH %'s : 13.43% 83.03% 3.47% 0.07% 0.09% 94.40% 5.51% 0.00% 18.57% 9.65% 71.68% 0.10% 43.24% 56.56% 0.19% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 96 650 41 1 2 1445 93 0 122 79 384 1 149 242 0 0 3305 PEAK HR FACTOR : 0.615 0.774 0.513 0.250 0.500 0.958 0.567 0.000 0.709 0.395 0.608 0.250 0.745 0.738 0.000 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 2210121011101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 7 1 5 2 1 810 1 9 4 2 3 0 1 8 3 4 3 05000 887
4:15 PM 7 2 5 5 1 700 2 1 3 1 7 091 4 8 00000 918
4:30 PM 6 9 5 3 1 1 4 01 1 9 1 1 6 0 1 0 2 4 0 06300 883 4:45 PM 7 7 5 3 8 812 1 8 5 2 3 0 1 9 1 5 6 00100 911
5:00 PM 8 3 5 1 9 1 1 00 1 8 5 2 0 0 1 0 2 4 8 01000 879 5:15 PM 8 8 5 1 3 1 1 00 1 8 6 2 4 0 2 0 0 4 6 02200 892 5:30 PM 9 0 5 4 9 1 7 12 2 0 1 1 6 060 3 6 03020 923
5:45 PM 8 4 5 0 5 1 3 02 1 5 8 1 2 0 1 1 0 3 2 04100 822

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 634 4227 89 3 7 1513 151 0 103 9 349 0 21 7 2 0 7115 APPROACH %'s : 12.80% 85.34% 1.80% 0.06% 0.42% 90.54% 9.04% 0.00% 22.34% 1.95% 75.70% 0.00% 70.00% 23.33% 6.67% 0.00% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 338 2119 47 2 4 757 83 0 55 3 186 06320 3605 PEAK HR FACTOR : 0.939 0.965 0.691 0.500 0.500 0.942 0.865 0.000 0.688 0.375 0.830 0.000 0.500 0.375 0.250 0.000 25-080045-003
2/11/2025
04:45 PM - 05:45 PM

0.9760.954 0.963 0.803 0.550
07:15 AM - 08:15 AM

0.961
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.773 0.960 0.828 0.795
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd Ygnacio Valley Rd Ayers Rd/Campus Dr Ayers Rd/Campus Dr

Page 135 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
2310231023102 2 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 10 44 11 1 15 328 133 0 30 29 3 3 68 144 17 0 836 7:15 AM 21 72 15 1 31 225 158 1 33 30 7 3 57 175 28 0 857 7:30 AM 26 71 36 0 58 213 170 3 41 66 8 6 47 154 23 0 922 7:45 AM 15 94 39 0 86 214 151 2 41 87 12 3 46 165 36 0 991 8:00 AM 35 112 42 0 61 252 119 1 54 96 16 3 61 198 38 0 1088 8:15 AM 34 123 48 1 53 294 75 2 62 112 23 3 91 150 20 1 1092 8:30 AM 31 103 33 1 38 254 87 1 66 75 13 6 79 124 20 0 931 8:45 AM 16 83 39 1 35 234 59 2 31 62 8 0 76 93 19 0 758

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 188 702 263 5 377 2014 952 12 358 557 90 27 525 1203 201 1 7475 APPROACH %'s : 16.23% 60.62% 22.71% 0.43% 11.24% 60.03% 28.38% 0.36% 34.69% 53.97% 8.72% 2.62% 27.20% 62.33% 10.41% 0.05% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 115 432 162 2 238 1014 432 6 223 370 64 15 277 637 114 1 4102 PEAK HR FACTOR : 0.821 0.878 0.844 0.500 0.692 0.862 0.715 0.750 0.845 0.826 0.696 0.625 0.761 0.804 0.750 0.250 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 2310231023102 2 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 48 271 63 1 39 73 30 10 109 133 20 3 47 85 34 0 966 4:15 PM 35 366 59 0 37 85 42 3 119 135 19 5 60 78 30 0 1073 4:30 PM 41 345 79 0 37 99 41 2 103 140 18 4 53 122 22 1 1107 4:45 PM 34 360 57 1 43 75 52 1 115 114 21 1 41 91 24 0 1030 5:00 PM 29 316 49 1 31 100 47 7 118 143 15 3 49 76 33 0 1017 5:15 PM 33 378 42 1 54 76 57 4 134 141 17 0 43 87 30 0 1097 5:30 PM 39 311 69 0 42 75 48 3 129 143 23 2 48 98 29 0 1059 5:45 PM 36 359 67 0 53 72 44 7 122 125 10 2 41 81 20 0 1039

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 295 2706 485 4 336 655 361 37 949 1074 143 20 382 718 222 1 8388 APPROACH %'s : 8.45% 77.54% 13.90% 0.11% 24.19% 47.16% 25.99% 2.66% 43.41% 49.13% 6.54% 0.91% 28.87% 54.27% 16.78% 0.08% PEAK HR : 4:30 PM 12:00 AM TOTAL
PEAK HR VOL : 137 1399 227 3 165 350 197 14 470 538 71 8 186 376 109 1 4251 PEAK HR FACTOR : 0.835 0.925 0.718 0.750 0.764 0.875 0.864 0.500 0.877 0.941 0.845 0.500 0.877 0.770 0.826 0.250 25-080045-004
2/11/2025
04:30 PM - 05:30 PM

0.9600.949 0.950 0.931 0.848
07:45 AM - 08:45 AM

0.939
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.863 0.933 0.840 0.866
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd/Kirker Pass Rd Ygnacio Valley Rd/Kirker Pass Rd Clayton Rd Clayton Rd

Page 136 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayers Rd & Clayton Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1110111013101210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 11 6 0 22 91 16 0 4 58 28 0 54 230 11 1 547
7:15 AM 21 20 11 0 37 90 18 0 4 114 36 0 69 309 39 1 769 7:30 AM 25 19 10 0 29 73 12 0 4 116 42 0 45 344 35 0 754 7:45 AM 41 17 16 0 34 64 14 0 7 187 46 2 26 342 42 0 838 8:00 AM 68 31 12 0 49 61 20 0 12 280 70 4 36 333 36 2 1014 8:15 AM 49 44 16 0 38 65 16 0 18 229 73 3 23 279 48 2 903 8:30 AM 45 29 18 0 23 38 17 0 12 154 34 2 15 280 41 2 710 8:45 AM 23 24 17 0 8 35 17 0 6 128 32 0 14 167 23 3 497

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 287 195 106 0 240 517 130 0 67 1266 361 11 282 2284 275 11 6032 APPROACH %'s : 48.81% 33.16% 18.03% 0.00% 27.06% 58.29% 14.66% 0.00% 3.93% 74.25% 21.17% 0.65% 9.89% 80.08% 9.64% 0.39% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 183 111 54 0 150 263 62 0 41 812 231 9 130 1298 161 4 3509 PEAK HR FACTOR : 0.673 0.631 0.844 0.000 0.765 0.901 0.775 0.000 0.569 0.725 0.791 0.563 0.722 0.943 0.839 0.500 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1110111013101210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 35 36 22 0 17 20 18 0 19 274 29 3 17 160 24 2 676 4:15 PM 31 51 27 0 39 19 10 0 17 263 35 4 11 135 24 3 669 4:30 PM 19 43 18 0 15 39 18 0 18 255 34 0 18 177 28 1 683 4:45 PM 36 55 16 0 27 22 18 0 19 272 43 1 14 155 29 3 710 5:00 PM 38 73 33 0 27 19 16 0 29 264 49 5 24 151 31 7 766 5:15 PM 38 67 36 0 34 23 14 0 20 319 31 1 12 147 32 7 781 5:30 PM 34 74 27 0 25 24 13 0 29 244 37 2 8 173 32 4 726 5:45 PM 30 57 34 0 33 14 12 0 17 283 31 4 11 159 35 3 723

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 261 456 213 0 217 180 119 0 168 2174 289 20 115 1257 235 30 5734 APPROACH %'s : 28.06% 49.03% 22.90% 0.00% 42.05% 34.88% 23.06% 0.00% 6.34% 82.01% 10.90% 0.75% 7.03% 76.79% 14.36% 1.83% PEAK HR : 5:00 PM 12:00 AM TOTAL
PEAK HR VOL : 140 271 130 0 119 80 55 0 95 1110 148 12 55 630 130 21 2996 PEAK HR FACTOR : 0.921 0.916 0.903 0.000 0.875 0.833 0.859 0.000 0.819 0.870 0.755 0.600 0.573 0.910 0.929 0.750 25-080045-005
2/11/2025
05:00 PM - 06:00 PM

0.9590.939 0.894 0.920 0.963
07:30 AM - 08:30 AM

0.865
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.784 0.913 0.747 0.939
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ayers Rd Ayers Rd Clayton Rd Clayton Rd

Page 137 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayers Rd & Concord Blvd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1 0 . 5 0 . 5 0110012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 10 3 0 0 37 17 0 2 36 36 0 26 160 2 0 344
7:15 AM 33 24 4 0 2 66 21 0 8 35 46 0 20 196 4 0 459
7:30 AM 39 47 6 0 7 59 31 0 10 67 37 0 13 218 9 0 543
7:45 AM 52 16 10 0 13 47 30 0 4 77 31 0 15 221 1 0 517
8:00 AM 43 11 7 0 13 57 24 0 4 112 51 0 9 204 1 0 536
8:15 AM 49 27 9 0 12 42 9 0 7 93 39 0 8 101 7 0 403
8:30 AM 53 32 5 0 4 25 17 0 3 56 30 0 8 119 5 0 357
8:45 AM 3 0 8801 2 0 1 4 05 4 8 2 6 03 1 0 1 20 266

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 314 175 52 0 52 353 163 0 43 524 296 0 102 1320 31 0 3425 APPROACH %'s : 58.04% 32.35% 9.61% 0.00% 9.15% 62.15% 28.70% 0.00% 4.98% 60.72% 34.30% 0.00% 7.02% 90.85% 2.13% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 167 98 27 0 35 229 106 0 26 291 165 0 57 839 15 0 2055 PEAK HR FACTOR : 0.803 0.521 0.675 0.000 0.673 0.867 0.855 0.000 0.650 0.650 0.809 0.000 0.713 0.949 0.417 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1 0 . 5 0 . 5 0110012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 38 25 7 0 3 10 8 0 10 97 32 0 6 65 3 0 304
4:15 PM 40 19 7 0 0 13 9 0 10 103 51 0 5 83 7 0 347
4:30 PM 39 25 12 0 3 14 11 0 12 128 38 0 7 82 4 0 375
4:45 PM 53 24 17 0 0 11 1 0 7 119 43 0 5 82 3 0 365
5:00 PM 4 4 3 7 1 3 02780 1 3 1 0 5 2 8 06 7 4 10 338
5:15 PM 58 37 12 0 0 15 12 0 13 122 33 0 8 72 7 0 389
5:30 PM 5 2 3 1 1 4 008409 1 3 7 4 0 05 5 9 60 365
5:45 PM 51 40 13 0 0 11 5 0 11 110 36 0 2 67 5 0 351

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 375 238 95 0 8 89 58 0 85 921 301 0 44 584 36 0 2834 APPROACH %'s : 52.97% 33.62% 13.42% 0.00% 5.16% 57.42% 37.42% 0.00% 6.50% 70.47% 23.03% 0.00% 6.63% 87.95% 5.42% 0.00% PEAK HR : 4:30 PM 12:00 AM TOTAL
PEAK HR VOL : 194 123 54 0 5 47 32 0 45 474 142 0 26 310 15 0 1467 PEAK HR FACTOR : 0.836 0.831 0.794 0.000 0.417 0.783 0.667 0.000 0.865 0.926 0.826 0.000 0.813 0.945 0.536 0.000 25-080045-006
2/11/2025
04:30 PM - 05:30 PM

0.9430.867 0.750 0.928 0.944
07:15 AM - 08:15 AM

0.946
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.793 0.954 0.722 0.949
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ayers Rd Ayers Rd Concord Blvd Concord Blvd

Page 138 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Bailey Rd & Concord Blvd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
0100011012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 3 14 0 0 23 87 125 0 10 45 4 0 5 199 2 0 517
7:15 AM 5 17 2 0 32 78 136 0 15 55 8 0 11 223 6 0 588
7:30 AM 7 32 0 0 23 58 131 0 14 82 10 0 16 267 13 0 653 7:45 AM 17 19 4 0 31 66 145 0 33 91 11 0 17 224 8 0 666 8:00 AM 10 24 5 0 34 67 146 0 24 95 18 0 17 225 16 0 681 8:15 AM 14 30 5 0 18 51 78 0 48 118 12 0 6 142 39 0 561 8:30 AM 6 49 7 0 13 73 52 0 25 62 17 0 5 139 21 0 469
8:45 AM 2 21 5 0 22 73 53 0 11 43 11 0 8 132 13 0 394

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 64 206 28 0 196 553 866 0 180 591 91 0 85 1551 118 0 4529 APPROACH %'s : 21.48% 69.13% 9.40% 0.00% 12.14% 34.24% 53.62% 0.00% 20.88% 68.56% 10.56% 0.00% 4.85% 88.43% 6.73% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 39 92 11 0 120 269 558 0 86 323 47 0 61 939 43 0 2588 PEAK HR FACTOR : 0.574 0.719 0.550 0.000 0.882 0.862 0.955 0.000 0.652 0.850 0.653 0.000 0.897 0.879 0.672 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 0100011012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 6 78 5 0 18 28 30 0 66 125 8 0 7 85 20 0 476
4:15 PM 6 68 2 0 15 32 15 0 67 146 13 0 4 96 28 0 492
4:30 PM 8 85 3 0 23 39 12 0 76 141 10 0 6 84 33 0 520
4:45 PM 7 89 9 0 23 32 26 0 65 146 13 0 7 82 35 0 534
5:00 PM 12 77 4 0 16 35 22 0 78 131 13 0 5 82 42 0 517
5:15 PM 7 81 2 0 18 28 18 0 73 161 13 0 3 104 41 0 549
5:30 PM 11 100 7 0 17 25 24 0 60 162 15 0 3 80 30 0 534 5:45 PM 6 80 8 0 19 24 20 0 68 136 7 0 3 79 33 0 483

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 63 658 40 0 149 243 167 0 553 1148 92 0 38 692 262 0 4105 APPROACH %'s : 8.28% 86.47% 5.26% 0.00% 26.65% 43.47% 29.87% 0.00% 30.84% 64.03% 5.13% 0.00% 3.83% 69.76% 26.41% 0.00% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 37 347 22 0 74 120 90 0 276 600 54 0 18 348 148 0 2134 PEAK HR FACTOR : 0.771 0.868 0.611 0.000 0.804 0.857 0.865 0.000 0.885 0.926 0.900 0.000 0.643 0.837 0.881 0.000 25-080045-007
2/11/2025
04:45 PM - 05:45 PM

0.9720.860 0.877 0.941 0.868
07:15 AM - 08:15 AM

0.950
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.888 0.959 0.832 0.881
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Bailey Rd Bailey Rd Concord Blvd Concord Blvd

Page 139 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Bailey Rd/Tomizaki's Champions Kung Fu Dwy & Clayton Rd City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1 0 . 5 0 . 5 0 1 . 5 0 . 5 1013001300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 0020 2 0 2 7 3 0 1 0 7 8 251 3 1 5 82 518
7:15 AM 3100 4 0 4 7 7 0 1 5 9 3 055 3 3 9 1 4 1 597
7:30 AM 4020 2 8 2 7 3 0 2 6 1 4 1 165 4 1 8 1 6 3 725
7:45 AM 4220 4 9 3 8 1 1 2 2 1 7 6 063 3 6 9 1 5 3 736
8:00 AM 2120 7 6 0 6 6 0 3 3 2 7 3 264 3 8 4 2 7 7 883
8:15 AM 10 0 3 0 32 3 69 0 42 222 4 6 4 391 23 7 816
8:30 AM 7010 3 0 3 7 7 1 4 3 1 4 7 354 2 9 3 2 5 5 644
8:45 AM 7000 2 9 5 8 2 1 1 7 1 5 1 1 1 0 3 2 4 8 1 6 6 576

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 37 4 12 0 304 22 598 3 208 1281 13 49 29 2757 144 34 5495 APPROACH %'s : 69.81% 7.55% 22.64% 0.00% 32.79% 2.37% 64.51% 0.32% 13.41% 82.59% 0.84% 3.16% 0.98% 93.02% 4.86% 1.15% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 20 3 9 0 185 8 289 1 123 812 7 24 16 1562 81 20 3160 PEAK HR FACTOR : 0.500 0.375 0.750 0.000 0.609 0.667 0.892 0.250 0.732 0.744 0.438 1.000 0.800 0.934 0.750 0.714 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1 0 . 5 0 . 5 0 1 . 5 0 . 5 1013001300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 12 3 2 0 23 2 33 1 63 318 7 3 8 199 29 5 708
4:15 PM 7130 4 1 3 2 7 0 6 6 3 5 5 553 1 8 5 3 2 7 740
4:30 PM 6410 3 5 4 3 1 2 6 9 3 0 2 211 1 8 5 2 8 8 679
4:45 PM 6220 4 3 2 3 5 2 8 7 3 4 5 455 1 9 1 2 8 6 763
5:00 PM 7160 4 0 3 3 9 2 8 3 3 7 1 58 1 2 2 0 5 1 9 9 810 5:15 PM 6820 3 1 2 3 7 1 9 7 3 5 1 452 1 7 1 2 0 1 738
5:30 PM 16 3 3 0 30 3 32 3 77 355 2 6 2 211 39 5 787
5:45 PM 4530 3 1 6 3 3 0 6 0 3 1 3 334 1 6 8 2 3 5 661

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 64 27 22 0 274 25 267 11 602 2710 32 36 37 1515 218 46 5886 APPROACH %'s : 56.64% 23.89% 19.47% 0.00% 47.49% 4.33% 46.27% 1.91% 17.81% 80.18% 0.95% 1.07% 2.04% 83.43% 12.00% 2.53% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 35 14 13 0 144 10 143 8 344 1422 15 24 21 778 106 21 3098 PEAK HR FACTOR : 0.547 0.438 0.542 0.000 0.837 0.833 0.917 0.667 0.887 0.958 0.750 0.750 0.438 0.922 0.679 0.583 25-080045-008
2/11/2025
04:45 PM - 05:45 PM

0.9560.705 0.908 0.966 0.901
07:30 AM - 08:30 AM

0.895
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.615 0.850 0.769 0.950
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Bailey Rd/Tomizaki's Champions Kung Fu
Dwy
Bailey Rd/Tomizaki's Champions Kung Fu
Dwy Clayton Rd Clayton Rd

Page 140 of 397 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Denkinger Rd/Treat Blvd & Clayton Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
22101 1 . 5 0 . 5 013002300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 16 18 21 0 3 181 5 0 10 53 43 2 199 213 6 0 770 7:15 AM 45 25 40 0 7 172 6 0 6 88 31 6 145 274 7 0 852
7:30 AM 47 65 46 0 12 115 19 0 9 105 30 2 129 379 6 0 964 7:45 AM 57 52 54 0 17 103 17 0 16 164 37 1 112 330 9 0 969 8:00 AM 63 94 70 0 32 149 18 0 13 229 55 1 138 321 13 0 1196 8:15 AM 30 49 70 0 33 155 20 0 21 142 44 4 152 289 9 0 1018 8:30 AM 48 50 57 0 22 119 14 0 8 137 26 5 159 252 9 0 906 8:45 AM 44 37 49 0 15 111 15 0 15 114 43 2 146 190 11 0 792

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 350 390 407 0 141 1105 114 0 98 1032 309 23 1180 2248 70 0 7467 APPROACH %'s : 30.51% 34.00% 35.48% 0.00% 10.37% 81.25% 8.38% 0.00% 6.70% 70.59% 21.14% 1.57% 33.73% 64.27% 2.00% 0.00% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 197 260 240 0 94 522 74 0 59 640 166 8 531 1319 37 0 4147 PEAK HR FACTOR : 0.782 0.691 0.857 0.000 0.712 0.842 0.925 0.000 0.702 0.699 0.755 0.500 0.873 0.870 0.712 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 22101 1 . 5 0 . 5 013002300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 52 157 126 0 29 95 12 0 20 243 35 2 91 135 17 0 1014 4:15 PM 64 142 126 0 32 79 11 0 22 345 43 3 67 153 18 0 1105 4:30 PM 51 132 114 0 24 63 16 0 27 249 38 3 90 139 24 0 970 4:45 PM 44 121 123 0 41 79 13 0 36 313 38 3 81 170 8 0 1070 5:00 PM 47 160 137 0 43 69 15 0 18 261 32 4 81 154 19 0 1040 5:15 PM 50 134 128 0 35 65 14 0 36 300 39 1 69 126 18 0 1015 5:30 PM 51 130 121 0 23 61 15 0 25 272 41 2 78 148 14 0 981 5:45 PM 54 146 131 0 23 60 14 0 22 263 31 0 73 135 16 0 968

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 413 1122 1006 0 250 571 110 0 206 2246 297 18 630 1160 134 0 8163 APPROACH %'s : 16.25% 44.16% 39.59% 0.00% 26.85% 61.33% 11.82% 0.00% 7.44% 81.17% 10.73% 0.65% 32.74% 60.29% 6.96% 0.00% PEAK HR : 4:15 PM 12:00 AM TOTAL
PEAK HR VOL : 206 555 500 0 140 290 55 0 103 1168 151 13 319 616 69 0 4185 PEAK HR FACTOR : 0.805 0.867 0.912 0.000 0.814 0.918 0.859 0.000 0.715 0.846 0.878 0.813 0.886 0.906 0.719 0.000 25-080045-009
2/11/2025
04:15 PM - 05:15 PM

0.9470.916 0.912 0.869 0.969
07:30 AM - 08:30 AM

0.867
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.768 0.829 0.732 0.918
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Denkinger Rd/Treat Blvd Denkinger Rd/Treat Blvd Clayton Rd Clayton Rd

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National Data & Surveying Services
Intersection Turning Movement Count
Location: Treat Blvd & Cowell Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1210121022102200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 11 38 18 6 10 348 11 1 23 27 68 0 65 49 7 0 682 7:15 AM 16 46 16 4 7 353 8 0 18 43 102 0 100 56 11 1 781 7:30 AM 11 80 19 3 7 385 7 1 19 74 125 0 109 91 13 1 945 7:45 AM 21 93 29 3 13 271 19 0 35 92 98 0 138 98 22 2 934 8:00 AM 18 121 41 2 18 306 30 1 23 97 70 0 114 99 23 4 967 8:15 AM 22 121 29 1 16 290 31 0 47 68 74 0 128 124 14 4 969 8:30 AM 21 94 27 7 17 298 33 0 23 45 74 0 134 141 21 3 938 8:45 AM 20 88 30 2 17 269 40 0 22 66 61 0 122 99 22 4 862

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 140 681 209 28 105 2520 179 3 210 512 672 0 910 757 133 19 7078 APPROACH %'s : 13.23% 64.37% 19.75% 2.65% 3.74% 89.78% 6.38% 0.11% 15.06% 36.73% 48.21% 0.00% 50.03% 41.62% 7.31% 1.04% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 72 415 118 9 54 1252 87 2 124 331 367 0 489 412 72 11 3815 PEAK HR FACTOR : 0.818 0.857 0.720 0.750 0.750 0.813 0.702 0.500 0.660 0.853 0.734 0.000 0.886 0.831 0.783 0.688 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1210121022102200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 44 286 62 4 23 124 42 1 50 150 27 0 52 100 36 1 1002 4:15 PM 56 287 82 8 17 117 28 0 53 87 33 0 62 70 25 1 926 4:30 PM 57 286 58 10 23 127 31 0 54 116 34 0 52 61 40 2 951 4:45 PM 53 302 67 3 25 123 34 2 61 127 32 0 49 76 35 1 990 5:00 PM 63 311 71 2 18 103 32 2 66 115 39 0 56 72 24 2 976 5:15 PM 50 307 83 3 17 101 28 1 58 113 27 0 44 79 28 2 941 5:30 PM 57 324 78 4 16 107 21 0 58 110 25 0 43 76 41 2 962 5:45 PM 45 282 97 8 22 99 27 4 47 102 34 0 49 73 33 0 922

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 425 2385 598 42 161 901 243 10 447 920 251 0 407 607 262 11 7670 APPROACH %'s : 12.32% 69.13% 17.33% 1.22% 12.24% 68.52% 18.48% 0.76% 27.63% 56.86% 15.51% 0.00% 31.62% 47.16% 20.36% 0.85% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 223 1244 299 12 76 434 115 5 243 465 123 0 192 303 128 7 3869 PEAK HR FACTOR : 0.885 0.960 0.901 0.750 0.760 0.882 0.846 0.625 0.920 0.915 0.788 0.000 0.857 0.959 0.780 0.875 25-080045-010
2/11/2025
04:45 PM - 05:45 PM

0.9770.960 0.856 0.944 0.972
07:30 AM - 08:30 AM

0.984
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.843 0.872 0.913 0.911
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Treat Blvd Treat Blvd Cowell Rd Cowell Rd

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Appendix B:

Intersection LOS Worksheets

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 654 122 226 602 140 155 394 293 445 1485 164 Future Volume (veh/h) 85 654 122 226 602 140 155 394 293 445 1485 164 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 85 654 122 226 602 140 155 394 293 445 1485 164 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 201 738 292 271 810 353 178 1089 505 470 2257 249 Arrive On Green 0.06 0.21 0.21 0.08 0.23 0.23 0.10 0.32 0.32 0.26 0.48 0.48 Sat Flow, veh/h 3456 3554 1407 3456 3554 1546 1781 3404 1579 1781 4664 515 Grp Volume(v), veh/h 85 654 122 226 602 140 155 394 293 445 1084 565 Grp Sat Flow(s),veh/h/ln 1728 1777 1407 1728 1777 1546 1781 1702 1579 1781 1702 1774 Q Serve(g_s), s 3.6 26.8 11.3 9.7 23.6 11.5 12.9 13.4 23.2 36.8 36.1 36.2 Cycle Q Clear(g_c), s 3.6 26.8 11.3 9.7 23.6 11.5 12.9 13.4 23.2 36.8 36.1 36.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 201 738 292 271 810 353 178 1089 505 470 1648 859 V/C Ratio(X) 0.42 0.89 0.42 0.83 0.74 0.40 0.87 0.36 0.58 0.95 0.66 0.66 Avail Cap(c_a), veh/h 253 936 371 323 1007 438 214 1089 505 534 1648 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 57.7 51.5 68.1 53.8 49.2 66.6 39.2 42.6 54.2 29.3 29.3 Incr Delay (d2), s/veh 0.5 7.4 0.4 12.8 1.6 0.3 26.9 0.3 2.0 24.8 2.1 3.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 12.7 4.0 4.7 10.6 4.5 7.1 5.6 9.3 19.5 14.9 16.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 65.1 51.9 80.9 55.5 49.4 93.5 39.5 44.6 79.0 31.4 33.2 LnGrp LOS E E D F E D F D D E C C
Approach Vol, veh/h 861 968 842 2094
Approach Delay, s/veh 63.6 60.5 51.2 42.0
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 78.6 15.8 36.7 43.6 54.0 12.7 39.7 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 18.0 59.0 14.0 39.5 45.0 32.0 11.0 42.5 Max Q Clear Time (g_c+I1), s 14.9 38.2 11.7 28.8 38.8 25.2 5.6 25.6 Green Ext Time (p_c), s 0.1 14.5 0.1 2.4 0.8 3.0 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 262 17 533 35 41 24 159 540 10 13 1963 291 Future Volume (veh/h) 262 17 533 35 41 24 159 540 10 13 1963 291 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 18 0 36 42 25 164 557 10 13 2024 300 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 324 176 111 69 41 166 2427 1083 55 2205 983
Arrive On Green 0.09 0.09 0.00 0.06 0.06 0.06 0.09 0.68 0.68 0.03 0.62 0.62 Sat Flow, veh/h 3456 1870 1585 1781 1099 654 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 270 18 0 36 0 67 164 557 10 13 2024 300 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.5 1.3 0.0 2.9 0.0 5.6 13.8 8.8 0.3 1.1 75.3 13.3 Cycle Q Clear(g_c), s 11.5 1.3 0.0 2.9 0.0 5.6 13.8 8.8 0.3 1.1 75.3 13.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 324 176 111 0 110 166 2427 1083 55 2205 983 V/C Ratio(X) 0.83 0.10 0.33 0.00 0.61 0.99 0.23 0.01 0.24 0.92 0.31 Avail Cap(c_a), veh/h 484 480 166 0 368 166 2427 1083 166 2205 983 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.8 62.1 0.0 67.3 0.0 68.5 67.9 8.9 7.6 71.0 25.1 13.3 Incr Delay (d2), s/veh 7.7 0.3 0.0 1.7 0.0 5.4 65.5 0.1 0.0 0.8 7.6 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 0.6 0.0 1.4 0.0 2.7 9.2 3.2 0.1 0.5 31.1 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.6 62.4 0.0 69.0 0.0 73.9 133.4 9.0 7.6 71.8 32.7 14.1 LnGrp LOS E E E E F A A E C B
Approach Vol, veh/h 288 103 731 2337
Approach Delay, s/veh 73.8 72.2 36.9 30.5
Approach LOS E E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 99.1 13.3 19.6 8.6 108.5 18.1 14.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 64.0 14.0 38.5 14.0 64.0 21.0 31.5 Max Q Clear Time (g_c+I1), s 15.8 77.3 4.9 3.3 3.1 10.8 13.5 7.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.7 0.5 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 36.7
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 79 384 149 242 0 97 650 41 2 1445 93 Future Volume (veh/h) 123 79 384 149 242 0 97 650 41 2 1445 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 82 400 155 252 0 101 677 43 2 1505 97 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 150 495 419 166 513 0 272 1800 803 9 1539 686 Arrive On Green 0.08 0.26 0.26 0.09 0.27 0.00 0.08 0.51 0.51 0.01 0.43 0.43 Sat Flow, veh/h 1781 1870 1581 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 128 82 400 155 252 0 101 677 43 2 1505 97 Grp Sat Flow(s),veh/h/ln 1781 1870 1581 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.6 5.1 37.3 13.0 17.0 0.0 4.2 17.4 2.1 0.2 62.5 5.5 Cycle Q Clear(g_c), s 10.6 5.1 37.3 13.0 17.0 0.0 4.2 17.4 2.1 0.2 62.5 5.5 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 150 495 419 166 513 0 272 1800 803 9 1539 686 V/C Ratio(X) 0.86 0.17 0.95 0.93 0.49 0.00 0.37 0.38 0.05 0.21 0.98 0.14 Avail Cap(c_a), veh/h 166 530 448 166 530 0 323 1800 803 166 1539 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 42.4 54.3 67.5 45.7 0.0 65.6 22.6 18.8 74.3 41.8 25.7 Incr Delay (d2), s/veh 28.6 0.1 29.7 49.6 0.3 0.0 0.3 0.6 0.1 4.0 18.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 2.4 18.4 8.3 8.1 0.0 1.8 7.3 0.8 0.1 30.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.4 42.4 83.9 117.2 45.9 0.0 65.9 23.2 18.9 78.3 59.8 25.8 LnGrp LOS F D F F D E C B E E C
Approach Vol, veh/h 610 407 821 1604
Approach Delay, s/veh 81.0 73.1 28.2 57.7
Approach LOS F E C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.8 82.0 18.0 45.2 15.8 70.9 16.6 46.6 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.2 19.4 15.0 39.3 6.2 64.5 12.6 19.0 Green Ext Time (p_c), s 0.0 7.3 0.0 0.4 0.1 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 56.6
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 370 64 278 637 114 117 432 162 244 1014 432 Future Volume (veh/h) 238 370 64 278 637 114 117 432 162 244 1014 432 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 253 394 68 296 678 121 124 460 172 260 1079 460 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 305 1286 502 345 1148 202 229 2055 635 309 2173 674 Arrive On Green 0.09 0.25 0.25 0.10 0.26 0.26 0.07 0.40 0.40 0.09 0.43 0.43 Sat Flow, veh/h 3456 5106 1577 3456 4360 768 3456 5106 1578 3456 5106 1583 Grp Volume(v), veh/h 253 394 68 296 527 272 124 460 172 260 1079 460 Grp Sat Flow(s),veh/h/ln 1728 1702 1577 1728 1702 1725 1728 1702 1578 1728 1702 1583 Q Serve(g_s), s 10.8 9.4 4.6 12.7 20.3 20.6 5.2 8.9 11.0 11.1 23.1 35.3 Cycle Q Clear(g_c), s 10.8 9.4 4.6 12.7 20.3 20.6 5.2 8.9 11.0 11.1 23.1 35.3 Prop In Lane 1.00 1.00 1.00 0.45 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 305 1286 502 345 896 454 229 2055 635 309 2173 674 V/C Ratio(X) 0.83 0.31 0.14 0.86 0.59 0.60 0.54 0.22 0.27 0.84 0.50 0.68 Avail Cap(c_a), veh/h 806 1821 668 484 896 454 323 2055 635 484 2173 674 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.3 45.5 36.4 66.5 48.2 48.3 67.8 29.4 30.1 67.3 31.4 34.9 Incr Delay (d2), s/veh 2.3 0.2 0.2 8.1 2.8 5.7 0.7 0.1 0.3 4.4 0.8 5.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 4.0 1.8 5.9 8.9 9.5 2.3 3.6 4.2 5.0 9.4 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.5 45.7 36.6 74.6 51.0 54.0 68.6 29.5 30.4 71.6 32.2 40.4 LnGrp LOS E D D E D D E C C E C D
Approach Vol, veh/h 715 1095 756 1799
Approach Delay, s/veh 53.3 58.1 36.1 40.0
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 70.8 18.2 46.0 18.4 67.4 20.0 44.3 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 38.0 35.0 39.5 21.0 31.0 21.0 53.5 Max Q Clear Time (g_c+I1), s 7.2 37.3 12.8 22.6 13.1 13.0 14.7 11.4 Green Ext Time (p_c), s 0.1 0.6 0.4 6.2 0.3 4.5 0.3 4.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 812 231 134 1298 161 183 111 54 150 263 62 Future Volume (veh/h) 50 812 231 134 1298 161 183 111 54 150 263 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 933 266 154 1492 185 210 128 62 172 302 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 102 2324 714 178 1769 788 233 378 317 191 333 278 Arrive On Green 0.06 0.46 0.46 0.10 0.50 0.50 0.13 0.20 0.20 0.11 0.18 0.18 Sat Flow, veh/h 1781 5106 1569 1781 3554 1583 1781 1870 1569 1781 1870 1561 Grp Volume(v), veh/h 57 933 266 154 1492 185 210 128 62 172 302 71 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1777 1583 1781 1870 1569 1781 1870 1561 Q Serve(g_s), s 4.4 17.1 15.6 11.9 50.9 9.3 16.3 8.2 4.6 13.4 22.2 5.5 Cycle Q Clear(g_c), s 4.4 17.1 15.6 11.9 50.9 9.3 16.3 8.2 4.6 13.4 22.2 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 102 2324 714 178 1769 788 233 378 317 191 333 278 V/C Ratio(X) 0.56 0.40 0.37 0.86 0.84 0.23 0.90 0.34 0.20 0.90 0.91 0.26 Avail Cap(c_a), veh/h 153 2324 714 280 1769 788 267 501 420 191 421 351 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 25.4 25.0 62.1 30.4 20.0 59.9 47.9 46.4 61.8 56.4 49.5 Incr Delay (d2), s/veh 1.8 0.1 0.3 9.6 5.1 0.7 26.5 0.2 0.1 38.0 17.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 6.8 5.9 5.8 22.0 3.6 9.0 3.9 1.8 8.1 12.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.0 25.5 25.3 71.7 35.5 20.7 86.4 48.0 46.5 99.7 74.1 49.7 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1256 1831 400 545
Approach Delay, s/veh 27.3 37.1 68.0 79.0
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 75.2 19.0 33.8 18.0 69.2 22.3 30.4 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 12.0 56.5 15.0 37.5 22.0 46.5 21.0 31.5 Max Q Clear Time (g_c+I1), s 6.4 52.9 15.4 10.2 13.9 19.1 18.3 24.2 Green Ext Time (p_c), s 0.0 2.9 0.0 0.5 0.1 8.0 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 42.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 291 165 57 839 15 167 98 27 35 229 106 Future Volume (veh/h) 26 291 165 57 839 15 167 98 27 35 229 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 306 174 60 883 16 176 103 28 37 241 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 62 755 419 103 1305 24 219 446 121 77 284 132 Arrive On Green 0.03 0.34 0.34 0.06 0.37 0.37 0.12 0.31 0.31 0.04 0.24 0.24 Sat Flow, veh/h 1781 2204 1223 1781 3569 65 1781 1416 385 1781 1208 561 Grp Volume(v), veh/h 27 245 235 60 440 459 176 0 131 37 0 353 Grp Sat Flow(s),veh/h/ln 1781 1777 1650 1781 1777 1857 1781 0 1801 1781 0 1769 Q Serve(g_s), s 1.1 7.6 7.9 2.4 15.1 15.1 7.0 0.0 3.9 1.5 0.0 13.8 Cycle Q Clear(g_c), s 1.1 7.6 7.9 2.4 15.1 15.1 7.0 0.0 3.9 1.5 0.0 13.8 Prop In Lane 1.00 0.74 1.00 0.03 1.00 0.21 1.00 0.32
Lane Grp Cap(c), veh/h 62 608 565 103 650 679 219 0 567 77 0 416 V/C Ratio(X) 0.44 0.40 0.42 0.58 0.68 0.68 0.80 0.00 0.23 0.48 0.00 0.85 Avail Cap(c_a), veh/h 614 1225 1138 614 1225 1281 614 0 745 614 0 732 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.3 18.2 18.3 33.3 19.4 19.4 30.9 0.0 18.4 33.9 0.0 26.5 Incr Delay (d2), s/veh 1.8 0.6 0.7 1.9 1.8 1.7 2.6 0.0 0.1 1.7 0.0 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.0 2.9 1.0 6.0 6.2 3.0 0.0 1.6 0.7 0.0 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.1 18.8 19.0 35.2 21.1 21.1 33.6 0.0 18.4 35.6 0.0 28.4 LnGrp LOS D B B D C C C B D C
Approach Vol, veh/h 507 959 307 390
Approach Delay, s/veh 19.8 22.0 27.1 29.1
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 29.8 12.9 21.6 6.5 31.5 7.2 27.3 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 4.4 9.9 9.0 15.8 3.1 17.1 3.5 5.9 Green Ext Time (p_c), s 0.1 4.6 0.2 1.2 0.0 9.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 23.5
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 323 47 61 939 43 39 92 11 120 269 558 Future Volume (veh/h) 86 323 47 61 939 43 39 92 11 120 269 558 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 91 340 49 64 988 45 41 97 12 126 283 587 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 117 1186 169 86 1257 57 51 122 15 162 364 453 Arrive On Green 0.07 0.38 0.38 0.05 0.36 0.36 0.10 0.10 0.10 0.28 0.28 0.28 Sat Flow, veh/h 1795 3145 449 1795 3489 159 501 1186 147 572 1285 1598 Grp Volume(v), veh/h 91 192 197 64 507 526 150 0 0 409 0 587 Grp Sat Flow(s),veh/h/ln 1795 1791 1803 1795 1791 1857 1834 0 0 1857 0 1598 Q Serve(g_s), s 5.3 7.9 8.1 3.7 26.8 26.8 8.5 0.0 0.0 21.4 0.0 30.0 Cycle Q Clear(g_c), s 5.3 7.9 8.1 3.7 26.8 26.8 8.5 0.0 0.0 21.4 0.0 30.0 Prop In Lane 1.00 0.25 1.00 0.09 0.27 0.08 0.31 1.00
Lane Grp Cap(c), veh/h 117 676 680 86 645 669 188 0 0 526 0 453 V/C Ratio(X) 0.78 0.28 0.29 0.74 0.79 0.79 0.80 0.00 0.00 0.78 0.00 1.30 Avail Cap(c_a), veh/h 763 846 851 763 846 877 866 0 0 526 0 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.8 23.0 23.1 49.8 30.2 30.2 46.4 0.0 0.0 34.9 0.0 37.9 Incr Delay (d2), s/veh 4.2 0.3 0.3 4.6 4.4 4.2 2.9 0.0 0.0 6.6 0.0 149.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.3 3.4 1.8 11.9 12.3 4.0 0.0 0.0 10.4 0.0 30.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 23.3 23.4 54.4 34.6 34.5 49.4 0.0 0.0 41.5 0.0 187.1 LnGrp LOS D C C D C C D D F
Approach Vol, veh/h 480 1097 150 996
Approach Delay, s/veh 29.0 35.7 49.4 127.3
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.1 44.9 15.9 11.9 43.1 35.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 5.7 10.1 10.5 7.3 28.8 32.0 Green Ext Time (p_c), s 0.1 3.5 0.5 0.1 9.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 812 7 36 1562 81 20 3 9 186 8 289 Future Volume (veh/h) 147 812 7 36 1562 81 20 3 9 186 8 289 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 912 8 40 1755 91 22 3 10 215 0 325 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 2254 20 100 1899 98 140 30 99 793 0 350
Arrive On Green 0.11 0.43 0.43 0.06 0.38 0.38 0.08 0.08 0.08 0.22 0.00 0.22 Sat Flow, veh/h 1781 5220 46 1781 4969 257 1781 379 1264 3563 0 1572 Grp Volume(v), veh/h 165 595 325 40 1202 644 22 0 13 215 0 325 Grp Sat Flow(s),veh/h/ln 1781 1702 1862 1781 1702 1823 1781 0 1643 1781 0 1572 Q Serve(g_s), s 12.8 16.8 16.8 3.0 47.2 47.3 1.6 0.0 1.0 7.0 0.0 28.4 Cycle Q Clear(g_c), s 12.8 16.8 16.8 3.0 47.2 47.3 1.6 0.0 1.0 7.0 0.0 28.4 Prop In Lane 1.00 0.02 1.00 0.14 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 189 1470 804 100 1301 696 140 0 129 793 0 350 V/C Ratio(X) 0.87 0.40 0.40 0.40 0.92 0.93 0.16 0.00 0.10 0.27 0.00 0.93 Avail Cap(c_a), veh/h 254 1495 818 153 1301 696 140 0 129 903 0 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.7 27.4 27.4 63.8 41.3 41.3 60.2 0.0 59.9 45.0 0.0 53.3 Incr Delay (d2), s/veh 15.4 0.2 0.4 0.9 12.3 20.1 2.4 0.0 1.6 0.1 0.0 24.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 6.8 7.5 1.4 21.4 24.5 0.8 0.0 0.5 3.1 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.0 27.6 27.8 64.7 53.6 61.4 62.6 0.0 61.5 45.1 0.0 78.2 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 1085 1886 35 540
Approach Delay, s/veh 35.2 56.5 62.2 65.0
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 66.0 36.7 18.8 59.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 20.0 53.5 11.0 Max Q Clear Time (g_c+I1), s 5.0 18.8 30.4 14.8 49.3 3.6 Green Ext Time (p_c), s 0.0 10.0 0.6 0.1 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 640 166 531 1319 37 197 260 240 94 522 74 Future Volume (veh/h) 67 640 166 531 1319 37 197 260 240 94 522 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 736 191 610 1516 43 226 299 276 108 600 85 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 908 233 661 1847 52 274 842 674 130 719 102 Arrive On Green 0.05 0.22 0.22 0.19 0.36 0.36 0.08 0.24 0.24 0.07 0.23 0.23 Sat Flow, veh/h 1781 4043 1037 3456 5103 145 3456 3554 1565 1781 3122 441 Grp Volume(v), veh/h 77 618 309 610 1011 548 226 299 276 108 341 344 Grp Sat Flow(s),veh/h/ln 1781 1702 1676 1728 1702 1843 1728 1777 1565 1781 1777 1786 Q Serve(g_s), s 6.4 25.8 26.3 26.0 40.4 40.5 9.7 10.5 18.4 9.0 27.4 27.5 Cycle Q Clear(g_c), s 6.4 25.8 26.3 26.0 40.4 40.5 9.7 10.5 18.4 9.0 27.4 27.5 Prop In Lane 1.00 0.62 1.00 0.08 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 96 765 377 661 1232 667 274 842 674 130 409 412 V/C Ratio(X) 0.80 0.81 0.82 0.92 0.82 0.82 0.82 0.36 0.41 0.83 0.83 0.84 Avail Cap(c_a), veh/h 131 851 419 760 1350 731 438 936 715 226 468 470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 55.1 55.3 59.6 43.4 43.4 68.0 47.7 29.8 68.6 55.0 55.0 Incr Delay (d2), s/veh 15.8 5.8 12.0 10.8 4.3 7.7 3.3 0.4 0.6 5.2 11.8 12.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 11.6 12.2 12.2 17.4 19.5 4.4 4.7 7.1 4.3 13.7 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 85.9 60.9 67.3 70.4 47.7 51.1 71.3 48.0 30.4 73.8 66.8 67.0 LnGrp LOS F E E E D D E D C E E E
Approach Vol, veh/h 1004 2169 801 793
Approach Delay, s/veh 64.8 55.0 48.5 67.8
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 33.7 39.2 15.9 41.0 13.1 59.8 16.9 40.1 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 33.0 37.5 19.0 39.5 11.0 59.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 28.0 28.3 11.0 20.4 8.4 42.5 11.7 29.5 Green Ext Time (p_c), s 0.7 4.9 0.1 3.9 0.0 11.8 0.2 4.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 331 367 500 412 72 81 415 118 56 1252 87 Future Volume (veh/h) 124 331 367 500 412 72 81 415 118 56 1252 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 127 338 374 510 420 73 83 423 120 57 1278 89 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 880 391 484 972 168 115 1511 673 108 1496 666 Arrive On Green 0.07 0.25 0.25 0.14 0.32 0.32 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 1579 3456 3023 521 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 127 338 374 510 245 248 83 423 120 57 1278 89 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1767 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 5.3 11.9 35.0 21.0 16.3 16.6 6.9 11.7 7.1 4.7 48.8 5.2 Cycle Q Clear(g_c), s 5.3 11.9 35.0 21.0 16.3 16.6 6.9 11.7 7.1 4.7 48.8 5.2 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 880 391 484 571 568 115 1511 673 108 1496 666 V/C Ratio(X) 0.55 0.38 0.96 1.05 0.43 0.44 0.72 0.28 0.18 0.53 0.85 0.13 Avail Cap(c_a), veh/h 507 888 395 484 571 568 154 1511 673 154 1496 666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 46.9 55.6 64.5 40.1 40.2 68.8 28.1 26.8 68.4 39.3 26.6 Incr Delay (d2), s/veh 0.8 0.1 33.5 55.9 0.2 0.2 5.8 0.5 0.6 1.5 6.4 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 5.3 17.5 13.0 7.2 7.3 3.3 5.0 2.8 2.2 22.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 47.0 89.1 120.4 40.3 40.4 74.6 28.6 27.4 69.9 45.7 27.1 LnGrp LOS E D F F D D E C C E D C
Approach Vol, veh/h 839 1003 626 1424
Approach Delay, s/veh 69.1 81.0 34.5 45.5
Approach LOS E F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.7 68.7 13.9 53.7 13.1 69.3 25.0 42.7 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 13.0 59.5 22.0 36.5 13.0 59.5 21.0 37.5 Max Q Clear Time (g_c+I1), s 8.9 50.8 7.3 18.6 6.7 13.7 23.0 37.0 Green Ext Time (p_c), s 0.0 6.4 0.2 1.7 0.0 4.9 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.0
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 514 128 255 554 341 214 1358 230 214 600 177 Future Volume (veh/h) 291 514 128 255 554 341 214 1358 230 214 600 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 300 530 132 263 571 352 221 1400 237 221 619 182 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 348 861 371 311 824 357 244 1562 264 244 1400 404 Arrive On Green 0.10 0.24 0.24 0.09 0.23 0.23 0.14 0.35 0.35 0.14 0.35 0.35 Sat Flow, veh/h 3483 3582 1544 3483 3582 1551 1795 4420 748 1795 3964 1142 Grp Volume(v), veh/h 300 530 132 263 571 352 221 1086 551 221 534 267 Grp Sat Flow(s),veh/h/ln 1742 1791 1544 1742 1791 1551 1795 1716 1737 1795 1716 1675 Q Serve(g_s), s 12.7 19.8 10.6 11.2 21.9 33.9 18.2 44.9 45.0 18.2 17.9 18.4 Cycle Q Clear(g_c), s 12.7 19.8 10.6 11.2 21.9 33.9 18.2 44.9 45.0 18.2 17.9 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 0.68
Lane Grp Cap(c), veh/h 348 861 371 311 824 357 244 1212 614 244 1212 592 V/C Ratio(X) 0.86 0.62 0.36 0.84 0.69 0.99 0.91 0.90 0.90 0.91 0.44 0.45 Avail Cap(c_a), veh/h 441 861 371 441 824 357 287 1212 614 287 1212 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.5 50.8 47.3 67.3 52.9 57.5 63.8 45.9 45.9 63.8 37.1 37.3 Incr Delay (d2), s/veh 11.4 1.0 0.2 7.3 2.1 43.9 27.3 10.5 18.3 27.3 0.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 8.9 4.1 5.2 10.0 17.4 10.1 20.5 22.2 10.1 7.5 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.9 51.8 47.5 74.6 55.0 101.4 91.2 56.4 64.3 91.2 37.5 38.1 LnGrp LOS E D D E E F F E E F D D
Approach Vol, veh/h 962 1186 1858 1022
Approach Delay, s/veh 59.3 73.1 62.8 49.3
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.4 59.0 17.4 41.6 24.4 59.0 19.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 24.0 53.0 19.0 34.5 24.0 53.0 19.0 34.5 Max Q Clear Time (g_c+I1), s 20.2 20.4 13.2 21.8 20.2 47.0 14.7 35.9 Green Ext Time (p_c), s 0.2 8.1 0.2 2.0 0.2 5.0 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 61.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 487 32 202 19 17 14 288 2053 31 20 680 322 Future Volume (veh/h) 487 32 202 19 17 14 288 2053 31 20 680 322 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 502 33 0 20 18 14 297 2116 32 21 701 332 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 572 317 81 48 38 168 2199 981 77 2018 900
Arrive On Green 0.16 0.17 0.00 0.05 0.05 0.05 0.09 0.61 0.61 0.04 0.56 0.56 Sat Flow, veh/h 3483 1885 1598 1795 983 765 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 502 33 0 20 0 32 297 2116 32 21 701 332 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1748 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 21.1 2.2 0.0 1.6 0.0 2.7 14.0 83.6 1.2 1.7 15.9 17.2 Cycle Q Clear(g_c), s 21.1 2.2 0.0 1.6 0.0 2.7 14.0 83.6 1.2 1.7 15.9 17.2 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 572 317 81 0 86 168 2199 981 77 2018 900 V/C Ratio(X) 0.88 0.10 0.25 0.00 0.37 1.77 0.96 0.03 0.27 0.35 0.37 Avail Cap(c_a), veh/h 836 547 168 0 250 168 2199 981 168 2018 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 52.8 0.0 69.1 0.0 69.1 68.0 27.3 11.4 69.5 17.8 18.1 Incr Delay (d2), s/veh 7.4 0.1 0.0 1.6 0.0 2.7 370.7 11.7 0.0 0.7 0.5 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 1.1 0.0 0.8 0.0 1.3 23.6 36.0 0.4 0.8 6.5 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 53.0 0.0 70.7 0.0 71.8 438.7 39.0 11.4 70.2 18.3 19.2 LnGrp LOS E D E E F D B E B B
Approach Vol, veh/h 535 52 2445 1054
Approach Delay, s/veh 67.7 71.3 87.2 19.6
Approach LOS E E F B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 90.5 10.8 30.7 10.4 98.1 28.6 12.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 59.0 14.0 43.5 14.0 59.0 36.0 21.5 Max Q Clear Time (g_c+I1), s 16.0 19.2 3.6 4.2 3.7 85.6 23.1 4.7 Green Ext Time (p_c), s 0.0 9.9 0.0 0.1 0.0 0.0 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 67.0
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 3 186 6 3 2 340 2119 47 4 757 83 Future Volume (veh/h) 55 3 186 6 3 2 340 2119 47 4 757 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 3 190 6 3 2 347 2162 48 4 772 85 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 108 250 212 26 92 61 325 2552 1124 18 2255 1006 Arrive On Green 0.06 0.13 0.13 0.01 0.09 0.09 0.09 0.71 0.71 0.01 0.63 0.63 Sat Flow, veh/h 1795 1885 1598 1795 1055 703 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 56 3 190 6 0 5 347 2162 48 4 772 85 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1759 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 4.5 0.2 17.6 0.5 0.0 0.4 14.0 65.6 1.4 0.3 15.3 3.1 Cycle Q Clear(g_c), s 4.5 0.2 17.6 0.5 0.0 0.4 14.0 65.6 1.4 0.3 15.3 3.1 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 250 212 26 0 153 325 2552 1124 18 2255 1006 V/C Ratio(X) 0.52 0.01 0.90 0.23 0.00 0.03 1.07 0.85 0.04 0.22 0.34 0.08 Avail Cap(c_a), veh/h 168 534 453 168 0 498 325 2552 1124 168 2255 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 56.5 64.1 73.0 0.0 62.7 68.0 15.6 6.4 73.6 13.1 10.9 Incr Delay (d2), s/veh 1.4 0.0 5.4 1.6 0.0 0.0 68.9 3.7 0.1 2.2 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.1 7.5 0.2 0.0 0.2 9.2 24.3 0.5 0.2 5.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.8 56.5 69.5 74.6 0.0 62.7 136.9 19.3 6.5 75.8 13.3 10.9 LnGrp LOS E E E E E F B A E B B
Approach Vol, veh/h 249 11 2557 861
Approach Delay, s/veh 69.4 69.2 35.1 13.3
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.5 112.9 6.2 25.4 18.0 100.4 13.0 18.5 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.3 67.6 2.5 19.6 16.0 17.3 6.5 2.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 8.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 32.4
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 478 538 71 187 376 109 140 1399 227 179 350 197 Future Volume (veh/h) 478 538 71 187 376 109 140 1399 227 179 350 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 498 560 74 195 392 114 146 1457 236 186 365 205 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 552 1167 463 279 591 165 232 2415 744 235 2420 748 Arrive On Green 0.16 0.23 0.23 0.08 0.15 0.15 0.07 0.47 0.47 0.07 0.47 0.47 Sat Flow, veh/h 3483 5147 1574 3483 3987 1110 3483 5147 1585 3483 5147 1590 Grp Volume(v), veh/h 498 560 74 195 335 171 146 1457 236 186 365 205 Grp Sat Flow(s),veh/h/ln 1742 1716 1574 1742 1716 1667 1742 1716 1585 1742 1716 1590 Q Serve(g_s), s 21.1 14.2 5.2 8.2 13.8 14.6 6.1 31.4 13.9 7.9 6.1 11.8 Cycle Q Clear(g_c), s 21.1 14.2 5.2 8.2 13.8 14.6 6.1 31.4 13.9 7.9 6.1 11.8 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 552 1167 463 279 509 247 232 2415 744 235 2420 748 V/C Ratio(X) 0.90 0.48 0.16 0.70 0.66 0.69 0.63 0.60 0.32 0.79 0.15 0.27 Avail Cap(c_a), veh/h 743 1167 463 1161 766 372 488 2415 744 488 2420 748 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.0 50.3 39.3 67.2 60.3 60.6 68.2 29.5 24.8 68.9 22.7 24.2 Incr Delay (d2), s/veh 9.7 0.4 0.2 1.2 2.1 4.9 1.1 1.1 1.1 2.3 0.1 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 6.1 2.1 3.7 6.1 6.5 2.7 12.8 5.4 3.5 2.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.7 50.8 39.5 68.4 62.4 65.5 69.3 30.6 25.9 71.2 22.8 25.1 LnGrp LOS E D D E E E E C C E C C
Approach Vol, veh/h 1132 701 1839 756
Approach Delay, s/veh 59.2 64.8 33.1 35.3
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 77.5 28.8 28.7 15.1 77.4 17.0 40.5 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 21.0 40.0 32.0 33.5 21.0 40.0 50.0 15.5 Max Q Clear Time (g_c+I1), s 8.1 13.8 23.1 16.6 9.9 33.4 10.2 16.2 Green Ext Time (p_c), s 0.2 4.4 0.7 3.8 0.2 5.4 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1110 148 76 630 130 140 271 130 119 80 55 Future Volume (veh/h) 107 1110 148 76 630 130 140 271 130 119 80 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 111 1156 154 79 656 135 146 282 135 124 83 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 134 2771 849 110 1880 837 171 344 282 147 320 271 Arrive On Green 0.07 0.54 0.54 0.06 0.52 0.52 0.09 0.18 0.18 0.08 0.17 0.17 Sat Flow, veh/h 1795 5147 1577 1795 3582 1595 1795 1885 1546 1795 1885 1598 Grp Volume(v), veh/h 111 1156 154 79 656 135 146 282 135 124 83 57 Grp Sat Flow(s),veh/h/ln 1795 1716 1577 1795 1791 1595 1795 1885 1546 1795 1885 1598 Q Serve(g_s), s 8.5 18.7 7.0 6.0 14.9 6.2 11.2 20.1 10.9 9.5 5.4 4.3 Cycle Q Clear(g_c), s 8.5 18.7 7.0 6.0 14.9 6.2 11.2 20.1 10.9 9.5 5.4 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 134 2771 849 110 1880 837 171 344 282 147 320 271 V/C Ratio(X) 0.83 0.42 0.18 0.72 0.35 0.16 0.86 0.82 0.48 0.84 0.26 0.21 Avail Cap(c_a), veh/h 231 2771 849 231 1880 837 308 505 414 205 397 337 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 19.2 16.5 64.5 19.3 17.3 62.4 55.0 51.3 63.4 50.5 50.1 Incr Delay (d2), s/veh 4.9 0.1 0.1 3.3 0.5 0.4 4.7 4.2 0.5 14.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 7.3 2.6 2.8 6.2 2.4 5.3 9.9 4.3 5.0 2.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 19.3 16.6 67.8 19.8 17.7 67.1 59.3 51.7 77.9 50.7 50.2 LnGrp LOS E B B E B B E E D E D D
Approach Vol, veh/h 1421 870 563 264
Approach Delay, s/veh 22.9 23.9 59.5 63.4
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 79.0 15.5 31.0 12.6 80.9 17.3 29.2 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 18.0 49.5 16.0 37.5 18.0 49.5 24.0 29.5 Max Q Clear Time (g_c+I1), s 10.5 16.9 11.5 22.1 8.0 20.7 13.2 7.4 Green Ext Time (p_c), s 0.1 5.1 0.1 1.1 0.0 9.7 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.2
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 474 142 26 310 15 194 123 54 5 47 32 Future Volume (veh/h) 45 474 142 26 310 15 194 123 54 5 47 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 48 504 151 28 330 16 206 131 57 5 50 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 106 905 270 70 1087 53 264 323 141 14 126 86 Arrive On Green 0.06 0.33 0.33 0.04 0.31 0.31 0.15 0.26 0.26 0.01 0.12 0.12 Sat Flow, veh/h 1795 2719 810 1795 3478 168 1795 1244 541 1795 1046 711 Grp Volume(v), veh/h 48 331 324 28 169 177 206 0 188 5 0 84 Grp Sat Flow(s),veh/h/ln 1795 1791 1738 1795 1791 1855 1795 0 1786 1795 0 1757 Q Serve(g_s), s 1.3 7.3 7.4 0.7 3.5 3.5 5.4 0.0 4.2 0.1 0.0 2.1 Cycle Q Clear(g_c), s 1.3 7.3 7.4 0.7 3.5 3.5 5.4 0.0 4.2 0.1 0.0 2.1 Prop In Lane 1.00 0.47 1.00 0.09 1.00 0.30 1.00 0.40
Lane Grp Cap(c), veh/h 106 596 578 70 560 580 264 0 464 14 0 212 V/C Ratio(X) 0.45 0.56 0.56 0.40 0.30 0.30 0.78 0.00 0.41 0.35 0.00 0.40 Avail Cap(c_a), veh/h 925 1845 1790 925 1845 1911 925 0 1104 925 0 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.1 13.3 13.3 22.8 12.7 12.7 19.9 0.0 14.9 23.9 0.0 19.7 Incr Delay (d2), s/veh 1.1 1.2 1.2 1.4 0.4 0.4 1.9 0.0 0.2 5.2 0.0 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.6 2.5 0.3 1.2 1.3 2.1 0.0 1.5 0.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.2 14.4 14.5 24.2 13.1 13.1 21.8 0.0 15.1 29.1 0.0 20.2 LnGrp LOS C B B C B B C B C C
Approach Vol, veh/h 703 374 394 89
Approach Delay, s/veh 15.1 13.9 18.6 20.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 21.1 11.1 10.4 6.9 20.2 4.4 17.1 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 2.7 9.4 7.4 4.1 3.3 5.5 2.1 6.2 Green Ext Time (p_c), s 0.0 6.7 0.3 0.3 0.0 3.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.0
HCM 6th LOS B

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 276 600 54 18 348 148 37 347 22 74 120 90 Future Volume (veh/h) 276 600 54 18 348 148 37 347 22 74 120 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 285 619 56 19 359 153 38 358 23 76 124 93 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 324 1220 110 45 522 219 43 406 26 97 158 219 Arrive On Green 0.18 0.37 0.37 0.03 0.21 0.21 0.26 0.26 0.26 0.14 0.14 0.14 Sat Flow, veh/h 1795 3320 300 1795 2459 1031 169 1588 102 703 1147 1591 Grp Volume(v), veh/h 285 333 342 19 260 252 419 0 0 200 0 93 Grp Sat Flow(s),veh/h/ln 1795 1791 1829 1795 1791 1700 1858 0 0 1850 0 1591 Q Serve(g_s), s 14.4 13.5 13.5 1.0 12.5 12.8 20.2 0.0 0.0 9.7 0.0 5.0 Cycle Q Clear(g_c), s 14.4 13.5 13.5 1.0 12.5 12.8 20.2 0.0 0.0 9.7 0.0 5.0 Prop In Lane 1.00 0.16 1.00 0.61 0.09 0.05 0.38 1.00
Lane Grp Cap(c), veh/h 324 658 672 45 380 361 475 0 0 254 0 219 V/C Ratio(X) 0.88 0.51 0.51 0.42 0.68 0.70 0.88 0.00 0.00 0.79 0.00 0.43 Avail Cap(c_a), veh/h 867 961 981 867 961 912 997 0 0 595 0 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.2 22.9 22.9 44.8 33.8 34.0 33.3 0.0 0.0 38.9 0.0 36.8 Incr Delay (d2), s/veh 3.1 0.9 0.8 2.3 3.1 3.5 2.2 0.0 0.0 2.0 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 5.6 5.7 0.5 5.6 5.5 9.0 0.0 0.0 4.5 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.3 23.8 23.8 47.1 36.9 37.5 35.5 0.0 0.0 40.9 0.0 37.3 LnGrp LOS D C C D D D D D D
Approach Vol, veh/h 960 531 419 293
Approach Delay, s/veh 28.7 37.5 35.5 39.8
Approach LOS C D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 39.2 28.8 21.8 24.8 17.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 15.5 22.2 16.4 14.8 11.7 Green Ext Time (p_c), s 0.0 6.6 1.6 0.4 4.9 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.6
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 1422 15 42 778 106 35 14 13 152 10 143 Future Volume (veh/h) 368 1422 15 42 778 106 35 14 13 152 10 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 383 1481 16 44 810 110 36 15 14 165 0 149 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 408 2065 22 105 1031 139 141 70 66 460 0 201 Arrive On Green 0.23 0.39 0.39 0.06 0.22 0.22 0.08 0.08 0.08 0.13 0.00 0.13 Sat Flow, veh/h 1795 5248 57 1795 4582 618 1795 897 837 3591 0 1568 Grp Volume(v), veh/h 383 968 529 44 605 315 36 0 29 165 0 149 Grp Sat Flow(s),veh/h/ln 1795 1716 1874 1795 1716 1769 1795 0 1734 1795 0 1568 Q Serve(g_s), s 29.3 33.4 33.4 3.3 23.2 23.5 2.6 0.0 2.2 5.9 0.0 12.8 Cycle Q Clear(g_c), s 29.3 33.4 33.4 3.3 23.2 23.5 2.6 0.0 2.2 5.9 0.0 12.8 Prop In Lane 1.00 0.03 1.00 0.35 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 408 1350 737 105 772 398 141 0 136 460 0 201 V/C Ratio(X) 0.94 0.72 0.72 0.42 0.78 0.79 0.26 0.00 0.21 0.36 0.00 0.74 Avail Cap(c_a), veh/h 539 1507 823 154 772 398 141 0 136 911 0 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.2 35.9 35.9 63.6 51.0 51.1 60.6 0.0 60.4 55.8 0.0 58.8 Incr Delay (d2), s/veh 13.2 1.0 1.9 1.0 7.8 14.8 4.3 0.0 3.5 0.2 0.0 2.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.5 13.9 15.3 1.5 10.7 11.9 1.4 0.0 1.1 2.7 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.4 36.9 37.7 64.6 58.9 65.9 65.0 0.0 64.0 56.0 0.0 60.8 LnGrp LOS E D D E E E E E E E
Approach Vol, veh/h 1880 964 65 314
Approach Delay, s/veh 43.1 61.4 64.5 58.3
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 60.6 23.4 35.8 37.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 42.0 31.5 11.0 Max Q Clear Time (g_c+I1), s 5.3 35.4 14.8 31.3 25.5 4.6 Green Ext Time (p_c), s 0.0 15.3 0.5 0.4 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 50.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 1168 151 319 616 69 206 555 500 140 290 55 Future Volume (veh/h) 116 1168 151 319 616 69 206 555 500 140 290 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 122 1229 159 336 648 73 217 584 526 147 305 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 144 1703 220 372 1860 208 266 1039 631 169 926 174 Arrive On Green 0.08 0.37 0.37 0.11 0.40 0.40 0.08 0.29 0.29 0.09 0.31 0.31 Sat Flow, veh/h 1795 4610 596 3483 4697 524 3483 3582 1589 1795 3007 564 Grp Volume(v), veh/h 122 915 473 336 472 249 217 584 526 147 180 183 Grp Sat Flow(s),veh/h/ln 1795 1716 1776 1742 1716 1790 1742 1791 1589 1795 1791 1781 Q Serve(g_s), s 10.1 34.4 34.4 14.3 14.4 14.7 9.2 20.7 43.5 12.1 11.6 11.9 Cycle Q Clear(g_c), s 10.1 34.4 34.4 14.3 14.4 14.7 9.2 20.7 43.5 12.1 11.6 11.9 Prop In Lane 1.00 0.34 1.00 0.29 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 144 1267 656 372 1359 709 266 1039 631 169 551 548 V/C Ratio(X) 0.85 0.72 0.72 0.90 0.35 0.35 0.82 0.56 0.83 0.87 0.33 0.33 Avail Cap(c_a), veh/h 156 1267 656 372 1359 709 441 1039 631 180 551 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 40.7 40.7 66.2 31.7 31.8 68.3 45.2 40.8 67.0 40.0 40.1 Incr Delay (d2), s/veh 29.7 3.6 6.8 22.4 0.2 0.4 2.4 0.9 9.7 31.2 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 14.9 16.0 7.5 6.0 6.4 4.2 9.3 19.2 7.0 5.3 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.8 44.3 47.4 88.6 31.9 32.2 70.6 46.0 50.5 98.2 40.4 40.6 LnGrp LOS F D D F C C E D D F D D
Approach Vol, veh/h 1510 1057 1327 510
Approach Delay, s/veh 49.6 50.0 51.8 57.1
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 60.9 19.1 49.0 17.0 64.9 16.4 51.7 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 16.0 54.5 15.0 43.5 13.0 57.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 16.3 36.4 14.1 45.5 12.1 16.7 11.2 13.9 Green Ext Time (p_c), s 0.0 11.2 0.0 0.0 0.0 7.4 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 480 126 220 307 136 235 1161 269 91 491 135 Future Volume (veh/h) 218 480 126 220 307 136 235 1161 269 91 491 135 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 225 495 130 227 316 140 242 1197 277 94 506 139 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 271 583 256 273 395 171 265 1636 729 117 1341 598 Arrive On Green 0.08 0.16 0.16 0.08 0.16 0.16 0.15 0.46 0.46 0.07 0.37 0.37 Sat Flow, veh/h 3483 3582 1576 3483 2418 1046 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 225 495 130 227 232 224 242 1197 277 94 506 139 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1673 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 9.6 20.1 11.3 9.6 18.7 19.4 19.9 40.9 17.1 7.7 15.4 8.9 Cycle Q Clear(g_c), s 9.6 20.1 11.3 9.6 18.7 19.4 19.9 40.9 17.1 7.7 15.4 8.9 Prop In Lane 1.00 1.00 1.00 0.63 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 583 256 273 292 273 265 1636 729 117 1341 598 V/C Ratio(X) 0.83 0.85 0.51 0.83 0.79 0.82 0.91 0.73 0.38 0.80 0.38 0.23 Avail Cap(c_a), veh/h 325 872 384 325 436 407 383 1636 729 144 1341 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 61.0 57.3 68.2 60.3 60.6 63.0 33.3 26.8 69.1 34.2 32.2 Incr Delay (d2), s/veh 12.2 3.4 0.6 12.5 3.2 4.9 16.2 2.9 1.5 18.7 0.8 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.4 4.5 4.8 8.7 8.6 10.2 18.0 6.8 4.1 6.8 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.4 64.4 57.9 80.7 63.5 65.5 79.2 36.2 28.3 87.8 35.0 33.1 LnGrp LOS F E E F E E E D C F D C
Approach Vol, veh/h 850 683 1716 739
Approach Delay, s/veh 67.7 69.9 41.0 41.4
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.2 61.6 15.7 30.0 13.8 74.0 15.7 29.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 48.5 14.0 36.5 12.0 68.5 14.0 36.5 Max Q Clear Time (g_c+I1), s 21.9 17.4 11.6 21.4 9.7 42.9 11.6 22.1 Green Ext Time (p_c), s 0.2 5.7 0.1 1.5 0.0 14.5 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.7
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 666 125 318 641 141 168 409 325 449 1526 177 Future Volume (veh/h) 89 666 125 318 641 141 168 409 325 449 1526 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 666 125 318 641 141 168 409 325 449 1526 177 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 202 750 298 323 874 380 190 1020 473 474 2127 246 Arrive On Green 0.06 0.21 0.21 0.09 0.25 0.25 0.11 0.30 0.30 0.27 0.46 0.46 Sat Flow, veh/h 3456 3554 1410 3456 3554 1548 1781 3404 1579 1781 4637 537 Grp Volume(v), veh/h 89 666 125 318 641 141 168 409 325 449 1120 583 Grp Sat Flow(s),veh/h/ln 1728 1777 1410 1728 1777 1548 1781 1702 1579 1781 1702 1770 Q Serve(g_s), s 3.7 27.3 11.5 13.8 24.9 11.3 14.0 14.3 27.2 37.1 39.8 39.9 Cycle Q Clear(g_c), s 3.7 27.3 11.5 13.8 24.9 11.3 14.0 14.3 27.2 37.1 39.8 39.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 202 750 298 323 874 380 190 1020 473 474 1562 812 V/C Ratio(X) 0.44 0.89 0.42 0.99 0.73 0.37 0.88 0.40 0.69 0.95 0.72 0.72 Avail Cap(c_a), veh/h 253 936 371 323 1007 438 214 1020 473 534 1562 812 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 57.5 51.2 67.9 52.0 46.9 66.1 41.8 46.3 54.0 32.7 32.8 Incr Delay (d2), s/veh 0.6 7.7 0.4 46.1 1.9 0.2 30.2 0.4 4.6 25.1 2.9 5.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 12.9 4.1 8.1 11.2 4.4 7.9 6.1 11.2 19.6 16.7 17.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.8 65.2 51.6 114.0 53.9 47.2 96.2 42.2 50.9 79.1 35.6 38.2 LnGrp LOS E E D F D D F D D E D D
Approach Vol, veh/h 880 1100 902 2152
Approach Delay, s/veh 63.6 70.4 55.4 45.4
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 74.8 18.0 37.2 43.9 51.0 12.8 42.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 18.0 59.0 14.0 39.5 45.0 32.0 11.0 42.5 Max Q Clear Time (g_c+I1), s 16.0 41.9 15.8 29.3 39.1 29.2 5.7 26.9 Green Ext Time (p_c), s 0.1 12.8 0.0 2.4 0.8 1.5 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 266 17 533 35 41 24 159 555 10 13 2012 303 Future Volume (veh/h) 266 17 533 35 41 24 159 555 10 13 2012 303 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 274 18 0 36 42 25 164 572 10 13 2074 312 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 328 178 111 69 41 166 2423 1081 55 2200 981
Arrive On Green 0.09 0.10 0.00 0.06 0.06 0.06 0.09 0.68 0.68 0.03 0.62 0.62 Sat Flow, veh/h 3456 1870 1585 1781 1099 654 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 274 18 0 36 0 67 164 572 10 13 2074 312 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.7 1.3 0.0 2.9 0.0 5.6 13.8 9.2 0.3 1.1 80.1 14.0 Cycle Q Clear(g_c), s 11.7 1.3 0.0 2.9 0.0 5.6 13.8 9.2 0.3 1.1 80.1 14.0 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 178 111 0 110 166 2423 1081 55 2200 981 V/C Ratio(X) 0.84 0.10 0.33 0.00 0.61 0.99 0.24 0.01 0.24 0.94 0.32 Avail Cap(c_a), veh/h 484 480 166 0 368 166 2423 1081 166 2200 981 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.7 62.0 0.0 67.3 0.0 68.5 67.9 9.0 7.6 71.0 26.1 13.5 Incr Delay (d2), s/veh 8.1 0.2 0.0 1.7 0.0 5.4 65.5 0.1 0.0 0.8 9.7 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.6 0.0 1.4 0.0 2.7 9.2 3.3 0.1 0.5 33.7 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.8 62.2 0.0 69.0 0.0 73.9 133.4 9.1 7.6 71.8 35.9 14.4 LnGrp LOS E E E E F A A E D B
Approach Vol, veh/h 292 103 746 2399
Approach Delay, s/veh 74.0 72.2 36.4 33.3
Approach LOS E E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 98.9 13.3 19.8 8.6 108.3 18.2 14.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 64.0 14.0 38.5 14.0 64.0 21.0 31.5 Max Q Clear Time (g_c+I1), s 15.8 82.1 4.9 3.3 3.1 11.2 13.7 7.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.9 0.5 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.4
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 79 425 149 242 0 111 655 41 2 1466 93 Future Volume (veh/h) 123 79 425 149 242 0 111 655 41 2 1466 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 82 443 155 252 0 116 682 43 2 1527 97 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 150 530 448 166 547 0 274 1734 774 9 1471 656 Arrive On Green 0.08 0.28 0.28 0.09 0.29 0.00 0.08 0.49 0.49 0.01 0.41 0.41 Sat Flow, veh/h 1781 1870 1582 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 128 82 443 155 252 0 116 682 43 2 1527 97 Grp Sat Flow(s),veh/h/ln 1781 1870 1582 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.6 4.9 41.8 13.0 16.5 0.0 4.8 18.2 2.1 0.2 62.1 5.7 Cycle Q Clear(g_c), s 10.6 4.9 41.8 13.0 16.5 0.0 4.8 18.2 2.1 0.2 62.1 5.7 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 150 530 448 166 547 0 274 1734 774 9 1471 656 V/C Ratio(X) 0.86 0.15 0.99 0.93 0.46 0.00 0.42 0.39 0.06 0.21 1.04 0.15 Avail Cap(c_a), veh/h 166 530 448 166 547 0 323 1734 774 166 1471 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 40.3 53.5 67.5 43.4 0.0 65.8 24.3 20.2 74.3 44.0 27.4 Incr Delay (d2), s/veh 28.6 0.0 39.3 49.6 0.2 0.0 0.4 0.7 0.1 4.0 33.9 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 2.3 21.6 8.3 7.8 0.0 2.1 7.6 0.9 0.1 33.1 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.4 40.3 92.8 117.2 43.6 0.0 66.2 25.0 20.3 78.3 77.9 27.6 LnGrp LOS F D F F D E C C E F C
Approach Vol, veh/h 653 407 841 1626
Approach Delay, s/veh 86.9 71.6 30.4 74.9
Approach LOS F E C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.8 79.2 18.0 48.0 15.9 68.1 16.6 49.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.2 20.2 15.0 43.8 6.8 64.1 12.6 18.5 Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 0.1 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 66.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 402 80 278 646 114 119 435 162 246 1019 448 Future Volume (veh/h) 272 402 80 278 646 114 119 435 162 246 1019 448 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 289 428 85 296 687 121 127 463 172 262 1084 477 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 341 1340 519 345 1151 200 229 1998 617 311 2118 657 Arrive On Green 0.10 0.26 0.26 0.10 0.26 0.26 0.07 0.39 0.39 0.09 0.41 0.41 Sat Flow, veh/h 3456 5106 1578 3456 4370 760 3456 5106 1578 3456 5106 1583 Grp Volume(v), veh/h 289 428 85 296 533 275 127 463 172 262 1084 477 Grp Sat Flow(s),veh/h/ln 1728 1702 1578 1728 1702 1726 1728 1702 1578 1728 1702 1583 Q Serve(g_s), s 12.3 10.1 5.7 12.7 20.5 20.9 5.3 9.1 11.2 11.2 23.7 37.9 Cycle Q Clear(g_c), s 12.3 10.1 5.7 12.7 20.5 20.9 5.3 9.1 11.2 11.2 23.7 37.9 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 341 1340 519 345 896 455 229 1998 617 311 2118 657 V/C Ratio(X) 0.85 0.32 0.16 0.86 0.59 0.60 0.55 0.23 0.28 0.84 0.51 0.73 Avail Cap(c_a), veh/h 806 1821 668 484 896 455 323 1998 617 484 2118 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.5 44.5 35.7 66.5 48.3 48.4 67.9 30.6 31.2 67.2 32.6 36.8 Incr Delay (d2), s/veh 2.3 0.2 0.2 8.1 2.9 5.9 0.8 0.1 0.3 4.6 0.9 6.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 4.3 2.2 5.9 9.0 9.7 2.4 3.7 4.3 5.1 9.7 15.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 44.7 35.9 74.6 51.2 54.3 68.7 30.6 31.5 71.8 33.5 43.7 LnGrp LOS E D D E D D E C C E C D
Approach Vol, veh/h 802 1104 762 1823
Approach Delay, s/veh 52.4 58.2 37.2 41.7
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 69.2 19.8 46.0 18.5 65.7 20.0 45.9 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 38.0 35.0 39.5 21.0 31.0 21.0 53.5 Max Q Clear Time (g_c+I1), s 7.3 39.9 14.3 22.9 13.2 13.2 14.7 12.1 Green Ext Time (p_c), s 0.1 0.0 0.5 6.2 0.3 4.5 0.3 4.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 876 231 136 1350 168 256 128 57 151 269 62 Future Volume (veh/h) 50 876 231 136 1350 168 256 128 57 151 269 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 1007 266 156 1552 193 294 147 66 174 309 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 102 2203 677 180 1689 753 267 420 353 191 340 284 Arrive On Green 0.06 0.43 0.43 0.10 0.48 0.48 0.15 0.22 0.22 0.11 0.18 0.18 Sat Flow, veh/h 1781 5106 1569 1781 3554 1583 1781 1870 1570 1781 1870 1562 Grp Volume(v), veh/h 57 1007 266 156 1552 193 294 147 66 174 309 71 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1777 1583 1781 1870 1570 1781 1870 1562 Q Serve(g_s), s 4.4 19.6 16.3 12.1 57.0 10.2 21.0 9.3 4.8 13.5 22.7 5.5 Cycle Q Clear(g_c), s 4.4 19.6 16.3 12.1 57.0 10.2 21.0 9.3 4.8 13.5 22.7 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 102 2203 677 180 1689 753 267 420 353 191 340 284 V/C Ratio(X) 0.56 0.46 0.39 0.87 0.92 0.26 1.10 0.35 0.19 0.91 0.91 0.25 Avail Cap(c_a), veh/h 153 2203 677 280 1689 753 267 501 421 191 421 351 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 28.2 27.3 62.0 34.2 21.9 59.5 45.7 43.9 61.8 56.1 49.1 Incr Delay (d2), s/veh 1.8 0.1 0.4 10.2 9.6 0.8 84.6 0.2 0.1 40.4 18.6 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 7.9 6.2 5.9 25.7 4.0 15.7 4.3 1.9 8.3 12.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.0 28.3 27.6 72.2 43.8 22.8 144.1 45.9 44.0 102.3 74.8 49.3 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1330 1901 507 554
Approach Delay, s/veh 29.8 44.0 102.6 80.1
Approach LOS C D F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 72.0 19.0 36.9 18.2 65.9 25.0 30.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 12.0 56.5 15.0 37.5 22.0 46.5 21.0 31.5 Max Q Clear Time (g_c+I1), s 6.4 59.0 15.5 11.3 14.1 21.6 23.0 24.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 8.4 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 297 172 57 851 15 190 98 27 35 229 106 Future Volume (veh/h) 26 297 172 57 851 15 190 98 27 35 229 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 313 181 60 896 16 200 103 28 37 241 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 61 749 423 101 1302 23 243 463 126 76 282 131 Arrive On Green 0.03 0.34 0.34 0.06 0.36 0.36 0.14 0.33 0.33 0.04 0.23 0.23 Sat Flow, veh/h 1781 2189 1236 1781 3570 64 1781 1416 385 1781 1208 561 Grp Volume(v), veh/h 27 253 241 60 446 466 200 0 131 37 0 353 Grp Sat Flow(s),veh/h/ln 1781 1777 1648 1781 1777 1857 1781 0 1801 1781 0 1769 Q Serve(g_s), s 1.1 8.3 8.5 2.5 16.1 16.1 8.3 0.0 4.0 1.5 0.0 14.5 Cycle Q Clear(g_c), s 1.1 8.3 8.5 2.5 16.1 16.1 8.3 0.0 4.0 1.5 0.0 14.5 Prop In Lane 1.00 0.75 1.00 0.03 1.00 0.21 1.00 0.32
Lane Grp Cap(c), veh/h 61 608 564 101 648 677 243 0 589 76 0 413 V/C Ratio(X) 0.44 0.42 0.43 0.59 0.69 0.69 0.82 0.00 0.22 0.48 0.00 0.85 Avail Cap(c_a), veh/h 588 1173 1088 588 1173 1226 588 0 713 588 0 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.9 19.1 19.2 34.9 20.4 20.4 31.8 0.0 18.5 35.4 0.0 27.8 Incr Delay (d2), s/veh 1.9 0.6 0.7 2.1 1.9 1.8 2.6 0.0 0.1 1.8 0.0 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.3 3.2 1.1 6.4 6.7 3.6 0.0 1.6 0.7 0.0 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.7 19.8 19.9 36.9 22.3 22.2 34.5 0.0 18.6 37.2 0.0 30.0 LnGrp LOS D B B D C C C B D C
Approach Vol, veh/h 521 972 331 390
Approach Delay, s/veh 20.8 23.1 28.2 30.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.3 30.9 14.4 22.2 6.6 32.6 7.2 29.3 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 4.5 10.5 10.3 16.5 3.1 18.1 3.5 6.0 Green Ext Time (p_c), s 0.1 4.8 0.2 1.2 0.0 9.5 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 24.7
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 335 48 61 969 49 42 112 11 121 270 566 Future Volume (veh/h) 95 335 48 61 969 49 42 112 11 121 270 566 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 100 353 51 64 1020 52 44 118 12 127 284 596 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 127 1221 175 83 1264 64 54 144 15 155 346 431 Arrive On Green 0.07 0.39 0.39 0.05 0.36 0.36 0.12 0.12 0.12 0.27 0.27 0.27 Sat Flow, veh/h 1795 3143 450 1795 3468 177 465 1247 127 574 1283 1598 Grp Volume(v), veh/h 100 200 204 64 527 545 174 0 0 411 0 596 Grp Sat Flow(s),veh/h/ln 1795 1791 1803 1795 1791 1853 1839 0 0 1856 0 1598 Q Serve(g_s), s 6.1 8.5 8.7 3.9 29.5 29.5 10.3 0.0 0.0 23.1 0.0 30.0 Cycle Q Clear(g_c), s 6.1 8.5 8.7 3.9 29.5 29.5 10.3 0.0 0.0 23.1 0.0 30.0 Prop In Lane 1.00 0.25 1.00 0.10 0.25 0.07 0.31 1.00
Lane Grp Cap(c), veh/h 127 696 700 83 653 675 212 0 0 501 0 431 V/C Ratio(X) 0.79 0.29 0.29 0.77 0.81 0.81 0.82 0.00 0.00 0.82 0.00 1.38 Avail Cap(c_a), veh/h 726 805 810 726 805 833 827 0 0 501 0 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.9 23.4 23.4 52.4 31.8 31.8 48.1 0.0 0.0 38.1 0.0 40.6 Incr Delay (d2), s/veh 4.1 0.3 0.3 5.4 5.7 5.5 3.0 0.0 0.0 9.8 0.0 186.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.6 3.7 1.9 13.3 13.8 4.8 0.0 0.0 11.6 0.0 33.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.0 23.7 23.8 57.8 37.5 37.3 51.0 0.0 0.0 47.9 0.0 226.9 LnGrp LOS D C C E D D D D F
Approach Vol, veh/h 504 1136 174 1007
Approach Delay, s/veh 29.9 38.5 51.0 153.9
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 48.2 17.8 12.8 45.5 35.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 5.9 10.7 12.3 8.1 31.5 32.0 Green Ext Time (p_c), s 0.1 3.7 0.6 0.1 9.1 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 78.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 874 7 36 1562 81 20 3 9 188 8 289 Future Volume (veh/h) 147 874 7 36 1562 81 20 3 9 188 8 289 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 982 8 40 1755 91 22 3 10 217 0 325 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 2256 18 100 1899 98 140 30 99 793 0 350
Arrive On Green 0.11 0.43 0.43 0.06 0.38 0.38 0.08 0.08 0.08 0.22 0.00 0.22 Sat Flow, veh/h 1781 5224 43 1781 4969 257 1781 379 1264 3563 0 1572 Grp Volume(v), veh/h 165 640 350 40 1202 644 22 0 13 217 0 325 Grp Sat Flow(s),veh/h/ln 1781 1702 1863 1781 1702 1823 1781 0 1643 1781 0 1572 Q Serve(g_s), s 12.8 18.4 18.4 3.0 47.2 47.3 1.6 0.0 1.0 7.1 0.0 28.4 Cycle Q Clear(g_c), s 12.8 18.4 18.4 3.0 47.2 47.3 1.6 0.0 1.0 7.1 0.0 28.4 Prop In Lane 1.00 0.02 1.00 0.14 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 189 1470 804 100 1301 696 140 0 129 793 0 350 V/C Ratio(X) 0.87 0.44 0.44 0.40 0.92 0.93 0.16 0.00 0.10 0.27 0.00 0.93 Avail Cap(c_a), veh/h 254 1495 818 153 1301 696 140 0 129 903 0 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.7 27.8 27.8 63.8 41.3 41.3 60.2 0.0 59.9 45.0 0.0 53.3 Incr Delay (d2), s/veh 14.5 0.2 0.4 0.9 12.3 20.1 2.4 0.0 1.6 0.1 0.0 24.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 7.4 8.2 1.4 21.4 24.5 0.8 0.0 0.5 3.1 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 76.1 28.1 28.2 64.7 53.6 61.4 62.6 0.0 61.5 45.1 0.0 78.2 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 1155 1886 35 542
Approach Delay, s/veh 35.0 56.5 62.2 64.9
Approach LOS C E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 66.0 36.7 18.8 59.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 20.0 53.5 11.0 Max Q Clear Time (g_c+I1), s 5.0 20.4 30.4 14.8 49.3 3.6 Green Ext Time (p_c), s 0.0 11.0 0.6 0.1 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 681 178 547 1411 47 278 293 249 102 532 76 Future Volume (veh/h) 67 681 178 547 1411 47 278 293 249 102 532 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 783 205 629 1622 54 320 337 286 117 611 87 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 942 244 678 1908 63 366 926 720 139 726 103 Arrive On Green 0.05 0.23 0.23 0.20 0.38 0.38 0.11 0.26 0.26 0.08 0.23 0.23 Sat Flow, veh/h 1781 4032 1046 3456 5074 169 3456 3554 1567 1781 3119 443 Grp Volume(v), veh/h 77 660 328 629 1088 588 320 337 286 117 347 351 Grp Sat Flow(s),veh/h/ln 1781 1702 1674 1728 1702 1839 1728 1777 1567 1781 1777 1786 Q Serve(g_s), s 6.4 27.6 28.0 26.8 44.0 44.0 13.7 11.6 18.2 9.7 28.0 28.1 Cycle Q Clear(g_c), s 6.4 27.6 28.0 26.8 44.0 44.0 13.7 11.6 18.2 9.7 28.0 28.1 Prop In Lane 1.00 0.62 1.00 0.09 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 96 795 391 678 1280 691 366 926 720 139 413 416 V/C Ratio(X) 0.80 0.83 0.84 0.93 0.85 0.85 0.87 0.36 0.40 0.84 0.84 0.84 Avail Cap(c_a), veh/h 131 851 419 760 1350 729 438 936 724 226 468 470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 54.7 54.8 59.2 42.9 42.9 66.1 45.3 27.1 68.2 54.9 54.9 Incr Delay (d2), s/veh 15.8 7.0 14.1 11.6 5.0 8.9 13.8 0.3 0.5 7.1 12.6 12.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 12.5 13.2 12.7 19.0 21.3 6.7 5.2 7.0 4.7 14.0 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 85.9 61.6 68.9 70.8 48.0 51.8 79.9 45.6 27.6 75.4 67.5 67.7 LnGrp LOS F E E E D D E D C E E E
Approach Vol, veh/h 1065 2305 943 815
Approach Delay, s/veh 65.6 55.2 51.8 68.7
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 34.4 40.5 16.7 44.6 13.1 61.9 20.9 40.4 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 33.0 37.5 19.0 39.5 11.0 59.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 28.8 30.0 11.7 20.2 8.4 46.0 15.7 30.1 Green Ext Time (p_c), s 0.6 4.4 0.1 4.3 0.0 10.4 0.2 3.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 126 332 367 508 416 72 81 431 121 56 1301 92 Future Volume (veh/h) 126 332 367 508 416 72 81 431 121 56 1301 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 339 374 518 424 73 83 440 123 57 1328 94 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 880 391 484 973 166 115 1511 673 108 1496 666 Arrive On Green 0.07 0.25 0.25 0.14 0.32 0.32 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 1579 3456 3028 517 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 129 339 374 518 247 250 83 440 123 57 1328 94 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1768 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 5.4 11.9 35.0 21.0 16.5 16.7 6.9 12.2 7.3 4.7 51.8 5.5 Cycle Q Clear(g_c), s 5.4 11.9 35.0 21.0 16.5 16.7 6.9 12.2 7.3 4.7 51.8 5.5 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 880 391 484 571 568 115 1511 673 108 1496 666 V/C Ratio(X) 0.56 0.39 0.96 1.07 0.43 0.44 0.72 0.29 0.18 0.53 0.89 0.14 Avail Cap(c_a), veh/h 507 888 395 484 571 568 154 1511 673 154 1496 666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 46.9 55.6 64.5 40.1 40.2 68.8 28.3 26.9 68.4 40.1 26.7 Incr Delay (d2), s/veh 0.8 0.1 33.5 61.1 0.2 0.2 5.8 0.5 0.6 1.5 8.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 5.3 17.5 13.3 7.3 7.3 3.3 5.3 2.9 2.2 23.7 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 47.0 89.1 125.6 40.3 40.4 74.6 28.8 27.5 69.9 48.3 27.2 LnGrp LOS E D F F D D E C C E D C
Approach Vol, veh/h 842 1015 646 1479
Approach Delay, s/veh 69.0 83.9 34.4 47.8
Approach LOS E F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.7 68.7 14.0 53.7 13.1 69.3 25.0 42.7 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 13.0 59.5 22.0 36.5 13.0 59.5 21.0 37.5 Max Q Clear Time (g_c+I1), s 8.9 53.8 7.4 18.7 6.7 14.2 23.0 37.0 Green Ext Time (p_c), s 0.0 4.5 0.2 1.7 0.0 5.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 59.3
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 299 543 137 302 572 342 221 1391 304 222 621 183 Future Volume (veh/h) 299 543 137 302 572 342 221 1391 304 222 621 183 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 308 560 141 311 590 353 228 1434 313 229 640 189 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 355 821 354 358 824 357 251 1490 324 252 1400 406 Arrive On Green 0.10 0.23 0.23 0.10 0.23 0.23 0.14 0.35 0.35 0.14 0.35 0.35 Sat Flow, veh/h 3483 3582 1543 3483 3582 1551 1795 4217 918 1795 3958 1148 Grp Volume(v), veh/h 308 560 141 311 590 353 228 1166 581 229 553 276 Grp Sat Flow(s),veh/h/ln 1742 1791 1543 1742 1791 1551 1795 1716 1703 1795 1716 1674 Q Serve(g_s), s 13.1 21.4 11.6 13.2 22.8 34.0 18.8 49.9 50.2 18.9 18.6 19.1 Cycle Q Clear(g_c), s 13.1 21.4 11.6 13.2 22.8 34.0 18.8 49.9 50.2 18.9 18.6 19.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 0.69
Lane Grp Cap(c), veh/h 355 821 354 358 824 357 251 1212 602 252 1214 592 V/C Ratio(X) 0.87 0.68 0.40 0.87 0.72 0.99 0.91 0.96 0.97 0.91 0.46 0.47 Avail Cap(c_a), veh/h 441 824 355 441 824 357 287 1212 602 287 1214 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.3 52.8 49.0 66.3 53.2 57.6 63.6 47.5 47.6 63.5 37.3 37.5 Incr Delay (d2), s/veh 12.2 1.9 0.3 12.5 2.6 44.7 28.5 18.2 29.1 28.7 0.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 9.8 4.5 6.4 10.4 17.6 10.5 23.9 25.7 10.5 7.8 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.5 54.7 49.3 78.8 55.8 102.2 92.1 65.7 76.7 92.2 37.7 38.3 LnGrp LOS E D D E E F F E E F D D
Approach Vol, veh/h 1009 1254 1975 1058
Approach Delay, s/veh 61.2 74.6 72.0 49.7
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.0 59.1 19.4 39.9 25.0 59.0 19.3 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 24.0 53.0 19.0 34.5 24.0 53.0 19.0 34.5 Max Q Clear Time (g_c+I1), s 20.8 21.1 15.2 23.4 20.9 52.2 15.1 36.0 Green Ext Time (p_c), s 0.2 8.4 0.2 2.0 0.2 0.7 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 66.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 496 32 202 19 17 14 288 2093 31 20 705 328 Future Volume (veh/h) 496 32 202 19 17 14 288 2093 31 20 705 328 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 511 33 0 20 18 14 297 2158 32 21 727 338 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 581 322 81 48 38 168 2190 977 77 2008 896
Arrive On Green 0.17 0.17 0.00 0.05 0.05 0.05 0.09 0.61 0.61 0.04 0.56 0.56 Sat Flow, veh/h 3483 1885 1598 1795 983 765 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 511 33 0 20 0 32 297 2158 32 21 727 338 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1748 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 21.5 2.2 0.0 1.6 0.0 2.7 14.0 88.4 1.2 1.7 16.8 17.7 Cycle Q Clear(g_c), s 21.5 2.2 0.0 1.6 0.0 2.7 14.0 88.4 1.2 1.7 16.8 17.7 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 581 322 81 0 86 168 2190 977 77 2008 896 V/C Ratio(X) 0.88 0.10 0.25 0.00 0.37 1.77 0.99 0.03 0.27 0.36 0.38 Avail Cap(c_a), veh/h 836 547 168 0 250 168 2190 977 168 2008 896 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.0 52.5 0.0 69.1 0.0 69.1 68.0 28.5 11.6 69.5 18.2 18.4 Incr Delay (d2), s/veh 7.7 0.1 0.0 1.6 0.0 2.7 370.7 15.9 0.0 0.7 0.5 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 1.1 0.0 0.8 0.0 1.3 23.6 39.2 0.4 0.8 6.9 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 52.6 0.0 70.7 0.0 71.8 438.7 44.4 11.6 70.2 18.7 19.6 LnGrp LOS E D E E F D B E B B
Approach Vol, veh/h 544 52 2487 1086
Approach Delay, s/veh 67.8 71.3 91.1 19.9
Approach LOS E E F B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 90.1 10.8 31.1 10.4 97.7 29.0 12.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 59.0 14.0 43.5 14.0 59.0 36.0 21.5 Max Q Clear Time (g_c+I1), s 16.0 19.7 3.6 4.2 3.7 90.4 23.5 4.7 Green Ext Time (p_c), s 0.0 10.3 0.0 0.1 0.0 0.0 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 69.3
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 3 205 6 3 2 374 2134 47 4 769 83 Future Volume (veh/h) 55 3 205 6 3 2 374 2134 47 4 769 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 3 209 6 3 2 382 2178 48 4 785 85 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 108 272 231 26 104 70 325 2510 1105 18 2212 987 Arrive On Green 0.06 0.14 0.14 0.01 0.10 0.10 0.09 0.70 0.70 0.01 0.62 0.62 Sat Flow, veh/h 1795 1885 1598 1795 1055 703 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 56 3 209 6 0 5 382 2178 48 4 785 85 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1759 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 4.5 0.2 19.3 0.5 0.0 0.4 14.0 69.7 1.4 0.3 16.1 3.2 Cycle Q Clear(g_c), s 4.5 0.2 19.3 0.5 0.0 0.4 14.0 69.7 1.4 0.3 16.1 3.2 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 272 231 26 0 174 325 2510 1105 18 2212 987 V/C Ratio(X) 0.52 0.01 0.91 0.23 0.00 0.03 1.18 0.87 0.04 0.22 0.35 0.09 Avail Cap(c_a), veh/h 168 534 453 168 0 498 325 2510 1105 168 2212 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 55.0 63.2 73.0 0.0 61.1 68.0 17.1 6.9 73.6 14.0 11.6 Incr Delay (d2), s/veh 1.4 0.0 5.4 1.6 0.0 0.0 106.3 4.4 0.1 2.2 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.1 8.3 0.2 0.0 0.2 10.9 26.3 0.5 0.2 6.3 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.8 55.0 68.6 74.6 0.0 61.1 174.3 21.5 7.0 75.8 14.2 11.6 LnGrp LOS E E E E E F C A E B B
Approach Vol, veh/h 268 11 2608 874
Approach Delay, s/veh 68.7 68.5 43.6 14.2
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.5 111.1 6.2 27.1 18.0 98.6 13.0 20.3 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.3 71.7 2.5 21.3 16.0 18.1 6.5 2.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 9.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.7
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 503 553 80 187 400 110 147 1407 227 180 354 229 Future Volume (veh/h) 503 553 80 187 400 110 147 1407 227 180 354 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 524 576 83 195 417 115 153 1466 236 188 369 239 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 578 1229 482 279 617 164 232 2350 724 237 2358 729 Arrive On Green 0.17 0.24 0.24 0.08 0.15 0.15 0.07 0.46 0.46 0.07 0.46 0.46 Sat Flow, veh/h 3483 5147 1576 3483 4036 1070 3483 5147 1585 3483 5147 1590 Grp Volume(v), veh/h 524 576 83 195 352 180 153 1466 236 188 369 239 Grp Sat Flow(s),veh/h/ln 1742 1716 1576 1742 1716 1675 1742 1716 1585 1742 1716 1590 Q Serve(g_s), s 22.2 14.4 5.8 8.2 14.5 15.3 6.4 32.5 14.3 8.0 6.3 14.4 Cycle Q Clear(g_c), s 22.2 14.4 5.8 8.2 14.5 15.3 6.4 32.5 14.3 8.0 6.3 14.4 Prop In Lane 1.00 1.00 1.00 0.64 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 578 1229 482 279 524 256 232 2350 724 237 2358 729 V/C Ratio(X) 0.91 0.47 0.17 0.70 0.67 0.70 0.66 0.62 0.33 0.79 0.16 0.33 Avail Cap(c_a), veh/h 743 1229 482 1161 766 374 488 2350 724 488 2358 729 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.4 48.9 38.2 67.2 60.0 60.3 68.4 31.0 26.0 68.9 23.7 25.9 Incr Delay (d2), s/veh 11.0 0.4 0.2 1.2 2.1 4.9 1.2 1.3 1.2 2.3 0.1 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 6.2 2.3 3.7 6.4 6.8 2.9 13.3 5.6 3.6 2.5 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.5 49.3 38.5 68.4 62.1 65.2 69.6 32.2 27.2 71.2 23.9 27.1 LnGrp LOS E D D E E E E C C E C C
Approach Vol, veh/h 1183 727 1855 796
Approach Delay, s/veh 58.8 64.6 34.7 36.0
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 75.7 29.9 29.4 15.2 75.5 17.0 42.3 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 21.0 40.0 32.0 33.5 21.0 40.0 50.0 15.5 Max Q Clear Time (g_c+I1), s 8.4 16.4 24.2 17.3 10.0 34.5 10.2 16.4 Green Ext Time (p_c), s 0.2 4.5 0.7 3.9 0.2 4.7 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1218 148 77 674 134 176 279 137 122 95 55 Future Volume (veh/h) 107 1218 148 77 674 134 176 279 137 122 95 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 111 1269 154 80 702 140 183 291 143 127 99 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 134 2741 840 110 1860 828 208 351 288 150 292 247 Arrive On Green 0.07 0.53 0.53 0.06 0.52 0.52 0.12 0.19 0.19 0.08 0.15 0.15 Sat Flow, veh/h 1795 5147 1577 1795 3582 1595 1795 1885 1547 1795 1885 1598 Grp Volume(v), veh/h 111 1269 154 80 702 140 183 291 143 127 99 57 Grp Sat Flow(s),veh/h/ln 1795 1716 1577 1795 1791 1595 1795 1885 1547 1795 1885 1598 Q Serve(g_s), s 8.5 21.4 7.1 6.1 16.4 6.5 14.1 20.8 11.6 9.8 6.6 4.4 Cycle Q Clear(g_c), s 8.5 21.4 7.1 6.1 16.4 6.5 14.1 20.8 11.6 9.8 6.6 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 134 2741 840 110 1860 828 208 351 288 150 292 247 V/C Ratio(X) 0.83 0.46 0.18 0.73 0.38 0.17 0.88 0.83 0.50 0.84 0.34 0.23 Avail Cap(c_a), veh/h 231 2741 840 231 1860 828 308 505 414 205 397 337 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 20.3 16.9 64.5 20.1 17.7 61.0 54.8 51.1 63.2 52.8 51.9 Incr Delay (d2), s/veh 4.9 0.1 0.1 3.4 0.6 0.4 13.2 5.1 0.5 15.8 0.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 8.4 2.6 2.9 6.8 2.5 7.1 10.3 4.6 5.1 3.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 20.4 17.1 67.9 20.7 18.2 74.1 59.9 51.5 79.0 53.1 52.1 LnGrp LOS E C B E C B E E D E D D
Approach Vol, veh/h 1534 922 617 283
Approach Delay, s/veh 23.6 24.4 62.2 64.5
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 78.2 15.7 31.6 12.6 80.1 20.2 27.1 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 18.0 49.5 16.0 37.5 18.0 49.5 24.0 29.5 Max Q Clear Time (g_c+I1), s 10.5 18.4 11.8 22.8 8.1 23.4 16.1 8.6 Green Ext Time (p_c), s 0.1 5.5 0.1 1.1 0.1 10.5 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 34.4
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 486 160 26 323 15 205 123 54 5 47 32 Future Volume (veh/h) 45 486 160 26 323 15 205 123 54 5 47 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 48 517 170 28 344 16 218 131 57 5 50 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 105 907 297 69 1124 52 277 327 142 14 122 83 Arrive On Green 0.06 0.34 0.34 0.04 0.32 0.32 0.15 0.26 0.26 0.01 0.12 0.12 Sat Flow, veh/h 1795 2651 867 1795 3485 162 1795 1244 541 1795 1046 711 Grp Volume(v), veh/h 48 348 339 28 176 184 218 0 188 5 0 84 Grp Sat Flow(s),veh/h/ln 1795 1791 1728 1795 1791 1856 1795 0 1786 1795 0 1757 Q Serve(g_s), s 1.3 8.0 8.1 0.8 3.7 3.7 5.9 0.0 4.4 0.1 0.0 2.2 Cycle Q Clear(g_c), s 1.3 8.0 8.1 0.8 3.7 3.7 5.9 0.0 4.4 0.1 0.0 2.2 Prop In Lane 1.00 0.50 1.00 0.09 1.00 0.30 1.00 0.40
Lane Grp Cap(c), veh/h 105 613 591 69 577 598 277 0 470 14 0 205 V/C Ratio(X) 0.46 0.57 0.57 0.40 0.31 0.31 0.79 0.00 0.40 0.35 0.00 0.41 Avail Cap(c_a), veh/h 893 1781 1718 893 1781 1846 893 0 1065 893 0 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.9 13.5 13.5 23.6 12.8 12.8 20.5 0.0 15.3 24.8 0.0 20.6 Incr Delay (d2), s/veh 1.2 1.2 1.2 1.4 0.4 0.4 1.9 0.0 0.2 5.2 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.8 2.8 0.3 1.3 1.4 2.4 0.0 1.6 0.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.1 14.7 14.8 25.0 13.2 13.2 22.3 0.0 15.5 30.0 0.0 21.1 LnGrp LOS C B B C B B C B C C
Approach Vol, veh/h 735 388 406 89
Approach Delay, s/veh 15.3 14.1 19.2 21.6
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 22.2 11.8 10.4 6.9 21.2 4.4 17.7 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 2.8 10.1 7.9 4.2 3.3 5.7 2.1 6.4 Green Ext Time (p_c), s 0.0 7.1 0.3 0.3 0.0 3.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.3
HCM 6th LOS B

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 281 627 57 18 370 151 39 356 22 77 123 110 Future Volume (veh/h) 281 627 57 18 370 151 39 356 22 77 123 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 290 646 59 19 381 156 40 367 23 79 127 113 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 327 1239 113 44 538 217 45 412 26 99 159 222 Arrive On Green 0.18 0.37 0.37 0.02 0.22 0.22 0.26 0.26 0.26 0.14 0.14 0.14 Sat Flow, veh/h 1795 3317 303 1795 2490 1005 173 1586 99 709 1140 1591 Grp Volume(v), veh/h 290 348 357 19 273 264 430 0 0 206 0 113 Grp Sat Flow(s),veh/h/ln 1795 1791 1829 1795 1791 1704 1859 0 0 1850 0 1591 Q Serve(g_s), s 15.6 14.9 15.0 1.0 13.9 14.2 22.0 0.0 0.0 10.6 0.0 6.5 Cycle Q Clear(g_c), s 15.6 14.9 15.0 1.0 13.9 14.2 22.0 0.0 0.0 10.6 0.0 6.5 Prop In Lane 1.00 0.17 1.00 0.59 0.09 0.05 0.38 1.00
Lane Grp Cap(c), veh/h 327 669 683 44 387 369 483 0 0 258 0 222 V/C Ratio(X) 0.89 0.52 0.52 0.43 0.70 0.72 0.89 0.00 0.00 0.80 0.00 0.51 Avail Cap(c_a), veh/h 818 907 926 818 907 863 941 0 0 562 0 483 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.4 24.1 24.1 47.5 35.8 35.9 35.2 0.0 0.0 41.1 0.0 39.4 Incr Delay (d2), s/veh 3.3 0.9 0.9 2.4 3.3 3.7 2.3 0.0 0.0 2.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 6.3 6.4 0.5 6.3 6.1 9.9 0.0 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.7 25.0 25.0 49.9 39.1 39.6 37.5 0.0 0.0 43.3 0.0 40.0 LnGrp LOS D C C D D D D D D
Approach Vol, veh/h 995 556 430 319
Approach Delay, s/veh 30.1 39.7 37.5 42.2
Approach LOS C D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 41.9 30.7 23.0 26.3 18.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 17.0 24.0 17.6 16.2 12.6 Green Ext Time (p_c), s 0.0 6.9 1.7 0.4 5.1 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 35.5
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 1525 15 42 778 106 35 14 13 157 10 144 Future Volume (veh/h) 368 1525 15 42 778 106 35 14 13 157 10 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 383 1589 16 44 810 110 36 15 14 171 0 150 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 408 2067 21 105 1031 139 141 70 66 462 0 202 Arrive On Green 0.23 0.39 0.39 0.06 0.22 0.22 0.08 0.08 0.08 0.13 0.00 0.13 Sat Flow, veh/h 1795 5253 53 1795 4582 618 1795 897 837 3591 0 1568 Grp Volume(v), veh/h 383 1038 567 44 605 315 36 0 29 171 0 150 Grp Sat Flow(s),veh/h/ln 1795 1716 1875 1795 1716 1769 1795 0 1734 1795 0 1568 Q Serve(g_s), s 29.3 36.8 36.8 3.3 23.2 23.5 2.6 0.0 2.2 6.1 0.0 12.9 Cycle Q Clear(g_c), s 29.3 36.8 36.8 3.3 23.2 23.5 2.6 0.0 2.2 6.1 0.0 12.9 Prop In Lane 1.00 0.03 1.00 0.35 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 408 1350 738 105 772 398 141 0 136 462 0 202 V/C Ratio(X) 0.94 0.77 0.77 0.42 0.78 0.79 0.26 0.00 0.21 0.37 0.00 0.74 Avail Cap(c_a), veh/h 539 1507 823 154 772 398 141 0 136 911 0 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.51 0.51 0.51 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.2 36.9 36.9 63.6 51.0 51.1 60.6 0.0 60.4 55.8 0.0 58.8 Incr Delay (d2), s/veh 11.5 1.3 2.3 1.0 7.8 14.8 4.3 0.0 3.5 0.2 0.0 2.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.3 15.3 16.9 1.5 10.7 11.9 1.4 0.0 1.1 2.8 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.7 38.2 39.2 64.6 58.9 65.9 65.0 0.0 64.0 56.0 0.0 60.8 LnGrp LOS E D D E E E E E E E
Approach Vol, veh/h 1988 964 65 321
Approach Delay, s/veh 43.6 61.4 64.5 58.2
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 60.6 23.5 35.8 37.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 42.0 31.5 11.0 Max Q Clear Time (g_c+I1), s 5.3 38.8 14.9 31.3 25.5 4.6 Green Ext Time (p_c), s 0.0 14.9 0.5 0.4 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 50.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 1275 181 344 663 75 244 570 510 161 314 57 Future Volume (veh/h) 116 1275 181 344 663 75 244 570 510 161 314 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 122 1342 191 362 698 79 257 600 537 169 331 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 144 1653 235 372 1831 205 305 1039 631 180 917 164 Arrive On Green 0.08 0.36 0.36 0.11 0.39 0.39 0.09 0.29 0.29 0.10 0.30 0.30 Sat Flow, veh/h 1795 4550 647 3483 4694 527 3483 3582 1589 1795 3032 543 Grp Volume(v), veh/h 122 1012 521 362 509 268 257 600 537 169 194 197 Grp Sat Flow(s),veh/h/ln 1795 1716 1766 1742 1716 1789 1742 1791 1589 1795 1791 1785 Q Serve(g_s), s 10.1 40.0 40.0 15.5 15.9 16.1 10.9 21.4 43.5 14.0 12.7 13.0 Cycle Q Clear(g_c), s 10.1 40.0 40.0 15.5 15.9 16.1 10.9 21.4 43.5 14.0 12.7 13.0 Prop In Lane 1.00 0.37 1.00 0.29 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 144 1247 642 372 1338 698 305 1039 631 180 541 540 V/C Ratio(X) 0.85 0.81 0.81 0.97 0.38 0.38 0.84 0.58 0.85 0.94 0.36 0.37 Avail Cap(c_a), veh/h 156 1247 642 372 1338 698 441 1039 631 180 541 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 43.1 43.1 66.8 32.8 32.8 67.4 45.4 41.2 67.1 40.9 41.0 Incr Delay (d2), s/veh 29.7 5.8 10.7 37.3 0.2 0.4 6.7 1.0 11.1 49.7 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 17.6 19.1 8.8 6.6 7.0 5.1 9.6 20.0 8.9 5.8 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.8 48.9 53.9 104.1 33.0 33.3 74.1 46.4 52.3 116.8 41.5 41.6 LnGrp LOS F D D F C C E D D F D D
Approach Vol, veh/h 1655 1139 1394 560
Approach Delay, s/veh 54.1 55.7 53.8 64.3
Approach LOS D E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 60.0 20.0 49.0 17.0 64.0 18.1 50.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 16.0 54.5 15.0 43.5 13.0 57.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 17.5 42.0 16.0 45.5 12.1 18.1 12.9 15.0 Green Ext Time (p_c), s 0.0 9.2 0.0 0.0 0.0 8.0 0.2 3.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.6
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 221 482 126 224 309 136 235 1197 276 91 517 137 Future Volume (veh/h) 221 482 126 224 309 136 235 1197 276 91 517 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 228 497 130 231 319 140 242 1234 285 94 533 141 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 274 585 257 276 398 171 265 1636 729 117 1341 598 Arrive On Green 0.08 0.16 0.16 0.08 0.16 0.16 0.15 0.46 0.46 0.07 0.37 0.37 Sat Flow, veh/h 3483 3582 1576 3483 2425 1040 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 228 497 130 231 234 225 242 1234 285 94 533 141 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1674 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 9.7 20.2 11.3 9.8 18.8 19.5 19.9 42.8 17.7 7.7 16.4 9.1 Cycle Q Clear(g_c), s 9.7 20.2 11.3 9.8 18.8 19.5 19.9 42.8 17.7 7.7 16.4 9.1 Prop In Lane 1.00 1.00 1.00 0.62 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 274 585 257 276 294 275 265 1636 729 117 1341 598 V/C Ratio(X) 0.83 0.85 0.51 0.84 0.79 0.82 0.91 0.75 0.39 0.80 0.40 0.24 Avail Cap(c_a), veh/h 325 872 384 325 436 407 383 1636 729 144 1341 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 61.0 57.2 68.1 60.3 60.6 63.0 33.8 27.0 69.1 34.5 32.2 Incr Delay (d2), s/veh 12.7 3.5 0.6 13.1 3.4 5.0 16.2 3.3 1.6 18.7 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 9.4 4.5 4.9 8.8 8.6 10.2 18.9 7.1 4.1 7.3 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.8 64.4 57.8 81.2 63.6 65.6 79.2 37.1 28.5 87.8 35.4 33.1 LnGrp LOS F E E F E E E D C F D C
Approach Vol, veh/h 855 690 1761 768
Approach Delay, s/veh 67.8 70.2 41.5 41.4
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.2 61.6 15.8 30.1 13.8 74.0 15.9 30.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 48.5 14.0 36.5 12.0 68.5 14.0 36.5 Max Q Clear Time (g_c+I1), s 21.9 18.4 11.7 21.5 9.7 44.8 11.8 22.2 Green Ext Time (p_c), s 0.2 6.0 0.1 1.5 0.0 14.2 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 660 130 250 690 190 160 420 300 470 1550 180 Future Volume (veh/h) 100 660 130 250 690 190 160 420 300 470 1550 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 660 130 250 690 190 160 420 300 470 1550 180 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 204 729 288 295 823 358 183 1023 474 497 2210 256 Arrive On Green 0.06 0.21 0.21 0.09 0.23 0.23 0.10 0.30 0.30 0.28 0.48 0.48 Sat Flow, veh/h 3456 3554 1405 3456 3554 1546 1781 3404 1579 1781 4636 538 Grp Volume(v), veh/h 100 660 130 250 690 190 160 420 300 470 1137 593 Grp Sat Flow(s),veh/h/ln 1728 1777 1405 1728 1777 1546 1781 1702 1579 1781 1702 1770 Q Serve(g_s), s 4.2 27.2 12.2 10.7 27.8 16.1 13.3 14.8 24.6 38.8 39.4 39.5 Cycle Q Clear(g_c), s 4.2 27.2 12.2 10.7 27.8 16.1 13.3 14.8 24.6 38.8 39.4 39.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 204 729 288 295 823 358 183 1023 474 497 1623 844 V/C Ratio(X) 0.49 0.91 0.45 0.85 0.84 0.53 0.88 0.41 0.63 0.95 0.70 0.70 Avail Cap(c_a), veh/h 207 817 323 346 959 418 226 1023 474 594 1623 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 58.2 52.2 67.6 55.0 50.5 66.4 41.9 45.3 53.0 30.8 30.9 Incr Delay (d2), s/veh 0.7 11.9 0.4 13.8 5.1 0.5 25.8 0.4 3.1 22.3 2.6 4.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 13.3 4.3 5.3 12.9 6.3 7.3 6.2 10.0 20.1 16.3 17.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.1 70.1 52.6 81.4 60.1 50.9 92.1 42.2 48.5 75.2 33.4 35.7 LnGrp LOS E E D F E D F D D E C D
Approach Vol, veh/h 890 1130 880 2200
Approach Delay, s/veh 67.4 63.3 53.4 43.0
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.4 77.5 16.8 36.3 45.8 51.1 12.9 40.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 19.0 62.0 15.0 34.5 50.0 31.0 9.0 40.5 Max Q Clear Time (g_c+I1), s 15.3 41.5 12.7 29.2 40.8 26.6 6.2 29.8 Green Ext Time (p_c), s 0.1 14.9 0.1 1.6 1.1 2.2 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 53.5
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 20 550 40 50 30 160 600 20 20 2140 300 Future Volume (veh/h) 270 20 550 40 50 30 160 600 20 20 2140 300 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 278 21 0 41 52 31 165 619 21 21 2206 309 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 329 177 117 71 42 131 2371 1058 76 2263 1009 Arrive On Green 0.10 0.09 0.00 0.07 0.06 0.06 0.07 0.67 0.67 0.04 0.64 0.64 Sat Flow, veh/h 3456 1870 1585 1781 1098 655 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 278 21 0 41 0 83 165 619 21 21 2206 309 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.9 1.5 0.0 3.3 0.0 7.0 11.0 10.5 0.7 1.7 89.2 13.2 Cycle Q Clear(g_c), s 11.9 1.5 0.0 3.3 0.0 7.0 11.0 10.5 0.7 1.7 89.2 13.2 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 177 117 0 113 131 2371 1058 76 2263 1009 V/C Ratio(X) 0.84 0.12 0.35 0.00 0.73 1.26 0.26 0.02 0.28 0.97 0.31 Avail Cap(c_a), veh/h 438 449 143 0 339 131 2371 1058 131 2263 1009 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.8 62.2 0.0 67.0 0.0 68.9 69.5 10.1 8.4 69.5 26.1 12.3 Incr Delay (d2), s/veh 10.9 0.3 0.0 1.8 0.0 8.8 165.7 0.1 0.0 0.7 13.9 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.8 0.0 1.6 0.0 3.4 11.0 3.9 0.2 0.8 38.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.7 62.5 0.0 68.8 0.0 77.7 235.2 10.1 8.4 70.3 40.0 13.1 LnGrp LOS E E E E F B A E D B
Approach Vol, veh/h 299 124 805 2536
Approach Delay, s/veh 76.6 74.8 56.2 36.9
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 101.5 13.8 19.7 10.4 106.1 18.3 15.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 11.0 71.5 12.0 36.0 11.0 71.5 19.0 29.0 Max Q Clear Time (g_c+I1), s 13.0 91.2 5.3 3.5 3.7 12.5 13.9 9.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 6.6 0.4 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.5
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 80 450 150 250 0 110 690 50 10 1520 100 Future Volume (veh/h) 140 80 450 150 250 0 110 690 50 10 1520 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 146 83 469 156 260 0 115 719 52 10 1583 104 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 486 411 154 472 0 274 1779 794 40 1578 704 Arrive On Green 0.09 0.26 0.26 0.09 0.25 0.00 0.08 0.50 0.50 0.02 0.44 0.44 Sat Flow, veh/h 1781 1870 1581 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 146 83 469 156 260 0 115 719 52 10 1583 104 Grp Sat Flow(s),veh/h/ln 1781 1870 1581 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.1 5.2 39.0 13.0 18.1 0.0 4.8 19.0 2.5 0.8 66.6 5.9 Cycle Q Clear(g_c), s 12.1 5.2 39.0 13.0 18.1 0.0 4.8 19.0 2.5 0.8 66.6 5.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 168 486 411 154 472 0 274 1779 794 40 1578 704 V/C Ratio(X) 0.87 0.17 1.14 1.01 0.55 0.00 0.42 0.40 0.07 0.25 1.00 0.15 Avail Cap(c_a), veh/h 190 486 411 154 472 0 276 1779 794 119 1578 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 43.0 55.5 68.5 48.7 0.0 65.8 23.4 19.3 72.0 41.7 24.8 Incr Delay (d2), s/veh 27.9 0.1 88.6 75.2 0.8 0.0 0.4 0.7 0.2 1.2 23.4 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 2.4 25.8 9.2 8.7 0.0 2.1 7.9 1.0 0.4 33.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.9 43.0 144.1 143.7 49.5 0.0 66.1 24.1 19.5 73.2 65.1 25.0 LnGrp LOS F D F F D E C B E F C
Approach Vol, veh/h 698 416 886 1697
Approach Delay, s/veh 121.8 84.8 29.3 62.7
Approach LOS F F C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 81.1 17.0 44.5 15.9 72.6 18.1 43.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 10.0 68.5 13.0 39.0 12.0 66.5 16.0 36.0 Max Q Clear Time (g_c+I1), s 2.8 21.0 15.0 41.0 6.8 68.6 14.1 20.1 Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.1 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.4
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 440 100 290 650 120 130 490 170 250 1090 460 Future Volume (veh/h) 340 440 100 290 650 120 130 490 170 250 1090 460 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 362 468 106 309 691 128 138 521 181 266 1160 489 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 412 1393 536 357 1112 203 230 1924 594 313 2047 634 Arrive On Green 0.12 0.27 0.27 0.10 0.26 0.26 0.07 0.38 0.38 0.09 0.40 0.40 Sat Flow, veh/h 3456 5106 1578 3456 4331 793 3456 5106 1577 3456 5106 1583 Grp Volume(v), veh/h 362 468 106 309 541 278 138 521 181 266 1160 489 Grp Sat Flow(s),veh/h/ln 1728 1702 1578 1728 1702 1720 1728 1702 1577 1728 1702 1583 Q Serve(g_s), s 15.5 11.0 7.1 13.2 21.1 21.5 5.8 10.6 12.1 11.4 26.4 40.2 Cycle Q Clear(g_c), s 15.5 11.0 7.1 13.2 21.1 21.5 5.8 10.6 12.1 11.4 26.4 40.2 Prop In Lane 1.00 1.00 1.00 0.46 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 412 1393 536 357 874 441 230 1924 594 313 2047 634 V/C Ratio(X) 0.88 0.34 0.20 0.87 0.62 0.63 0.60 0.27 0.30 0.85 0.57 0.77 Avail Cap(c_a), veh/h 576 1481 563 461 874 441 253 1924 594 415 2047 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.0 43.7 35.1 66.2 49.3 49.4 68.1 32.4 32.9 67.2 34.8 39.0 Incr Delay (d2), s/veh 8.6 0.2 0.3 10.9 3.3 6.7 1.9 0.1 0.4 9.7 1.1 8.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 4.7 2.8 6.3 9.3 10.0 2.6 4.4 4.7 5.4 10.9 16.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 73.6 43.9 35.4 77.2 52.6 56.1 70.0 32.5 33.3 76.9 36.0 47.7 LnGrp LOS E D D E D E E C C E D D
Approach Vol, veh/h 936 1128 840 1915
Approach Delay, s/veh 54.4 60.2 38.9 44.7
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 67.1 22.9 45.0 18.6 63.5 20.5 47.4 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 11.0 52.0 25.0 38.5 18.0 45.0 20.0 43.5 Max Q Clear Time (g_c+I1), s 7.8 42.2 17.5 23.5 13.4 14.1 15.2 13.0 Green Ext Time (p_c), s 0.1 7.4 0.4 6.0 0.2 6.0 0.3 5.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 49.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 960 240 140 1410 190 190 120 70 190 270 80 Future Volume (veh/h) 50 960 240 140 1410 190 190 120 70 190 270 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 1043 261 152 1533 207 207 130 76 207 293 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 2363 727 176 1795 800 230 352 295 204 324 271 Arrive On Green 0.06 0.46 0.46 0.10 0.51 0.51 0.13 0.19 0.19 0.11 0.17 0.17 Sat Flow, veh/h 1781 5106 1570 1781 3554 1583 1781 1870 1567 1781 1870 1561 Grp Volume(v), veh/h 54 1043 261 152 1533 207 207 130 76 207 293 87 Grp Sat Flow(s),veh/h/ln 1781 1702 1570 1781 1777 1583 1781 1870 1567 1781 1870 1561 Q Serve(g_s), s 4.1 19.3 15.0 11.8 52.6 10.4 16.0 8.5 5.8 16.0 21.5 6.8 Cycle Q Clear(g_c), s 4.1 19.3 15.0 11.8 52.6 10.4 16.0 8.5 5.8 16.0 21.5 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 100 2363 727 176 1795 800 230 352 295 204 324 271 V/C Ratio(X) 0.54 0.44 0.36 0.86 0.85 0.26 0.90 0.37 0.26 1.02 0.90 0.32 Avail Cap(c_a), veh/h 115 2363 727 254 1795 800 254 468 392 204 414 346 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 25.4 24.2 62.2 30.1 19.7 60.1 49.6 48.5 62.0 56.7 50.6 Incr Delay (d2), s/veh 1.7 0.1 0.3 13.8 5.4 0.8 28.3 0.2 0.2 67.5 17.1 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 7.7 5.7 5.9 22.8 4.1 9.0 4.0 0.0 11.1 11.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.9 25.5 24.5 75.9 35.6 20.5 88.4 49.8 48.6 129.5 73.8 50.9 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1358 1892 413 587
Approach Delay, s/veh 26.9 37.1 68.9 90.1
Approach LOS C D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 76.2 20.0 31.9 17.8 70.3 22.1 29.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 9.0 61.0 16.0 35.0 20.0 50.0 20.0 31.0 Max Q Clear Time (g_c+I1), s 6.1 54.6 18.0 10.5 13.8 21.3 18.0 23.5 Green Ext Time (p_c), s 0.0 5.0 0.0 0.5 0.1 9.2 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 44.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 300 170 80 870 30 170 100 40 160 310 190 Future Volume (veh/h) 30 300 170 80 870 30 170 100 40 160 310 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 316 179 84 916 32 179 105 42 168 326 200 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 63 699 387 108 1196 42 212 428 171 201 359 220 Arrive On Green 0.04 0.32 0.32 0.06 0.34 0.34 0.12 0.34 0.34 0.11 0.33 0.33 Sat Flow, veh/h 1781 2206 1221 1781 3500 122 1781 1270 508 1781 1085 666 Grp Volume(v), veh/h 32 253 242 84 465 483 179 0 147 168 0 526 Grp Sat Flow(s),veh/h/ln 1781 1777 1651 1781 1777 1845 1781 0 1778 1781 0 1751 Q Serve(g_s), s 1.8 11.5 11.9 4.7 23.6 23.6 9.9 0.0 6.0 9.3 0.0 29.0 Cycle Q Clear(g_c), s 1.8 11.5 11.9 4.7 23.6 23.6 9.9 0.0 6.0 9.3 0.0 29.0 Prop In Lane 1.00 0.74 1.00 0.07 1.00 0.29 1.00 0.38
Lane Grp Cap(c), veh/h 63 563 523 108 607 631 212 0 599 201 0 579 V/C Ratio(X) 0.51 0.45 0.46 0.78 0.77 0.77 0.84 0.00 0.25 0.84 0.00 0.91 Avail Cap(c_a), veh/h 106 747 694 229 870 904 370 0 906 405 0 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.9 27.5 27.6 46.8 29.6 29.6 43.6 0.0 24.2 43.9 0.0 32.3 Incr Delay (d2), s/veh 2.4 0.8 0.9 4.6 3.3 3.2 3.5 0.0 0.1 3.5 0.0 5.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.9 4.7 2.2 10.2 10.6 4.6 0.0 2.5 4.3 0.0 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 28.3 28.6 51.4 33.0 32.9 47.1 0.0 24.3 47.4 0.0 37.9 LnGrp LOS D C C D C C D C D D
Approach Vol, veh/h 527 1032 326 694
Approach Delay, s/veh 29.8 34.4 36.8 40.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 37.0 16.0 37.9 7.6 39.5 15.4 38.5 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 13.0 42.5 21.0 53.5 6.0 49.5 23.0 51.5 Max Q Clear Time (g_c+I1), s 6.7 13.9 11.9 31.0 3.8 25.6 11.3 8.0 Green Ext Time (p_c), s 0.0 4.5 0.2 2.4 0.0 9.0 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 35.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 330 180 70 980 50 60 100 20 120 370 760 Future Volume (veh/h) 200 330 180 70 980 50 60 100 20 120 370 760 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 211 347 189 74 1032 53 63 105 21 126 389 800 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 223 855 457 90 1059 54 69 115 23 161 496 563 Arrive On Green 0.12 0.38 0.38 0.05 0.31 0.31 0.11 0.11 0.11 0.35 0.35 0.35 Sat Flow, veh/h 1795 2252 1204 1795 3466 178 606 1010 202 456 1407 1598 Grp Volume(v), veh/h 211 275 261 74 533 552 189 0 0 515 0 800 Grp Sat Flow(s),veh/h/ln 1795 1791 1665 1795 1791 1853 1819 0 0 1862 0 1598 Q Serve(g_s), s 22.5 21.7 22.3 7.9 56.8 56.8 19.8 0.0 0.0 47.7 0.0 68.0 Cycle Q Clear(g_c), s 22.5 21.7 22.3 7.9 56.8 56.8 19.8 0.0 0.0 47.7 0.0 68.0 Prop In Lane 1.00 0.72 1.00 0.10 0.33 0.11 0.24 1.00
Lane Grp Cap(c), veh/h 223 680 632 90 547 566 207 0 0 656 0 563 V/C Ratio(X) 0.94 0.40 0.41 0.82 0.97 0.97 0.91 0.00 0.00 0.78 0.00 1.42 Avail Cap(c_a), veh/h 223 680 632 140 548 567 226 0 0 656 0 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 83.8 43.8 44.0 90.7 66.2 66.2 84.5 0.0 0.0 55.9 0.0 62.5 Incr Delay (d2), s/veh 44.4 0.6 0.6 10.7 31.9 31.3 34.1 0.0 0.0 5.7 0.0 199.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.2 9.9 9.5 4.0 30.7 31.7 11.3 0.0 0.0 23.5 0.0 58.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 128.2 44.4 44.6 101.5 98.1 97.6 118.6 0.0 0.0 61.6 0.0 262.0 LnGrp LOS F D D F F F F E F
Approach Vol, veh/h 747 1159 189 1315
Approach Delay, s/veh 68.2 98.1 118.6 183.5
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.7 78.2 27.0 29.0 64.0 73.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 15.0 68.0 24.0 24.0 59.0 68.0 Max Q Clear Time (g_c+I1), s 9.9 24.3 21.8 24.5 58.8 70.0 Green Ext Time (p_c), s 0.0 5.3 0.1 0.0 0.2 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 125.6
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 930 10 40 1620 90 30 10 10 240 20 550 Future Volume (veh/h) 160 930 10 40 1620 90 30 10 10 240 20 550 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 1011 11 43 1761 98 33 11 11 277 0 598 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 178 2283 25 103 1962 109 115 55 55 1056 0 467 Arrive On Green 0.10 0.44 0.44 0.06 0.40 0.40 0.06 0.06 0.06 0.30 0.00 0.30 Sat Flow, veh/h 1781 5208 57 1781 4948 275 1781 858 858 3563 0 1575 Grp Volume(v), veh/h 174 661 361 43 1211 648 33 0 22 277 0 598 Grp Sat Flow(s),veh/h/ln 1781 1702 1860 1781 1702 1819 1781 0 1716 1781 0 1575 Q Serve(g_s), s 13.6 18.9 18.9 3.3 46.6 46.8 2.5 0.0 1.7 8.3 0.0 41.5 Cycle Q Clear(g_c), s 13.6 18.9 18.9 3.3 46.6 46.8 2.5 0.0 1.7 8.3 0.0 41.5 Prop In Lane 1.00 0.03 1.00 0.15 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 178 1492 815 103 1349 721 115 0 110 1056 0 467 V/C Ratio(X) 0.98 0.44 0.44 0.42 0.90 0.90 0.29 0.00 0.20 0.26 0.00 1.28 Avail Cap(c_a), veh/h 178 1492 815 127 1349 721 115 0 110 1056 0 467 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 62.8 27.4 27.4 63.7 39.6 39.6 62.4 0.0 62.1 37.6 0.0 49.2 Incr Delay (d2), s/veh 46.8 0.2 0.3 1.0 9.6 16.3 6.2 0.0 4.0 0.0 0.0 141.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 7.6 8.4 1.5 20.7 23.6 1.3 0.0 0.9 3.6 0.0 34.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 109.6 27.6 27.7 64.6 49.2 56.0 68.7 0.0 66.1 37.6 0.0 191.1 LnGrp LOS F C C E D E E E D F
Approach Vol, veh/h 1196 1902 55 875
Approach Delay, s/veh 39.6 51.9 67.7 142.5
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 66.9 47.0 18.0 61.0 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 59.5 41.5 14.0 55.5 9.0 Max Q Clear Time (g_c+I1), s 5.3 20.9 43.5 15.6 48.8 4.5 Green Ext Time (p_c), s 0.0 11.3 0.0 0.0 5.9 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.1
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 730 210 630 1520 40 210 260 240 120 920 100 Future Volume (veh/h) 80 730 210 630 1520 40 210 260 240 120 920 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 793 228 685 1652 43 228 283 261 130 1000 109 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 935 266 714 1965 51 253 1102 814 152 1040 113 Arrive On Green 0.06 0.24 0.24 0.21 0.38 0.38 0.07 0.31 0.31 0.09 0.32 0.32 Sat Flow, veh/h 1781 3941 1123 3456 5117 133 3456 3554 1570 1781 3229 352 Grp Volume(v), veh/h 87 684 337 685 1099 596 228 283 261 130 550 559 Grp Sat Flow(s),veh/h/ln 1781 1702 1660 1728 1702 1846 1728 1777 1570 1781 1777 1804 Q Serve(g_s), s 7.2 28.8 29.1 29.4 44.1 44.1 9.8 9.0 14.5 10.8 45.6 45.6 Cycle Q Clear(g_c), s 7.2 28.8 29.1 29.4 44.1 44.1 9.8 9.0 14.5 10.8 45.6 45.6 Prop In Lane 1.00 0.68 1.00 0.07 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 107 808 394 714 1307 709 253 1102 814 152 572 581 V/C Ratio(X) 0.81 0.85 0.86 0.96 0.84 0.84 0.90 0.26 0.32 0.85 0.96 0.96 Avail Cap(c_a), veh/h 119 874 426 714 1350 732 253 1102 814 214 575 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.24 0.24 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.7 54.6 54.7 58.9 42.0 42.0 69.0 38.8 21.0 67.7 49.9 49.9 Incr Delay (d2), s/veh 28.1 7.7 15.5 8.9 1.7 3.1 30.9 0.2 0.3 15.7 28.1 28.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 13.0 13.7 13.6 18.4 20.3 5.4 3.9 5.5 5.6 24.7 25.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.7 62.4 70.3 67.7 43.7 45.1 99.8 39.0 21.3 83.3 78.0 77.9 LnGrp LOS F E E E D D F D C F E E
Approach Vol, veh/h 1108 2380 772 1239
Approach Delay, s/veh 67.5 51.0 51.0 78.5
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 36.0 41.1 17.8 52.0 14.0 63.1 16.0 53.8 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 31.0 38.5 18.0 41.5 10.0 59.5 11.0 48.5 Max Q Clear Time (g_c+I1), s 31.4 31.1 12.8 16.5 9.2 46.1 11.8 47.6 Green Ext Time (p_c), s 0.0 4.5 0.1 3.9 0.0 10.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 60.5
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 380 370 500 450 80 90 440 130 90 1660 140 Future Volume (veh/h) 150 380 370 500 450 80 90 440 130 90 1660 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 153 388 378 510 459 82 92 449 133 92 1694 143 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 806 358 484 903 160 116 1569 699 116 1569 698 Arrive On Green 0.07 0.23 0.23 0.14 0.30 0.30 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 3456 3554 1579 3456 3008 534 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 153 388 378 510 270 271 92 449 133 92 1694 143 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1765 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 6.5 14.2 34.0 21.0 18.8 19.1 7.6 12.1 7.7 7.6 66.2 8.3 Cycle Q Clear(g_c), s 6.5 14.2 34.0 21.0 18.8 19.1 7.6 12.1 7.7 7.6 66.2 8.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 230 806 358 484 533 530 116 1569 699 116 1569 698 V/C Ratio(X) 0.67 0.48 1.06 1.05 0.51 0.51 0.79 0.29 0.19 0.79 1.08 0.20 Avail Cap(c_a), veh/h 253 806 358 484 533 530 119 1569 699 178 1569 698 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 50.4 58.0 64.5 43.3 43.4 69.1 26.8 25.5 69.1 41.9 25.7 Incr Delay (d2), s/veh 4.1 0.2 63.2 55.9 0.3 0.4 26.8 0.5 0.6 6.1 47.6 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 6.4 19.7 13.0 8.3 8.4 4.3 5.2 3.0 3.7 38.4 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.5 50.5 121.2 120.4 43.6 43.8 95.9 27.2 26.1 75.2 89.5 26.4 LnGrp LOS E D F F D D F C C E F C
Approach Vol, veh/h 919 1051 674 1929
Approach Delay, s/veh 83.2 80.9 36.4 84.2
Approach LOS F F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 71.7 14.0 50.5 13.8 71.7 25.0 39.5 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 10.0 66.0 11.0 44.0 15.0 61.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 9.6 68.2 8.5 21.1 9.6 14.1 23.0 36.0 Green Ext Time (p_c), s 0.0 0.0 0.1 2.0 0.0 5.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 76.2
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 420 520 150 260 590 390 220 1520 230 220 740 260 Future Volume (veh/h) 420 520 150 260 590 390 220 1520 230 220 740 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 433 536 155 268 608 402 227 1567 237 227 763 268 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 464 858 370 315 704 304 252 1802 272 248 1498 521 Arrive On Green 0.13 0.24 0.24 0.09 0.20 0.20 0.14 0.40 0.40 0.14 0.40 0.40 Sat Flow, veh/h 3483 3582 1544 3483 3582 1546 1795 4504 679 1795 3766 1310 Grp Volume(v), veh/h 433 536 155 268 608 402 227 1193 611 227 694 337 Grp Sat Flow(s),veh/h/ln 1742 1791 1544 1742 1791 1546 1795 1716 1752 1795 1716 1645 Q Serve(g_s), s 18.5 20.1 12.7 11.4 24.6 29.5 18.7 48.0 48.2 18.7 22.9 23.2 Cycle Q Clear(g_c), s 18.5 20.1 12.7 11.4 24.6 29.5 18.7 48.0 48.2 18.7 22.9 23.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 0.80
Lane Grp Cap(c), veh/h 464 858 370 315 704 304 252 1372 701 248 1365 654 V/C Ratio(X) 0.93 0.62 0.42 0.85 0.86 1.32 0.90 0.87 0.87 0.91 0.51 0.51 Avail Cap(c_a), veh/h 464 858 370 395 704 304 347 1372 701 251 1365 654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 51.0 48.2 67.2 58.3 60.3 63.4 41.4 41.5 63.8 34.1 34.2 Incr Delay (d2), s/veh 25.5 1.1 0.3 11.5 10.3 166.1 20.4 7.7 14.1 34.7 0.4 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 9.1 4.9 5.5 12.0 25.4 9.9 21.2 23.1 10.9 9.5 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 89.8 52.1 48.5 78.7 68.6 226.3 83.8 49.1 55.6 98.5 34.5 35.1 LnGrp LOS F D D E E F F D E F C D
Approach Vol, veh/h 1124 1278 2031 1258
Approach Delay, s/veh 66.1 120.3 54.9 46.2
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.0 65.7 17.6 41.4 24.7 66.0 24.0 35.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 29.0 52.0 17.0 32.5 21.0 60.0 20.0 29.5 Max Q Clear Time (g_c+I1), s 20.7 25.2 13.4 22.1 20.7 50.2 20.5 31.5 Green Ext Time (p_c), s 0.4 10.3 0.2 1.9 0.0 8.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 69.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 640 40 210 20 20 20 290 2280 40 30 740 370 Future Volume (veh/h) 640 40 210 20 20 20 290 2280 40 30 740 370 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 660 41 0 21 21 21 299 2351 41 31 763 381 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 730 411 84 48 48 322 1978 882 95 1526 681
Arrive On Green 0.21 0.22 0.00 0.05 0.06 0.06 0.18 0.55 0.55 0.05 0.43 0.43 Sat Flow, veh/h 3483 1885 1598 1795 865 865 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 660 41 0 21 0 42 299 2351 41 31 763 381 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1730 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 27.7 2.6 0.0 1.7 0.0 3.5 24.6 82.8 1.8 2.5 23.3 27.0 Cycle Q Clear(g_c), s 27.7 2.6 0.0 1.7 0.0 3.5 24.6 82.8 1.8 2.5 23.3 27.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 730 411 84 0 95 322 1978 882 95 1526 681 V/C Ratio(X) 0.90 0.10 0.25 0.00 0.44 0.93 1.19 0.05 0.32 0.50 0.56 Avail Cap(c_a), veh/h 882 452 144 0 115 443 1978 882 132 1526 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 46.9 0.0 69.0 0.0 68.6 60.6 33.6 15.4 68.4 31.4 32.4 Incr Delay (d2), s/veh 11.2 0.1 0.0 1.5 0.0 3.2 18.5 90.3 0.0 0.7 1.2 3.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.3 1.2 0.0 0.8 0.0 1.7 12.6 58.1 0.7 1.2 10.1 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.0 47.0 0.0 70.5 0.0 71.8 79.1 123.8 15.5 69.1 32.6 35.8 LnGrp LOS E D E E E F B E C D
Approach Vol, veh/h 701 63 2691 1175
Approach Delay, s/veh 67.7 71.4 117.2 34.6
Approach LOS E E F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.9 69.9 11.0 38.2 12.0 88.8 35.4 13.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 37.0 45.5 12.0 36.0 11.0 71.5 38.0 10.0 Max Q Clear Time (g_c+I1), s 26.6 29.0 3.7 4.6 4.5 84.8 29.7 5.5 Green Ext Time (p_c), s 0.3 7.9 0.0 0.2 0.0 0.0 1.7 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 88.1
HCM 6th LOS F
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 10 210 10 10 10 450 2400 50 10 840 110 Future Volume (veh/h) 70 10 210 10 10 10 450 2400 50 10 840 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 71 10 214 10 10 10 459 2449 51 10 857 112 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 113 278 236 41 93 93 508 2425 1068 41 1984 885 Arrive On Green 0.06 0.15 0.15 0.02 0.11 0.11 0.15 0.68 0.68 0.02 0.55 0.55 Sat Flow, veh/h 1795 1885 1598 1795 865 865 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 71 10 214 10 0 20 459 2449 51 10 857 112 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1730 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 5.8 0.7 19.8 0.8 0.0 1.6 19.4 101.6 1.6 0.8 21.0 5.0 Cycle Q Clear(g_c), s 5.8 0.7 19.8 0.8 0.0 1.6 19.4 101.6 1.6 0.8 21.0 5.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 278 236 41 0 185 508 2425 1068 41 1984 885 V/C Ratio(X) 0.63 0.04 0.91 0.25 0.00 0.11 0.90 1.01 0.05 0.25 0.43 0.13 Avail Cap(c_a), veh/h 180 522 442 144 0 444 604 2425 1068 144 1984 885 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.5 54.8 62.9 72.0 0.0 60.5 63.0 24.2 8.1 72.0 19.6 16.1 Incr Delay (d2), s/veh 2.1 0.0 5.3 1.1 0.0 0.1 14.0 20.7 0.1 1.1 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.3 8.5 0.4 0.0 0.7 9.5 44.2 0.6 0.4 8.5 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.6 54.8 68.3 73.2 0.0 60.6 77.0 45.0 8.2 73.2 19.8 16.1 LnGrp LOS E D E E E E F A E B B
Approach Vol, veh/h 295 30 2959 979
Approach Delay, s/veh 68.4 64.8 49.3 20.0
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 107.6 7.4 27.6 25.9 89.1 13.5 21.6 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 12.0 65.0 12.0 41.5 26.0 51.0 15.0 38.5 Max Q Clear Time (g_c+I1), s 2.8 103.6 2.8 21.8 21.4 23.0 7.8 3.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.4 9.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 44.0
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 700 580 100 190 470 130 190 1650 230 190 450 310 Future Volume (veh/h) 700 580 100 190 470 130 190 1650 230 190 450 310 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 729 604 104 198 490 135 198 1719 240 198 469 323 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 720 1546 587 279 700 187 244 2039 627 232 2022 624 Arrive On Green 0.21 0.30 0.30 0.08 0.17 0.17 0.07 0.40 0.40 0.07 0.39 0.39 Sat Flow, veh/h 3483 5147 1580 3483 4031 1076 3483 5147 1583 3483 5147 1589 Grp Volume(v), veh/h 729 604 104 198 415 210 198 1719 240 198 469 323 Grp Sat Flow(s),veh/h/ln 1742 1716 1580 1742 1716 1676 1742 1716 1583 1742 1716 1589 Q Serve(g_s), s 31.0 14.0 6.7 8.3 17.0 17.8 8.4 45.4 16.2 8.4 9.1 23.2 Cycle Q Clear(g_c), s 31.0 14.0 6.7 8.3 17.0 17.8 8.4 45.4 16.2 8.4 9.1 23.2 Prop In Lane 1.00 1.00 1.00 0.64 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 720 1546 587 279 596 291 244 2039 627 232 2022 624 V/C Ratio(X) 1.01 0.39 0.18 0.71 0.70 0.72 0.81 0.84 0.38 0.85 0.23 0.52 Avail Cap(c_a), veh/h 720 1818 670 325 823 402 325 2039 627 232 2022 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 41.6 31.8 67.3 58.2 58.5 68.8 41.1 32.2 69.3 30.4 34.7 Incr Delay (d2), s/veh 36.7 0.2 0.2 4.3 2.1 5.2 8.1 4.5 1.8 24.0 0.3 3.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.1 5.9 2.6 3.8 7.5 7.9 4.0 19.4 6.5 4.5 3.8 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.2 41.8 32.0 71.6 60.4 63.8 76.9 45.5 34.0 93.3 30.7 37.8 LnGrp LOS F D C E E E E D C F C D
Approach Vol, veh/h 1437 823 2157 990
Approach Delay, s/veh 68.7 63.9 47.1 45.5
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.5 65.9 36.0 32.6 15.0 66.4 17.0 51.6 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 45.5 31.0 36.0 10.0 49.5 14.0 53.0 Max Q Clear Time (g_c+I1), s 10.4 25.2 33.0 19.8 10.4 47.4 10.3 16.0 Green Ext Time (p_c), s 0.1 5.7 0.0 4.7 0.0 1.9 0.1 6.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 1370 160 90 850 220 160 380 140 140 80 70 Future Volume (veh/h) 170 1370 160 90 850 220 160 380 140 140 80 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 177 1427 167 94 885 229 167 396 146 146 83 73 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 201 2438 746 116 1527 679 191 437 360 170 414 351 Arrive On Green 0.11 0.47 0.47 0.06 0.43 0.43 0.11 0.23 0.23 0.09 0.22 0.22 Sat Flow, veh/h 1795 5147 1574 1795 3582 1594 1795 1885 1553 1795 1885 1598 Grp Volume(v), veh/h 177 1427 167 94 885 229 167 396 146 146 83 73 Grp Sat Flow(s),veh/h/ln 1795 1716 1574 1795 1791 1594 1795 1885 1553 1795 1885 1598 Q Serve(g_s), s 13.6 28.3 8.7 7.2 26.4 13.5 12.8 28.6 11.2 11.2 5.0 5.2 Cycle Q Clear(g_c), s 13.6 28.3 8.7 7.2 26.4 13.5 12.8 28.6 11.2 11.2 5.0 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 201 2438 746 116 1527 679 191 437 360 170 414 351 V/C Ratio(X) 0.88 0.59 0.22 0.81 0.58 0.34 0.87 0.91 0.41 0.86 0.20 0.21 Avail Cap(c_a), veh/h 256 2438 746 167 1527 679 269 518 427 218 465 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 26.8 21.7 64.6 30.6 26.9 61.6 52.3 45.6 62.5 44.6 44.7 Incr Delay (d2), s/veh 20.6 0.4 0.2 11.7 1.6 1.3 15.4 16.4 0.3 19.5 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 11.4 3.3 3.7 11.5 5.4 6.6 15.4 4.4 6.1 2.4 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 81.8 27.2 21.8 76.3 32.2 28.3 77.0 68.7 45.9 82.0 44.7 44.8 LnGrp LOS F C C E C C E E D F D D
Approach Vol, veh/h 1771 1208 709 302
Approach Delay, s/veh 32.1 34.9 66.0 62.7
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.7 65.2 17.2 37.9 13.0 71.8 18.9 36.2 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 20.0 45.5 17.0 38.5 13.0 52.5 21.0 34.5 Max Q Clear Time (g_c+I1), s 15.6 28.4 13.2 30.6 9.2 30.3 14.8 7.2 Green Ext Time (p_c), s 0.1 6.2 0.1 1.2 0.0 11.2 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 41.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 480 150 60 310 110 200 480 60 10 70 40 Future Volume (veh/h) 130 480 150 60 310 110 200 480 60 10 70 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 138 511 160 64 330 117 213 511 64 11 74 43 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 177 796 248 112 677 236 263 594 74 30 260 151 Arrive On Green 0.10 0.30 0.30 0.06 0.26 0.26 0.15 0.36 0.36 0.02 0.23 0.23 Sat Flow, veh/h 1795 2687 837 1795 2605 908 1795 1642 206 1795 1118 650 Grp Volume(v), veh/h 138 340 331 64 225 222 213 0 575 11 0 117 Grp Sat Flow(s),veh/h/ln 1795 1791 1733 1795 1791 1722 1795 0 1848 1795 0 1768 Q Serve(g_s), s 5.0 11.0 11.1 2.3 7.1 7.3 7.6 0.0 19.2 0.4 0.0 3.6 Cycle Q Clear(g_c), s 5.0 11.0 11.1 2.3 7.1 7.3 7.6 0.0 19.2 0.4 0.0 3.6 Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.11 1.00 0.37
Lane Grp Cap(c), veh/h 177 530 513 112 465 447 263 0 668 30 0 410 V/C Ratio(X) 0.78 0.64 0.65 0.57 0.48 0.50 0.81 0.00 0.86 0.37 0.00 0.29 Avail Cap(c_a), veh/h 593 1224 1184 297 928 892 836 0 1873 162 0 1129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.3 20.3 20.4 30.3 20.9 20.9 27.5 0.0 19.7 32.4 0.0 21.0 Incr Delay (d2), s/veh 2.8 1.8 1.9 1.7 1.1 1.2 2.3 0.0 1.3 2.8 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 4.4 4.3 1.0 2.9 2.8 3.3 0.0 7.7 0.2 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.0 22.2 22.3 32.0 22.0 22.1 29.8 0.0 21.0 35.2 0.0 21.2 LnGrp LOS C C C C C C C C D C
Approach Vol, veh/h 809 511 788 128
Approach Delay, s/veh 23.9 23.3 23.4 22.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 24.7 13.7 20.0 10.6 22.3 5.1 28.6 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 11.0 45.5 31.0 42.5 22.0 34.5 6.0 67.5 Max Q Clear Time (g_c+I1), s 4.3 13.1 9.6 5.6 7.0 9.3 2.4 21.2 Green Ext Time (p_c), s 0.0 6.6 0.3 0.4 0.1 3.8 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 23.5
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 460 600 110 20 350 150 150 350 30 80 120 250 Future Volume (veh/h) 460 600 110 20 350 150 150 350 30 80 120 250 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 474 619 113 21 361 155 155 361 31 82 124 258 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 493 1270 231 39 411 173 162 377 32 99 150 215 Arrive On Green 0.27 0.42 0.42 0.02 0.17 0.17 0.31 0.31 0.31 0.13 0.13 0.13 Sat Flow, veh/h 1795 3023 551 1795 2453 1036 521 1215 104 736 1113 1591 Grp Volume(v), veh/h 474 366 366 21 262 254 547 0 0 206 0 258 Grp Sat Flow(s),veh/h/ln 1795 1791 1783 1795 1791 1699 1840 0 0 1848 0 1591 Q Serve(g_s), s 46.3 26.5 26.6 2.1 25.4 26.0 51.8 0.0 0.0 19.3 0.0 24.0 Cycle Q Clear(g_c), s 46.3 26.5 26.6 2.1 25.4 26.0 51.8 0.0 0.0 19.3 0.0 24.0 Prop In Lane 1.00 0.31 1.00 0.61 0.28 0.06 0.40 1.00
Lane Grp Cap(c), veh/h 493 752 749 39 300 284 572 0 0 249 0 215 V/C Ratio(X) 0.96 0.49 0.49 0.54 0.87 0.89 0.96 0.00 0.00 0.83 0.00 1.20 Avail Cap(c_a), veh/h 576 846 842 61 332 315 631 0 0 249 0 215 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.6 37.6 37.6 86.1 72.2 72.5 60.1 0.0 0.0 74.9 0.0 76.9 Incr Delay (d2), s/veh 25.1 0.7 0.7 4.2 21.4 25.4 23.7 0.0 0.0 18.7 0.0 126.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.5 11.9 11.9 1.0 13.4 13.4 27.8 0.0 0.0 10.5 0.0 17.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 88.7 38.3 38.3 90.3 93.6 97.9 83.8 0.0 0.0 93.6 0.0 203.5 LnGrp LOS F D D F F F F F F
Approach Vol, veh/h 1206 537 547 464
Approach Delay, s/veh 58.1 95.5 83.8 154.7
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 79.7 60.2 53.8 34.8 29.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 6.0 84.0 61.0 57.0 33.0 24.0 Max Q Clear Time (g_c+I1), s 4.1 28.6 53.8 48.3 28.0 26.0 Green Ext Time (p_c), s 0.0 7.9 1.4 0.6 1.7 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 86.8
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 1730 20 50 1050 110 40 20 20 170 10 180 Future Volume (veh/h) 380 1730 20 50 1050 110 40 20 20 170 10 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 396 1802 21 52 1094 115 42 21 21 184 0 188 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 419 2398 28 111 1351 142 115 56 56 535 0 234 Arrive On Green 0.23 0.46 0.46 0.06 0.29 0.29 0.06 0.06 0.06 0.15 0.00 0.15 Sat Flow, veh/h 1795 5243 61 1795 4727 496 1795 865 865 3591 0 1572 Grp Volume(v), veh/h 396 1179 644 52 794 415 42 0 42 184 0 188 Grp Sat Flow(s),veh/h/ln 1795 1716 1873 1795 1716 1793 1795 0 1730 1795 0 1572 Q Serve(g_s), s 30.4 39.8 39.8 3.9 30.1 30.2 3.1 0.0 3.3 6.4 0.0 16.2 Cycle Q Clear(g_c), s 30.4 39.8 39.8 3.9 30.1 30.2 3.1 0.0 3.3 6.4 0.0 16.2 Prop In Lane 1.00 0.03 1.00 0.28 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 419 1569 857 111 980 512 115 0 111 535 0 234 V/C Ratio(X) 0.94 0.75 0.75 0.47 0.81 0.81 0.36 0.00 0.38 0.34 0.00 0.80 Avail Cap(c_a), veh/h 487 1666 910 128 980 512 115 0 111 846 0 371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 0.39 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.8 31.4 31.4 63.4 46.5 46.5 62.8 0.0 62.8 53.4 0.0 57.6 Incr Delay (d2), s/veh 12.4 0.8 1.5 1.1 7.2 13.1 8.7 0.0 9.5 0.1 0.0 2.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.9 16.1 17.8 1.8 13.6 15.1 1.7 0.0 1.7 2.9 0.0 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.2 32.2 32.9 64.6 53.7 59.5 71.4 0.0 72.3 53.6 0.0 60.4 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 2219 1261 84 372
Approach Delay, s/veh 38.3 56.1 71.9 57.0
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.7 69.5 26.4 36.7 45.5 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 68.0 33.0 38.0 40.0 9.0 Max Q Clear Time (g_c+I1), s 5.9 41.8 18.2 32.4 32.2 5.3 Green Ext Time (p_c), s 0.0 18.7 0.6 0.3 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 1350 180 340 900 80 320 630 560 160 330 110 Future Volume (veh/h) 140 1350 180 340 900 80 320 630 560 160 330 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 147 1421 189 358 947 84 337 663 589 168 347 116 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 170 1762 234 409 1957 173 372 907 590 190 667 219 Arrive On Green 0.09 0.38 0.38 0.12 0.41 0.41 0.11 0.25 0.25 0.11 0.25 0.25 Sat Flow, veh/h 1795 4593 611 3483 4813 426 3483 3582 1588 1795 2645 870 Grp Volume(v), veh/h 147 1061 549 358 674 357 337 663 589 168 233 230 Grp Sat Flow(s),veh/h/ln 1795 1716 1773 1742 1716 1808 1742 1791 1588 1795 1791 1724 Q Serve(g_s), s 12.1 41.4 41.4 15.2 21.8 21.9 14.4 25.4 38.0 13.8 16.8 17.3 Cycle Q Clear(g_c), s 12.1 41.4 41.4 15.2 21.8 21.9 14.4 25.4 38.0 13.8 16.8 17.3 Prop In Lane 1.00 0.34 1.00 0.24 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 170 1316 680 409 1395 735 372 907 590 190 452 435 V/C Ratio(X) 0.87 0.81 0.81 0.88 0.48 0.49 0.91 0.73 1.00 0.89 0.52 0.53 Avail Cap(c_a), veh/h 251 1316 680 581 1395 735 372 907 590 192 454 437 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 41.2 41.3 65.1 32.9 32.9 66.3 51.3 47.2 66.2 48.2 48.4 Incr Delay (d2), s/veh 13.3 5.4 9.9 6.7 0.3 0.6 24.7 3.3 36.7 34.3 1.4 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 18.2 19.6 7.0 9.0 9.6 7.6 11.7 27.8 8.2 7.8 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.3 46.6 51.2 71.8 33.2 33.5 90.9 54.6 83.8 100.5 49.6 50.0 LnGrp LOS F D D E C C F D F F D D
Approach Vol, veh/h 1757 1389 1589 631
Approach Delay, s/veh 50.8 43.2 73.1 63.3
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.6 63.1 20.8 43.5 19.2 66.5 21.0 43.3 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 25.0 50.0 16.0 38.0 21.0 54.0 16.0 38.0 Max Q Clear Time (g_c+I1), s 17.2 43.4 15.8 40.0 14.1 23.9 16.4 19.3 Green Ext Time (p_c), s 0.4 5.4 0.0 0.0 0.1 10.6 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 56.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 530 130 240 310 180 240 1410 330 130 610 160 Future Volume (veh/h) 240 530 130 240 310 180 240 1410 330 130 610 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 247 546 134 247 320 186 247 1454 340 134 629 165 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 291 629 277 291 384 218 270 1648 734 156 1420 633 Arrive On Green 0.08 0.18 0.18 0.08 0.18 0.18 0.15 0.46 0.46 0.09 0.40 0.40 Sat Flow, veh/h 3483 3582 1576 3483 2186 1239 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 247 546 134 247 261 245 247 1454 340 134 629 165 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1634 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 10.5 22.2 11.5 10.5 21.1 21.8 20.3 55.3 21.9 11.0 19.3 10.4 Cycle Q Clear(g_c), s 10.5 22.2 11.5 10.5 21.1 21.8 20.3 55.3 21.9 11.0 19.3 10.4 Prop In Lane 1.00 1.00 1.00 0.76 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 629 277 291 315 287 270 1648 734 156 1420 633 V/C Ratio(X) 0.85 0.87 0.48 0.85 0.83 0.85 0.91 0.88 0.46 0.86 0.44 0.26 Avail Cap(c_a), veh/h 302 812 357 302 406 370 383 1648 734 180 1420 633 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 60.1 55.7 67.8 59.6 60.0 62.8 36.8 27.8 67.6 33.1 30.5 Incr Delay (d2), s/veh 18.3 6.7 0.5 18.3 8.5 11.8 17.1 7.2 2.1 26.5 1.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 10.6 4.6 5.4 10.3 10.0 10.5 25.1 8.8 6.2 8.5 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 86.1 66.8 56.2 86.1 68.2 71.8 79.9 44.0 29.9 94.1 34.1 31.5 LnGrp LOS F E E F E E E D C F C C
Approach Vol, veh/h 927 753 2041 928
Approach Delay, s/veh 70.4 75.2 46.0 42.3
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.6 65.0 16.5 31.8 17.0 74.5 16.5 31.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 52.0 13.0 34.0 15.0 69.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 22.3 21.3 12.5 23.8 13.0 57.3 12.5 24.2 Green Ext Time (p_c), s 0.2 7.3 0.0 1.5 0.0 9.4 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 54.9
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 672 133 342 729 191 173 435 332 474 1591 193 Future Volume (veh/h) 104 672 133 342 729 191 173 435 332 474 1591 193 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 672 133 342 729 191 173 435 332 474 1591 193 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 205 739 293 346 884 385 195 956 443 501 2085 252 Arrive On Green 0.06 0.21 0.21 0.10 0.25 0.25 0.11 0.28 0.28 0.28 0.45 0.45 Sat Flow, veh/h 3456 3554 1407 3456 3554 1548 1781 3404 1578 1781 4612 558 Grp Volume(v), veh/h 104 672 133 342 729 191 173 435 332 474 1174 610 Grp Sat Flow(s),veh/h/ln 1728 1777 1407 1728 1777 1548 1781 1702 1578 1781 1702 1766 Q Serve(g_s), s 4.4 27.7 12.4 14.8 29.1 15.9 14.4 15.8 28.7 39.1 43.2 43.4 Cycle Q Clear(g_c), s 4.4 27.7 12.4 14.8 29.1 15.9 14.4 15.8 28.7 39.1 43.2 43.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 205 739 293 346 884 385 195 956 443 501 1539 799 V/C Ratio(X) 0.51 0.91 0.45 0.99 0.82 0.50 0.89 0.46 0.75 0.95 0.76 0.76 Avail Cap(c_a), veh/h 207 817 324 346 959 418 226 956 443 594 1539 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 58.0 51.9 67.4 53.2 48.3 65.8 44.5 49.1 52.8 34.3 34.4 Incr Delay (d2), s/veh 0.8 12.5 0.4 45.4 5.0 0.4 28.9 0.5 7.4 22.5 3.6 6.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 13.6 4.4 8.7 13.4 6.1 8.0 6.7 12.1 20.3 18.2 19.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.2 70.5 52.4 112.9 58.2 48.6 94.7 45.0 56.5 75.3 38.0 41.3 LnGrp LOS E E D F E D F D E E D D
Approach Vol, veh/h 909 1262 940 2258
Approach Delay, s/veh 67.7 71.6 58.2 46.7
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.5 73.8 19.0 36.7 46.2 48.1 12.9 42.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 19.0 62.0 15.0 34.5 50.0 31.0 9.0 40.5 Max Q Clear Time (g_c+I1), s 16.4 45.4 16.8 29.7 41.1 30.7 6.4 31.1 Green Ext Time (p_c), s 0.1 12.9 0.0 1.5 1.1 0.2 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 274 20 550 40 50 30 160 615 20 20 2189 312 Future Volume (veh/h) 274 20 550 40 50 30 160 615 20 20 2189 312 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 282 21 0 41 52 31 165 634 21 21 2257 322 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 333 179 117 71 42 131 2367 1056 76 2259 1008 Arrive On Green 0.10 0.10 0.00 0.07 0.06 0.06 0.07 0.67 0.67 0.04 0.64 0.64 Sat Flow, veh/h 3456 1870 1585 1781 1098 655 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 282 21 0 41 0 83 165 634 21 21 2257 322 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.0 1.5 0.0 3.3 0.0 7.0 11.0 10.9 0.7 1.7 95.1 13.9 Cycle Q Clear(g_c), s 12.0 1.5 0.0 3.3 0.0 7.0 11.0 10.9 0.7 1.7 95.1 13.9 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 333 179 117 0 113 131 2367 1056 76 2259 1008 V/C Ratio(X) 0.85 0.12 0.35 0.00 0.73 1.26 0.27 0.02 0.28 1.00 0.32 Avail Cap(c_a), veh/h 438 449 143 0 339 131 2367 1056 131 2259 1008 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.7 62.1 0.0 67.0 0.0 68.9 69.5 10.2 8.5 69.5 27.3 12.5 Incr Delay (d2), s/veh 11.3 0.3 0.0 1.8 0.0 8.8 165.7 0.1 0.0 0.7 18.7 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.7 0.0 1.6 0.0 3.4 11.0 4.0 0.2 0.8 41.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.9 62.3 0.0 68.8 0.0 77.7 235.2 10.3 8.5 70.3 46.0 13.3 LnGrp LOS E E E E F B A E D B
Approach Vol, veh/h 303 124 820 2600
Approach Delay, s/veh 76.9 74.8 55.5 42.2
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 101.3 13.8 19.8 10.4 105.9 18.5 15.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 11.0 71.5 12.0 36.0 11.0 71.5 19.0 29.0 Max Q Clear Time (g_c+I1), s 13.0 97.1 5.3 3.5 3.7 12.9 14.0 9.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 6.8 0.4 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 48.8
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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Concord City CouncilJanuary 27, 2026

Concord City Council
January 27, 2026