Agenda packet — Glendora City Council, August 26, 2025 (part 1 of 4)

David Fredendall, Mayor, District 2
Michael Allawos, Mayor Pro Tem, District 1
Karen Davis, Councilmember, District 4
Shaunna Elias, Councilmember, District 3
Mendell Thompson, Councilmember, District 5
City Council, Successor Agency and Housing Authority
7:00 PM GENERAL SESSION
Tuesday, August 26, 2025
City Hall Council Chamber
116 E. Foothill Boulevard, Glendora
AGENDA

CALL TO ORDER

ROLL CALL

INVOCATION AND PLEDGE OF ALLEGIANCE
In permitting a nonsectarian invocation, the City does not intend to proselytize, advance, or disparage any faith or belief. Neither the City nor the City Council endorses any particular belief or form of invocation.

REORDERING OF AND ADDITIONS TO THE AGENDA

PUBLIC COMMENT
Three (3) Minute speaking time limit, speaking once, unless upon motion, such time is extended by the legislative body.

Any person may request to address a legislative body during a public meeting. Speakers are limited to three (3) minutes, speaking once, on both on- and off- agenda items, unless, upon motion, such time is extended by the legislative body. Such statements shall only be allowed during the Public Comment portion of the agenda. If there are any public hearings scheduled, individuals will be given an additional opportunity to comment under said items.

Speakers are not permitted to yield their time to another speaker. Public comment is limited to 30 minutes at each meeting, with the ability to extend if the legislative body so chooses by majority vote.

To ensure that the public is able to participate, the City may provide a variety of ways in which the public can submit their comment: in person, email, phone call, mail and any other method which may become available.

Methods of participation may be subject to change during other such times when a State of Emergency, Health Order or State Executive Order limits in-person participation.

MEMBER STATEMENTS/REPORTS

CITY MANAGER AND CITY ATTORNEY STATEMENTS

SPECIAL ITEMS

1. San Gabriel Valley Council of Governments (SGVCOG) 2025 President's Introduction from the Board President and Claremont City Council Member Ed Reece

2. Presentation from Glendora Hospital on Expansion Plans

PUBLIC HEARINGS
Public hearings shall conform to the protocol established to conduct of public meetings, proceedings, and business in the City of Glendora. Following presentation of the staff report, the applicant/appellant will be allowed ten (10) minutes in which to make a presentation. Following the presentation of the applicant/appellant public testimony share be called, each speaker is limited to three (3) minutes, speaking once. The Presiding Officer may permit a five (5) minute rebuttal/summation by a representative of applicant/appellant. The public hearing will then be closed, and no member of the public shall be allowed to speak further unless, upon motion, and the public hearing is reopened by the governing body. Any person desiring to provide testimony during a Public Hearing item shall make his/her presence known to the Presiding officer. Speakers are entitled to submit written or other graphic evidence. All such evidence presented shall be retained by the City Clerk as part of the Clerk’s record.

PLEASE NOTE: If you challenge any of the proposed action(s) in court, you may be limited to raising only those issues you or someone else raised at the public hearing described in this notice, or in written correspondence delivered to the City Council at, or prior to, the public hearing.

3. Conduct a Public Hearing to consider an Resolution adopting a Tentative Tract Map No. 84681 and Development Plan Review for 41 single-family detached residential homes at 263 S. San Jose Drive (AIN #S 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021-900), LOCATED AT THE TERMINUS OF SAN JOSE DRIVE AND WOODLAND LANE, GLENDORA, CALIFORNIA (PROJECT FILE NO. PLN24-0045; APPLICANT: THE OLSON COMPANY; PROPERTY OWNER: CITY OF GLENDORA)” Recommended Action for the City Council:
— 1. Adopt a Categorical Exemption pursuant to the California Environmental Quality Act (CEQA) for the project; and
— 2. Adopt a Resolution entitled, “A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF GLENDORA, CALIFORNIA APPROVING TENTATIVE TRACT MAP NO. 84681 FOR SUBDIVISION OF LAND TO CREATE 41 DETACHED SINGLE-FAMILY RESIDENTIAL HOMES AND DEVELOPMENT PLAN REVIEW FOR THE CONSTRUCTION OF THE HOMES ON CERTAIN PROPERTY LOCATED AT 263 S.

SAN JOSE DRIVE (AIN #S 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021-900), LOCATED AT

THE TERMINUS OF SAN JOSE DRIVE AND WOODLAND LANE, GLENDORA, CALIFORNIA (PROJECT FILE NO. PLN24-0045; APPLICANT: THE OLSON COMPANY; PROPERTY OWNER: CITY OF GLENDORA.”

CONSENT CALENDAR
Items on the Consent Calendar will be enacted by one motion without individual discussion. There will be no separate discussion of these items unless a member of the governing body requests specific item(s) be removed from the Consent Calendar for separate action. Items removed from the Consent Calendar will be considered after the Consent Calendar is approved. Anyone wishing to address a Consent Calendar item should do so during the Public Comment Period.

4. Affirm minutes from the July 8, 2025 Regular Joint City Council Meeting Minutes Recommended Action for the City Council, Successor Agency and Housing Authority:
— 1. Affirm minutes as presented.

5. Review and Affirm Disbursements for July 2025 in the amount of $7,374,278.38 Recommended Action for the City Council and Successor Agency:
— 1. Review and affirm disbursements for July 2025 in the amount of $7,374,278.38.

6. City of Glendora and Glendora Successor Agency Investment Report for June 2025 and July 2025 Recommended Action for the City Council and Successor Agency:
— 1. Receive and file the Monthly Investment Activity Report for June 2025 and July 2025.

7. Approval of Amendment No. 2 to the Agreements for Contract Services between the Consultants on the approved 2021-2026 Master On-Call Consultant List and the City of Glendora for Architectural and Engineering Services in an amount not to exceed $250,000 for each consultant Recommended Action for the City Council:
— 1. Approve Amendment No. 2 to the Agreements between the Consultants on the approved 2021-2026 Master On-Call Consultant List and the City of Glendora, extending the terms thereof through November 30, 2026, in an amount not to exceed $250,000 for the period commencing on July 1, 2025 through November 30, 2026 for each consultant; and
— 2. Authorize the City Manager, to execute the amendments to the agreements with all the listed consultants, including minimal or non-substantive changes.

8. Authorize the Purchase of Water Mainline Parts and Supplies in an amount not to exceed $350,000 Recommended Action for the City Council:
— 1. Authorize the Purchase of Water Mainline Parts and Supplies in an amount not to exceed $350,0000 from Western Water Works Supply Company and Ferguson Enterprises, LLC.

9. Designation of Voting Delegates for the League of California Cities Annual General Assembly October 8-10, 2025 (Response required by Wednesday, September 24, 2025) Recommended Action for the City Council:
— 1. As the City’s delegate representative to the Los Angeles Division of the League designate Council Member Karen Davis as the voting delegate to represent the City of Glendora at the Leagues’ Annual Business Meeting conducted on Friday, October 10, 2025; — 2. Designate Mayor Pro Tem Allawos as the City’s alternate in the event Council Member Karen Davis is unable to serve in that capacity; and
— 3. Direct the City Clerk to submit the required online “Voting Delegate” form to through the Cal Cities Portal https://my.calcities.org/Voting-Delegate-Submissions no later than Wednesday, September 24, 2025.

10. Notice of Completion for CDBG-Funded Street Improvements at Norgate Street and Nearglen Avenue, et al., Plan No. 1394
Recommended Action for the City Council:
— 1. Accept the completion of CDBG-Funded Street Improvements at Norgate Street and Nearglen Avenue, et al., Plan No. 1394, by Copp Contracting, Inc.;
— 2. Approve the final contract amount of $377,985.16;
— 3. Authorize the Mayor or his designee to sign & file the Notice of Completion with the County of Los Angeles Registrar-Recorder;
— 4. Authorize the Public Works Director to release the project retention 35 days after the recordation of the Notice of Completion;
— 5. Authorize the release of the Labor and Materials Bond in the amount of $361,364, six months after recordation of Notice of Completion, if no claims have been received; and — 6. Authorize the release of the Faithful Performance Bond one (1) year following recordation of Notice of Completion if the improvements remain free from defects in materials and workmanship.

UNFINISHED BUSINESS

11. Agreement with Streetlight Restoration Specialists, Inc. for the Restoration of Antique Streetlights in the amount of $226,240
Recommended Action for the City Council:
— 1. Award an Agreement to Streetlight Restoration Specialists, Inc. for the Restoration of certain Antique Streetlights in an amount in an amount not to exceed $226,240; — 2. Authorize the expenditure of a contingency not to exceed ten percent (10%) of the original contract amount;
— 3. Authorize the Public Works Director to execute any necessary change orders; and — 4. Authorize the City Manager or his designee to execute the Agreement with Streetlight Restoration Specialists, Inc., including minimal and/or non-substantive changes.

12. Consideration of a Memorandum of Understanding (MOU) with Three Valleys Municipal Water District (TVMWD) for the Water Use Efficiency (WUE) Dashboard Project and receive update on Urban Water Use Objective
Recommended Action for the City Council:
— 1. Receive and file the Urban Water Use Objective Update; and — 2. Authorize and approve to enter into an inter-agency service and co-funding memorandum of understanding agreement with Three Valleys Municipal Water District (TVMWD) for the Water Use Efficiency (WUE) Dashboard Project in an amount not to exceed $70,224.

13. Annual Comprehensive Financial Report for Fiscal Year ending June 30, 2024 Recommended Action for the City Council:
— 1. Receive and file the Annual Comprehensive Financial Report for fiscal year ending June 30, 2024.

MEMBER/STAFF CLOSING COMMENTS

ADJOURNMENT
Date Posted: August 21, 2025

STAFF REPORT
TO: Mayor and Council Members DATE: August 26, 2025
FROM: City Manager DISTRICT(S): Not Applicable
SUBJECT: Presentation from Glendora Hospital on Expansion Plans

RECOMMENDATION
Not Applicable

STRATEGIC FOCUS AREAS
Not Applicable

EXECUTIVE SUMMARY
The Glendora Hospital will provide a presentation to the City Council regarding its expansion plans.

LEGISLATIVE HISTORY / PREVIOUS ACTIONS
At the City Council meeting on December 10, 2024, Glendora Hospital presented an overview of its expansion project. The City Council unanimously voted to direct staff to prepare a letter of support for the hospital’s expansion project and grant application.

DISCUSSION
The City received a request from Glendora Hospital to deliver a PowerPoint presentation to the Council outlining details of the hospital’s expansion.

FISCAL IMPACT
Not Applicable

ENVIRONMENTAL DETERMINATION
Not Applicable
Prepared By: Moises Lopez, Assistant City Manager
Concurs With: Not Applicable
Reviewed By: Adam Raymond, City Manager
Certified to Availability of
Funds: Not Applicable
Approved By: Adam Raymond, City Manager
Legal Review: Not Applicable
CEQA Review: Not Applicable
Attachments
A. Presentation.pdf
Glendora Hospital
Expansion Plans
Glendora City Council 8/26/2025
Prepared and Presented by Glendora Hospital
College Health Enterprises
• Founded in 1973
• Family Owned
• 2 General Acute Care Hospitals
• 3 Acute Psychiatric Hospitals
• 10 Outpatient Programs
Glendora Hospital
• Licensed capacity - 63
• Acquired in 2021 from Prime Healthcare
• Average daily occupancy 97%
• 2 Patient Care Units
• East Unit – Adults aged 18 - 55
• South Unit – Geropsych aged 50 and up
• Currently employs 300 staff members (RN, BHW, EVS, etc.) Expanded
Floor Plan
Entrance
East Unit
South Unit
Unit A 21 beds: Adults
ECT Treatment Area
Expanded
Floor Plan
Entrance
East Unit
South Unit
Unit B 29 Beds: Adults,
Geriatric, Adolescents
Expanded
Floor Plan
Entrance
East Unit
South Unit
Unit C 40 Beds: Adults/Geriatrics
TMS – Transcranial Magnetic Stimulation
• Treatment for depression and schizophrenia
• OCD, Migraines, Smoking Cessation
• Short magnetic impulses
• Can reduce depression by up to 40%
• Treatment time is 5 – 20 minutes
• Number and frequency of treatment varies
TMS Suite
Milestones
• Preconstruction Phase 7/14/25 – 9/30/2025
• Preconstruction meetings
• Schedules
• Logistics
• Scope of work
• Penetrations
• Job Bid for Subcontractors
• Job Walk/Tours
• Schedule Development
• Asbestos Abatement Began 8/11/2025
• 3 Week timeline
• Phased Approach
• Completion Q2 2027
Construction yard
Construction Entrance
Construction Entrance

STAFF REPORT
TO: Mayor and Council Members DATE: August 26, 2025
FROM: Community Development DISTRICT(S): 4
SUBJECT: Conduct a Public Hearing to consider an Resolution adopting a Tentative Tract Map No. 84681 and Development Plan Review for 41 single-family detached residential homes at 263 S. San Jose Drive (AIN #S 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021- 900), LOCATED AT THE TERMINUS OF SAN JOSE DRIVE AND WOODLAND LANE, GLENDORA, CALIFORNIA (PROJECT FILE NO. PLN24-0045; APPLICANT: THE OLSON COMPANY; PROPERTY OWNER: CITY OF GLENDORA)”

RECOMMENDATION
That the City Council:

Open and conduct the Public Hearing, accept evidence and testimony presented, and in the absence of substantial evidence to the contrary recommend that the City Council consider the following related to project file number PLN24-0045.

1. Adopt a Categorical Exemption pursuant to the California Environmental Quality Act (CEQA) for the project; and

2. Adopt a Resolution entitled, “A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF GLENDORA, CALIFORNIA APPROVING TENTATIVE TRACT MAP NO. 84681 FOR SUBDIVISION OF LAND TO CREATE 41 DETACHED SINGLE-FAMILY RESIDENTIAL HOMES AND DEVELOPMENT PLAN REVIEW FOR THE CONSTRUCTION OF THE HOMES ON CERTAIN PROPERTY LOCATED AT 263 S. SAN JOSE DRIVE (AIN #S 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021-900), LOCATED AT

THE TERMINUS OF SAN JOSE DRIVE AND WOODLAND LANE, GLENDORA, CALIFORNIA (PROJECT FILE NO. PLN24-0045; APPLICANT: THE OLSON COMPANY; PROPERTY OWNER: CITY OF GLENDORA.”

STRATEGIC FOCUS AREAS
Not Applicable

EXECUTIVE SUMMARY
The applicant is requesting approval of a subdivision (Tentative Tract Map No. 84681) and a Development Plan Review application for a proposed 41-unit, detached, single-family residential development located at 263 S. San Jose Drive (APN #s 8655-007-900, 8655-007-901, 8655-007-902 and 8655-021-900). All of the proposed homes will be for sale, with 7 of them being restricted to “moderate” income qualified buyers under State law; which allows developer to request concessions, waivers and incentives.

The development site is currently owned by the City and has been declared non-exempt surplus land for disposition pursuant to the Surplus Land Act (SLA).

LEGISLATIVE HISTORY / PREVIOUS ACTIONS
In May 2016, the project site was listed in the City Council’s Strategic Plan, directing City staff to investigate selling the City-owned project site. In December 2022, the site was designated as not necessary for City use and declared surplus land by the City Council, pursuant to the Surplus Land Act (SLA). In accordance with the SLA, the site was listed in January 2023 as an available site to local public entities and affordable housing sponsors. The City was not able to successfully negotiate the sale to an affordable housing entity. In September 2023 the City received approval from the State Department of Housing and Community Development (HCD) to sell the land to a market rate developer with a requirement to set aside 15% of new homes to moderate-income households. In May 2024, the City Council approved a Purchase and Sale Agreement with Olson Urban Housing, LLC (The Olson Company) and the Olson Company was required to submit a formal entitlement application for development approvals prior to November 2024. Escrow is proposed to close prior to or in November 2025.

In July 2024, the applicant submitted a Concept Review application and plans (File No. PLN24-0018) for a preliminary project concept of the subject site. The preliminary plans included subdivision of the land into 41 residential condominiums and the construction of associated homes. In August 2024, the City provided the applicant with an extensive list of items (comments, suggestions, code considerations) for the applicant to review and consider with the next evolution of the development’s plans and formal submittals.

On November 27, 2024, the project application (File No. PLN24-0045) was submitted for the 41-unit residential development that includes a Tentative Tract Map and Development Plan Review. This project was reviewed by staff and modified by the applicant over several months.

On July 1, 2025, the Planning Commission held a public hearing and recommended approval of the proposed project and associated application to the City Council.

On August 14, 2025, a Notice of Public Hearing (Attachment E) for the proposed project was published in the San Gabriel Valley Examiner. Additionally, notices were mailed to all property owners within 300 feet of the subject property, notification boards were installed on the site, and public hearing notices posed to them.

DISCUSSION
Project Location
The subject property is located at 263 S. San Jose Drive (APN #s 8655-007-900, 8655-007-901, 8655-007-902 and 8655-021-900). The site comprises four parcels located at the terminus of S. San Jose Drive and Woodland Lane, west of Big Dalton Wash, north of Route 66, south of Foothill Boulevard, east of Loraine Avenue and west of Valley Center Avenue. The site is currently vacant and historically was the location of a City water tank, which was abandoned and removed from the site.

General Plan and Zoning Designation
The subject property has a General Plan Land Use Designation of Low/Medium Density and a zoning designation of R-1 Single-family residential, E-3 Single-family estate, E-4 Single-family estate.

Application/Project Request:

The project involves approval for two discretionary permits:

1. Tentative Tract Map No. 84681 to subdivide land to create 41 residential condominium homes.

2. Development Plan Review for approval of the project’s development plans.

Summary of Recommendation:

Staff recommends the approval of the project as it is consistent with applicable development standards for the R-1 Single-family residential, E-3 Single-family estate, E-4 Single-family estate zones, the City’s General Plan, and State law provisions for affordable housing density bonuses and regulatory concessions.

FISCAL IMPACT
There is no fiscal impact for this project, and the applicant has paid all fees associated with processing the requested land entitlements. Beyond the City’s review, if the residential homes are approved the development would provide one time revenue to the City in the form of building and development impact fees. In the long term, the development would also provide increased property tax revenue.

ENVIRONMENTAL DETERMINATION
The City of Glendora, as lead agency, is responsible for preparing environmental documentation in accordance with the California Environmental Quality Act (CEQA) to determine if approval of the discretionary actions requested and subsequent development would have a significant impact on the environment. A Notice of Exemption (NOE) - Categorical Exemption has been prepared (Attachment B) for this project pursuant to §15332 of the CEQA guidelines, as this is an in-fill development project meeting the requirements of that section.

Prepared By Yalini Siva, Senior Planner
Concurs With Mike Davis, Planning Commission Chair
Reviewed By Jeff Kugel, Community Development Director
Certified to Availability of
Funds
Kyle Johnson, Finance Director/City Treasurer
Approved By Adam Raymond, City Manager
Legal Review Danny Aleshire, City Attorney
CEQA Review Jeff Kugel, Community Development Director
Attachments
A. Draft Resolution.pdf
B. CEQA Notice of Exemption (NOE).pdf
C. Project Analysis Memo.pdf
D. Traffic Study.pdf
E. Project Plans.pdf
F. Public Hearing Notice.pdf
G. Presentation Slides.pdf
RESOLUTION NO. CC 2025-___

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF

GLENDORA, CALIFORNIA APPROVING TENTATIVE TRACT
MAP NO. 84681 FOR THE SUBDIVISION OF LAND TO CREATE
41 RESIDENTIAL UNITS AND DEVELOPMENT PLAN REVIEW

APPLICATION FOR THE CONSTRUCTION OF HOMES ON
CERTAIN PROPERTY LOCATED AT 263 S. SAN JOSE DRIVE
(APN 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021-900),

LOCATED AT THE TERMINUS OF SAN JOSE DRIVE AND

WOODLAND LANE, GLENDORA, CALIFORNIA (PROJECT FILE
NO. PLN24-0045)

THE CITY COUNCIL
City of Glendora, California
WHEREAS, the California Subdivision Map Act (codified at California Government Code, Title 7, Division 2, commencing with §66410) establishes the legal framework regarding the division of land; and
WHEREAS, Glendora Municipal Code (GMC) section 21.02.040 establishes procedures for the review of development applications proposed through a Development Plan Review (DPR) application; and
WHEREAS, the properties at 263 S. San Jose Drive (APN #s 8655-007-900, 8655- 007-901, 8655-007-902 AND 8655-021-900), Glendora, California, are located in an established neighborhood of residential type uses; and
WHEREAS, GMC §21.02.040 provides that the purpose of a DPR is to establish procedures “whereby development plans can be reviewed to ensure orderly development, aesthetic design, safe and harmonious placement and to:

1. Prevent or minimize adverse impacts on property in the vicinity;

2. Implement the general plan and applicable specific plans;

3. Protect the public health, safety and welfare;

4. Site structures and other improvements in a manner that is in harmony with the terrain and existing developments in the vicinity;

5. Encourage and promote energy-efficient design.”; and WHEREAS, GMC section 21.02.040(G) provides that the reviewing body (in this case, the City Council) may impose such conditions as it deems necessary to ensure that the project will meet the development standards of the zone and the purpose and intent of the DPR; and
WHEREAS, on November 27, 2024, the Olson Company (Applicant), filed an application for a Tentative Tract Map (TTM) (No. 84681) and DPR for 41 single-family, residential homes on certain property located at 263 S. San Jose Drive (APN #s 8655-007-900, 8655-007-901, 8655-007-902 AND 8655-021-900), located at the terminus of San Jose Drive and Woodland Lane, Glendora, California (Project File No. PLN24-0045); and Resolution No. CC 2025-____ Page 2 of 16
WHEREAS, the City of Glendora (City), as the lead agency, is responsible for preparing environmental documentation in accordance with the California Environmental Quality Act (CEQA) to determine if approval of the discretionary actions requested and subsequent development would have a significant impact on the environment; and WHEREAS, a Notice of Exemption was prepared based on the project’s eligibility for a Class 32 Categorical Exemption (Infill Development Projects) under CEQA Guidelines §15332, as the project satisfies the applicable exemption criteria, including consistency with the General Plan (Community Plan 2025) and Glendora Municipal Code; location within City limits and surrounded by urban uses; no value as a habitat for endangered, rare, or threatened species; no significant effects on traffic, noise, air quality, or water quality; and adequate utilities and public services; and
WHEREAS, pursuant to GMC section 21.03.130, “Affordable housing density bonuses and other incentives”, and California Government Code Section 65915 “Density Bonusses and Other Incentives”, the subject project provides seven (7) homes (15% of the total homes) to be offered and restricted to moderate income qualified buyers, under State law, pursuant to Government Code §65915. This provision allows the Applicant to request concessions, waivers, or incentives to support the inclusion of affordable housing.

WHEREAS, if the subject proposal for the subdivision and development of 41 residential homes is approved, then no further CEQA review is necessary, and a Notice of Exception (NOE) shall be submitted as the project’s CEQA compliance; and WHEREAS, a public hearing was held by the Planning Commission of the City on July 1, 2025, after due notice was given as required by law, at which time the Planning Commission recommended approval of the TTM (No. 84681) and DPR (Project File No. PLN24-0045) to the City Council; and
WHEREAS, a public hearing was held by the City Council of the City, on August 26, 2025, after due notice was given as required by law, at which time oral and documentary evidence was introduced along with the written recommendation of the Planning Commission of the City.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF GLENDORA, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

SECTION 1 . The above recitals are true and correct and are incorporated by reference.

SECTION 2. Pursuant to State Bill 330 (SB 330), the Applicant submitted a preliminary application for the subject housing development project, seeking limited vesting rights and a streamlined review of the submitted proposal. SB 330 applies to projects consisting of only residential units (two or more); mixed use projects where at least two-thirds of the project square footage is designated for residential uses; or projects that are proposing transition or supportive housing. As a solely residential project, proposing 41 units in total, the Applicant benefits from early vesting on application fees, development standards and requirements, etc. and also benefits from overall streamlining of the project processing.

SECTION 3. The City Council hereby makes the following Findings of Fact, which are hereby incorporated in full as follows:

Resolution No. CC 2025-____ Page 3 of 16

FINDINGS OF FACT FOR TENTATIVE TRACT MAP

1. The proposed map is consistent with applicable general and specific plans as specified in §65451 of the California Government Code.

FACT: Pursuant to Government Code Section 66473.5, the proposed TTM together with the provisions for its design and improvements are consistent with the City’s General Plan Land Use Element Designation of Low/Medium Density. The proposed TTM is for a 41-unit, residential single-family home development that will provide housing ownership opportunities for the community. The proposed residential development is consistent with the allowed uses for the Single-family residential and Single-family estate (R-1, E-3, and E-4) zones. Finally, the project location is within urban uses.

2. The design or improvement of the proposed subdivision is consistent with applicable general and specific plans.

FACT: The proposed development of residential homes is consistent with the General Plan and complies with the applicable goals, objectives, and policies of the City's General Plan Elements. The residential development provides a diverse housing choice for future residents (Land Use Element Goal LU-7: A diverse range of housing choices; LU-10: Quality Infill Development; LU-18: Compatibility of Adjacent Uses; & LU-21: Preservation of Neighborhood Character). The subject site is located within a neighborhood with access to commercial areas and multiple transportation options (Housing Element Goal 3: Range of Housing Opportunities).

The development project will use the latest energy conservation features to conserve natural resources and lower energy costs. The development project includes mitigation measures to ensure that noise and vibration will not exceed normally accepted levels (Noise Element Goal N3: Coordinated Land Use Planning and Noise Mitigation). The development project complies with the General Plan Land Use Designation and zoning ordinance standards, with permitted deviations.

3. The site is physically suitable for the type of development and can accommodate the development standards of this title or as is otherwise required.

FACT: The site is designed and graded to be physically suitable for the 41-unit residential home development. The project site has access from Foothill Boulevard, which provides access and connections to existing public utilities. Private driveways provide adequate vehicular access (including Fire Department equipment access) throughout the site. The Fire Department has reviewed and accepted the site layout.

4. The site is physically suitable for the proposed density of development.

FACT: The proposed site is designed and graded to be physically suitable for the 41-unit, residential home development. The project density of 41 units on 5.8 acres is suitable for the Low/Medium density set forth in the General Plan.

Resolution No. CC 2025-____ Page 4 of 16

5. The design of the subdivision or the proposed improvements are not likely to cause substantial environmental damage or substantially injure fish or wildlife or their habitat.

FACT: The subject site is located within an established urban neighborhood and the 41-unit residential subdivision is considered an infill project. Based on review of the proposed project’s eligibility for a Class 32 Categorical Exemption (Infill Development Projects) under CEQA Guidelines §15332, the project satisfies exemption criteria, including consistency with the General Plan and GMC; location within City limits and surrounded by urban uses; no value as a habitat for endangered, rare, or threatened species; no significant effects on traffic, noise, air quality, or water quality; and adequate utilities and public services.

6. The design of the subdivision or type of improvements is not likely to cause serious public health, safety, or welfare problems.

FACT: The design of the subdivision and the proposed improvements will not result in public health, safety, and welfare problems. The subdivision includes private and common open space for recreational opportunities for residents. The subdivision design complies with Los Angeles County Fire Department emergency vehicle access requirements.

7. The design of the subdivision or the type of improvements will not conflict with easements, acquired by the public at large, for access through or use of, property within the proposed subdivision.

FACT: The subdivision will not conflict with any existing public easements and new easements will be recorded as necessary for public utilities, drainage, and other issues.

FINDINGS OF FACT FOR DEVELOPMENT PLAN REVIEW

1. The use is authorized by Development Plan Review pursuant to this title.

FACT: Pursuant to GMC § 21.02.040(B), the construction of multiple-family projects— apartments, condominiums, and cooperatives—is permitted with the approval of a Development Plan Review application; and as 41 units are proposed, Planning Commission review is required.

2. The use is consistent with the general plan and other applicable plans.

The development project will use the latest energy conservation features to conserve natural resources and lower energy costs. The development project includes mitigation measures to ensure that noise and vibration will not exceed normally accepted levels (Noise Element Goal N3: Coordinated Land Use Planning and Noise Mitigation). The development project complies Resolution No. CC 2025-____ Page 5 of 16
with the General Plan Land Use Designation and zoning ordinance standards, with permitted deviations.

3. The site can accommodate the development standards of this title or as is otherwise required.

FACT: The proposed project is located on four existing parcels located at the terminus of S.

San Jose Drive and Woodland Lane, which are zoned R-1 Single-family residential, E-3 Singlefamily estate and E-4 Single-family estate. The proposed residential project is comprised of 41 detached residential homes. The project density of 41 units is higher than the allowed maximum, as the project includes a request for a density bonus allowance pursuant to the State Density Bonus Law, the gross site density would be 7.1 dwelling units per acre, which is more than the density allowed by the Low/Medium Density of 3.1 – 6 dwelling units per acre. However, the density proposed by the project is allowed pursuant to the State Density Bonus Law, based upon the moderate-income units that will be restricted and sold to qualifying buyers.

4. The site is adequately served by streets, utilities, and other services, facilities, and improvements.

FACT: The site is served by services and utilities provided by Athens Waste Disposal, Los Angeles County Sanitation District, City of Glendora Water Division, Glendora Police Department, Los Angeles County Fire Department, Southern California Edison, Los Angeles County Flood Control District, and all other public and private services that accommodate the operation of a residential subdivision development. An improved water line is proposed in conjunction with the development and will serve the proposed development, in addition to the surrounding residential area.

5. The use will not adversely affect the character and integrity of the area, the utility and value of properties in the area, and the health, safety, and welfare of the public.

FACT: The proposed project will result in the construction of 41 residential homes in an established residential neighborhood. Therefore, the proposed residential project is compatible with the neighborhood. The development of the lot will not adversely affect the character and integrity of the area or the health, safety, and welfare of the public. The project will not cause any serious health, safety, or welfare problems in that its design and related construction will be performed per the requirements of all applicable codes, including zoning and building.

SECTION 4: The City Council hereby adopts the foregoing findings and approves the filing of a NOE by City staff for CEQA compliance.

SECTION 5. The City Council hereby approves the application for a TTM and DPR (Project File No. PLN24-0045) for the subdivision and development of a 41-unit residential project, as described by the report and depicted on project plans attached to the City Council Agenda Report for PLN24-0045, and after determining that the project meets the requirements of GMC §21.02.040 and the California Subdivision Map Act, subject to the following Conditions of Approval:

Resolution No. CC 2025-____ Page 6 of 16

CONDITIONS OF APPROVAL

1. The Applicant shall sign and submit to the Planning Division a statement indicating agreement with and acceptance of the adopted Conditions of Approval prior to the issuance of grading and building permits.

2. The subject property shall be developed in substantial conformance with the project plans attached to the City Council Agenda Report for PLN24-0045, as modified by these Conditions of Approval.

3. The City shall have the right of entry to inspect the premises to verify compliance with the Conditions of Approval and the GMC.

4. The City shall retain the right and the jurisdiction to review the TTM and DPR (No. PLN24- 0045) in the event the use conducted herein is modified, changed in scope, or the owner or operator seeks to expand, alter, reconfigure, or change the use. This reservation of the right of review is in addition to, and not in lieu of, the right of the City to review and revoke the TTM and DPR (Project File No. PLN24-0045) or to modify the permit for any violation of the Conditions imposed.

5. The Applicant agrees as a condition of issuance of this entitlement to indemnify, protect, defend, and hold harmless, the City, and any agency or instrumentality thereof, and its elected and appointed officials, officers, employees and agents, from and against any and all liabilities, claims, actions, causes of action, proceedings, suits, damages, judgments, liens, levies, costs and expenses of whatever nature, including reasonable attorney’s fees and disbursements (collectively, “Claims”) arising out of or in any way relating to the issuance of this entitlement, any actions taken by the City related to this entitlement or the environmental review conducted under the California Environmental Quality Act, Public Resources Code §21000 et seq., for this entitlement and related actions.

Planning

6. The Applicant shall maintain consistency with the approved architectural plans including colors and materials submitted to the Planning Division. Modification(s) of the approved building elevations, including but not limited to, changes of finished material(s) or alterations to building articulation are not permitted without prior written approval from the Community Development Director (Director). Requests shall be made in writing and include:
a. A written and illustrative description of the proposed revision; and b. The reason and justification for the request.

In approving a revision, the Director shall find that the requested modification is minor and substantially conforms with the approved architectural plans.

7. The delivery of materials and equipment and the outdoor use of equipment, hammers, and power tools shall be limited to the hours between 7:00 a.m. and 6:00 p.m., Monday through Friday, with no work allowed on Saturdays, Sundays, or Federal holidays, with the exception of interior work. Outdoor work is permitted, wherein it does not involve heavy equipment or noise-producing equipment.

Resolution No. CC 2025-____ Page 7 of 16

8. A final wall and fence plan shall be submitted to the Planning Division for review and approval prior to the issuance of building permits. Approved walls and fences shall be installed prior to final occupancy.

9. Walls and fences shall be installed prior to final occupancy, consistent with the preliminary fence and wall plan.

10. The Applicant shall prepare Covenants, Conditions, and Restrictions (CC&Rs) for the development including articles establishing a condominium association. A copy of the draft CC&Rs shall be submitted to the Planning Division and City Attorney for review and approval prior to Final Map approval. The Applicant will be responsible for payment to cover all City staff and City Attorney time required to review said CC&Rs. A recorded copy of the approved CC&Rs shall be submitted to the Planning Division prior to final occupancy as well as final payment to cover any City costs for review. CC&Rs shall include the following requirements:
a. The association shall maintain all common areas including private driveways, sidewalks, lighting, landscaping, irrigation, recreation equipment, fixtures, and other improvements.
b. The association shall maintain all landscaped areas, including front yard landscaping.
c. The association shall provide all water needed for irrigation of the common landscaped areas and for any landscaping and trees in the public right-of-way fronting the project.
d. The association shall maintain landscaping and irrigation in the public right-ofway. e. The CC&Rs shall clearly identify site maintenance responsibilities. f. The CC&Rs shall specify that the parking and/or storage of recreational vehicles, boats, trailers (recreational or business-related) equipment, and similar such vehicles, is prohibited everywhere onsite.
g. The CC&Rs shall require that residents use the garages provided and private driveways assigned to their respective units to park their vehicles and not for longterm storage. h. The CC&Rs shall not be amended without the written consent of the City of Glendora.
i. All maintenance shall be performed to the satisfaction of a duly authorized official of the City and no public nuisances shall be created.
j. The City shall be listed as a third-party beneficiary to the CC&Rs and should have the right to enforce the provisions of the CC&Rs including, but not limited to, the lien rights to recover costs of enforcement.

11. The Applicant is responsible for submitting forms and fees associated with the formal assignment of addresses for each residential unit. The process is initiated with the Community Development Department (Planning) and is concluded by the City Clerk’s Office.

Resolution No. CC 2025-____ Page 8 of 16

12. The project is subject to compliance with the City’s Community Art Program (CAP) - Ordinance 2083 and Resolution CC 2024-04. As per the requirements outlined in GMC §

21.03.150, applicable projects are required to install approved artwork in conjunction with their project (encouraged) or pay an in-lieu contribution equal to a minimum percentage of the total building permit valuation (BPV). Specifically, this project shall adhere to the following guidelines adopted into the City’s Master Fee Schedule: New residential developments consisting of 11 or more units/houses and new mixed-use with residential as the primary component - An artwork installation approved by the City or an in-lieu contribution equal to

0.25% of the BPV is required. To ensure compliance with the CAP, the Applicant shall submit a CAP application and coordinate with the City’s Planning Division. Approval of CAP application is required prior to building permit issuance.

13. All mechanical equipment, including air conditioning units shall be screened from street view with landscape and physical screening barriers.

14. All plans submitted for building, grading and landscape plan checks shall show consistency in building and unit numbering.

15. The Applicant shall enter into an Affordable Housing Agreement (AHA) with the City prior to Final Map issuance of the first residential unit(s) Building Permit. The AHA is related to the Project’s use of State law for concessions/incentives in exchange for inclusion of moderateincome units (total of 7 units or 15% of the residences). The Applicant is responsible for actual costs incurred by City associated with application, preparation, legal review, and processing of the AHA.

Landscaping

16. A Water Efficient Landscaping Application and MWELO compliance shall be completed and submitted to both the Planning Division (for landscape) and the Water Division (for irrigation) for review and approval prior to the issuance of building permits. The plan shall be prepared by a licensed landscape architect and shall demonstrate compliance with the Water Efficient Landscape Ordinance (Assembly Bill 1881). Approved landscaping and irrigation shall be installed prior to final occupancy. (GMC §21.03.060.)

17. Pedestrian path crossings (crosswalks) shall utilize decorative paving and should be shown on the landscape plan submitted to the Planning Division.

18. All light fixtures, including freestanding and building-mounted, shall be decorative and complementary to the architectural style of the buildings and shall be subject to approval by the Planning Division.

19. All common area landscaping shall be installed by the Applicant and maintained by the project association.

Air Quality

20. The best available control measures to minimize fugitive dust emissions shall be utilized, including but not limited to watering soils as necessary to minimize dust generation. (SCAQMD Rule No. 403.)
Resolution No. CC 2025-____ Page 9 of 16
Building & Safety Division

21. The construction documents shall show detailed compliance with the current California Building Standards Code, including, but not limited to, the following codes:
a. 2022 California Building Code (CBC)
b. 2022 California Residential Code (CRC)
c. 2022 California Electrical Code (CEC)
d. 2022 California Mechanical Code (CMC)
e. 2022 California Plumbing Code (CPC)
f. 2022 California Energy Code (CEnC)
g. 2022 California Fire Code (CFC) including LA County amendments. h. 2022 California Green Building Standards Code (CalGreen) i. Glendora Municipal Code

22. Approval from the Los Angeles County Fire Department (LACoFD) is required.

23. The Applicant shall provide a plan approved by LACoFD confirming compliance with applicable fire safety requirements, such as emergency vehicle access, fire apparatus turnaround, and water supply. Submittals to LACoFD are made online at epicla.lacounty.gov.

For questions, contact LACoFD directly.

24. Park Development Fees for new development shall be applied.

25. A Certificate of Compliance from the school district is required.

26. A Geotechnical Investigation Report is required.

27. An automatic fire sprinkler system is required.

28. Where required by applicable building code, an engineered design provided by a State of California Registered Design Professional is required.

29. A demolition permit is required for the demolition of existing structure(s),if any. This requires a separate permit application and plan submittal. This demolition permit must be issued prior to the building permit.

30. Retaining walls, if any, shall be a separate submittal to the Building Division, with the walls accurately shown on a grading plan approved by the City of Glendora Engineering Division.

31. Additional submittal requirements can be found on the Residential Submittal Checklist available at https://www.cityofglendora.gov/files/assets/city/v/1/community-development/buildingdivision/documents/submitreqsmatrixlist-singledwellingunitduplexadu_1.pdf Resolution No. CC 2025-____ Page 10 of 16
Water Division

32. The Applicant must submit a signed and sealed engineer's report that details a hydraulic analysis of the project's total water demands, including domestic, fire, and irrigation needs (if applicable). This analysis shall evaluate the project's impact on the existing water demand for the San Jose Drive and Woodland Lane water mains. The Applicant shall provide this report before the plan check phase.

33. With the understanding that the road infrastructure will be public and include dedicated rightof-way, a detailed Water Improvement Plan (WIP) is required for this project. This plan shall reference all applicable City construction standards, including specifications for materials (e.g., ductile iron, PVC), dimensions, depths, and installation methods. The WIP must include detail on all proposed abandonments, valves, fittings, hydrants, services, meters, vaults, and backflow prevention devices, including their respective sizes, types, and installation standards.

The submittal must be complete and contain sufficient information to demonstrate full compliance with City standards for Public Works plan check approval.

34. Individual water service lines must be appropriately sized based on the specific unit plans. The Applicant is responsible for considering available water pressure, plumbing fixture counts, and any elevation changes when determining these sizes. Detailed water demand calculations will be required during the building plan check phase.

35. The Applicant shall be responsible for following all conditions noted in the issued will serve letter, dated July 8, 2024. Should the Applicant have any questions, please contact Water Division at (626) 852-4838.

Land Development Division
Final Tract Map/Site Development

36. All engineering drawings, maps, plans, reports, and studies required for the project shall be prepared by a registered civil engineer licensed in the State of California, and all surveys, maps, legal descriptions, and survey documents shall be prepared by a licensed professional land surveyor in the State of California. At time of first plan check, the Applicant shall provide a list of the Engineer(s) and Surveyor(s) of Record.

37. A final tract map is required. The final map will be reviewed for technical accuracy by the City’s contract Land Surveyor. The Applicant is responsible for all such costs. A title report/subdivision report less than 3 months old is required at the time of submittal. Include copies of all underlying documents/easements of record referenced in the title report. Show all easements to remain and proposed easements on the project civil engineering drawings. Label, dimension and identify.

38. An Indemnity Agreement and a Subdivision Improvement Agreement must be signed by the Applicant prior to final map approval. The agreements must be reviewed by the Land Development Division and the City Attorney, and the final documents must be approved by the City Council. The Applicant is responsible for all fees associated with this review. Bonds for faithful performance, labor, and materials are required as part of the Subdivision Resolution No. CC 2025-____ Page 11 of 16
Agreement.

39. Emergency vehicle access, driveway widths and radii will be reviewed and approved by L.A.

County Fire Department for accessibility. The final map must be reviewed and approved by LACFD.

40. At time of first plan check, the Applicant shall provide a Composite Utility Plan for review.

The Composite Utility Plan must show proposed City and private water meters, facilities, and lines; mainline sewer lines, maintenance holes, and lateral connections; electrical; telecommunication; cable tv; and natural gas lines for the project.

41. A Site Demolition Plan prepared by a registered Civil Engineer or licensed Architect is required prior to removing any buildings, improvements, or utilities from the project site. A copy of the SWPPP that is submitted for General Construction SWPPP permit must be submitted to Public Works for review and comments.

42. Plan Check and review fees will be determined upon actual submittal of Engineering Plans, Maps, and Reports. Plans being checked by third-party consultant will be charged as per actual cost and a deposit will be required to be submitted for plan check services at time of first plan check.

Stormwater

43. This project is required to comply with Federal, State, and City Stormwater regulations including National Pollutant Discharge Elimination System Requirements and Municipal Separate Storm Sewer System (MS4) Permit requirements. Projects subject to the MS4 are to implement postconstruction low impact development (LID) storm water runoff water quality control measures as a way to reduce downstream runoff. The Applicant shall follow Section

21.03.090 of the Glendora Municipal Code to determine Applicability and Performance Criteria. An LID Report and plans for the construction of LID improvements will be required for the project and must be submitted at time of first plan check submittal. The Applicant shall follow LA County LID Standards Manual for design and format of LID Report. The soils engineer of record must review and approve the infiltration system.

44. This project requires to comply with the Storm Water Pollution Prevention Plan (SWPPP) requirement of the NPDES Construction permit. The SWPPP must be prepared by a Qualified SWPPP Developer (QSD). The approved SWPPP must be implemented by a Qualified SWPPP Practitioner (QSP) during construction. A copy of the SWPPP that is submitted for General Construction SWPPP permit must be submitted to Public Works for review and comments, if any.

Grading and Drainage

45. Rough grading and drainage and precise grading and drainage plans and required supporting documents (such as geotechnical, drainage/hydrology/LID reports/plans) must comply with any recommendations of the geotechnical engineer of record and will be submitted and reviewed according to the City’s Grading Plan Checklist to Land Development Engineering.

A permit from the City of Glendora and a grading bond will be required prior to the start of construction. The Applicant shall show all existing and proposed easements on the Resolution No. CC 2025-____ Page 12 of 16
improvement plans. The Applicant shall label, dimension and identify easement holders. The Applicant shall submit the rough grading and drainage plan at time of first plan check submittal for Land Development Engineering review. Retaining and freestanding walls may be shown on plans submitted to the Building Division for plan check and referenced on the grading plans.

The Applicant shall provide top of wall, top of footing, profiles, and sections on the grading plans for proposed walls. The Applicant shall provide 6- inch concrete curb along the project frontage at the back of sidewalk on Route 66.

46. All structural BMPs for the project must be shown in detail on the grading plans. The grading plan will need to be reviewed/approved by the soils engineer. A minimum ½” per hour percolation rate must be verified by the soils engineer for the project via a percolation test for any areas where storm water is proposed to be infiltrated.

47. Glendora Municipal Code (GMC) 20.28.010 requires underground utilities in new developments. Any existing overhead utilities along the project frontage and property boundaries, where located on the Applicant’s property, shall be relocated underground where feasible. The Applicant shall coordinate with utility agencies as necessary and show the existing and any relocated utilities on the composite utility plan.

48. A final geotechnical report is required with the initial plan check submittal, and it must address over-excavation and recompaction requirements. While the City does require reports be prepared following the L.A. County GMED manual, the City has not adopted their building code. Prior to approval of project Grading Plans, they shall be signed and stamped by the geotechnical engineer stating that the Grading Plan is in conformance to the geotechnical/soil engineer recommendations. As necessary, provide an update letter if the soils report is greater than one year old. The geotechnical report for this project may be peer reviewed by the City’s contract consultants or LA County Public Works (GMED). The Applicant is responsible for all costs.

49. A Final Drainage Study Report is required, and it must follow the City’s Hydrology & Hydraulics report format and discuss the offsite stormwater run-on flows (if any) from properties surrounding the site. The report should analyze both off site storm water run-on and on-site storm water flow. The Low Impact Development (LID) Report and Plan must also be included and follow the LA County LID Manual. Where drainage flow is directed to City streets prior to collection in an underground storm drain system, the report must show existing and proposed street hydraulic capacities in the drainage study.

50. Storm Drain Plans with profiles and details of the proposed drains, inlets, and facilities may be required. For connection to a L.A. County storm drain, reports and plans required by the County must be submitted to the City and L.A. County for plan check and permitting.

51. When grading plans are submitted for first plan check, a fee is required based on the cubic yards of earth moved. A plan check fee will be collected at the time of first submittal based on the quantity on the submittal. The Applicant shall include over excavation and re-compaction quantity in calculation of the cut and fill quantities. At the time of issuing grading permit, final plan check fees will be adjusted accordingly with additional fees paid or refunded determined by final yardage. A Grading Bond will be required.

Water/Fire Service
Resolution No. CC 2025-____ Page 13 of 16

52. Water is served by the City of Glendora. Frontage fees may apply to this project. Water improvement plans shall be prepared in accordance with City guidelines. The Applicant shall contact the Water Division at (626) 852-4838 to determine water service requirements.

53. Exact service locations are to be determined when final site plan is approved during the plan check phase, but they shall not be located in drainage features or where water could pond.

Easements may be required to access the water meters and other water devices.

54. Backflow prevention shall be provided per City Standard Detail 2.30 for all applicable metered service connections, structural fire protection (i.e., sprinklers) and landscape irrigation systems. Plans shall be submitted to the Public Works Department and applicable plan check fees.

55. Installation of public and/or private water mains is required to serve the proposed development.

A separate plan submittal will be required for any new or upgraded water mains, fire hydrants or fire water lines which will serve the site. That plan is a separate submittal to the Engineering Division as well as the L.A. County Fire Department for review and approval. The plan will be prepared using the City of Glendora title block and must show the connection in the public right of way and must have a signature block for the L.A. County Fire Department. A plan review fee of 5% of the engineer’s estimate is due at time of first submittal. For L.A. County Fire Department requirements, please contact Fire Staff at (626) 963-5564.

56. If water easements or any other easements are required and not shown on the final tract map, the Applicant shall follow the Engineering guidelines for preparing legal descriptions and plats.

The City uses an outside land surveying firm to perform the review of any documents stamped by a land surveyor which the Applicant is required to pay.

57. Fire flow tests will be required. The Applicant shall contact the Public Works Desk at (626) 914-8246 to request fire flow testing. Requirements are determined by the LA County Fire Department.

Sanitary Sewer

58. The City of Glendora owns the sewer collection system, but it is operated and maintained for the City as part of the County’s Consolidated Sewer Maintenance District (CSMD). The plan check process for any sewer improvement plans will be processed by both the City of Glendora and Los Angeles County Public Works following County guidelines and requirements.

59. The treatment system for the City’s sewer is owned and operated by the Los Angeles County Sanitation District No. 22. The Applicant shall contact the District to obtain a treatment will serve letter as well as pay the appropriate fees. For further information, please contact District Staff at (562) 908-4288, extension 2717.

60. On-site sewer shall be public sewer. All public sewers require a CSMD-approved format sewer improvement plan and profile. The plan check process will be processed by both the City of Glendora and Los Angeles County Public Works (CSMD). The Applicant will be responsible for all the Plan Check fees for the City and the County. Sewer acreage and frontage charges may be applicable.

Resolution No. CC 2025-____ Page 14 of 16
Street Improvements

61. Street improvement plans are required. Street improvements for this project will include removal of unused driveway approaches; constructing new driveway approaches; constructing new concrete sidewalks, curbs, and gutters; installing street trees along the project frontage, signing/striping, and damaged or non-standard improvements and facilities must be reconstructed per City Standards.

62. A street lighting plan is required. The Applicant shall coordinate with SCE in preparation of a public street lighting plan (LS-1 System) for the project. The Applicant shall submit a street lighting plan prepared by a registered civil engineer with construction notes, standards, and details per City and SCE requirements.

63. Any and all street improvements, utility, and trench work require a permit from the City of Glendora. All City Standards are available online on the City website (cityofglendora.gov).

64. Construction temporary traffic control plans must be prepared and submitted to the Public Works Department for review/approval prior to the issuance of permits for any work in the public right of way. Manual on Uniform Traffic Control Devices (MUTCD) may be used for traffic control in non-arterial work locations.

Waste Management

65. All construction, demolition, and renovation projects within the city with a total valuation cost for the new or remodeled construction as determined by the City Building Official which are, or projected to be, greater than or equal to one hundred thousand dollars shall submit a Waste Management Plan to the Planning Department for review and approval prior to issuance of any permits in compliance with the City’s Construction and Demolition Ordinance No. 1811. The approved Waste Management Plan shall be implemented upon start of demolition, grading, and construction and maintained throughout the project until issuance of a certificate of occupancy.

The City may review and amend the plan as needed. Guidelines are available from the recycling coordinator (GMC 6.09).

Los Angeles County Fire Department

66. Access as noted on the Tentative and the Exhibit Maps shall comply with Title 21 (County of Los Angeles Subdivision Code) and Section 503 of the Title 32 (County of Los Angeles Fire Code), which requires an all-weather access surface to be clear to sky.

67. The Final Map shall be submitted to the Land Development Unit for review and approval prior recordation.

68. Fire hydrant improvement plans for the new required public fire hydrants shall be submitted for review and approval prior to the Final map clearance.

Term

82. The approved use and/or construction work shall commence within 24 months after the Resolution No. CC 2025-____ Page 15 of 16
effective date of the approval, or such other period specified as a condition of approval and shall be carried on diligently to completion. If the use or construction work has not commenced within the required time period and carried on diligently to completion, the permit shall become void; however, the Director may extend the time limit in the case of unavoidable delay. The Applicant shall submit a written request to the reviewing body or Director for a time extension at least thirty days prior to the date on which the original time limit expires. Consideration of a time extension does not require a public hearing even if a hearing was required for the original permit. (GMC §21.02.010 E.)
Enforcement

83. The Applicant shall pay the costs of any code enforcement activities, including attorney’s fees, resulting from the violation of any conditions of approval or any provision of the GMC. (GMC §1.18.)

84. Any violation of the Zoning Ordinance or any entitlement granted is considered a misdemeanor punishable by a fine not to exceed one thousand dollars ($1,000.00) and/or by imprisonment in the County jail for a period not to exceed six (6) months. Each day or portion of a day during which any violation of the Zoning Ordinance occurs or continues constitutes a separate offense and shall be punishable as provided. (GMC §21.01.030 H.) SECTION 5: The Mayor shall sign this Resolution and the City Clerk shall attest and certify to the passage and adoption of this Resolution, and the same shall thereupon take effect on _________, 2025 subject to a 15 calendar-day appeal and be enforced in accordance with the terms and Conditions thereof.

PASSED, APPROVED and ADOPTED by the City Council of the City of Glendora this ___ day of_______, 2025.

BY:

DAVID FREDENDALL
Mayor
APPROVED AS TO FORM:

Aleshire & Wynder, LLP

DANNY ALESHIRE
City Attorney
Resolution No. CC 2025-____ Page 16 of 16

CERTIFICATION
I, do hereby certify that the foregoing Resolution was duly adopted by the City Council of the City of Glendora at a regular meeting held on the ___ day of ______, 2025, by the following vote:

AYES: MEMBERS:

NOES: MEMBERS:

ABSENT: MEMBERS:

ABSTAIN: MEMBERS:

Dated:

KATHLEEN R. SESSMAN
City Clerk/Communications Director
rvp7/3/97

CITY OF GLENDORA
116 East Foothill Boulevard, Glendora, California 91741

NOTICE OF EXEMPTION
Project Title: PLN 24-0045
Project Location: 263 S. San Jose Drive
(AIN #s 8655-007-900, 8655-007-901, 8655-007-902 and 8655-021-900) Project Applicant: The Olson Company
Mailing Address: 3010 Old Ranch Parkway, Suite 100, Seal Beach, CA 90740 General Plan Land Use Designation: Low/Medium Density
Zoning Designation: R-1 Single-family residential, E-3 Single-family estate, and E-4 Single-family estate
Project Description: The project involves a Tentative Tract Map and Development Plan Review for a 41-unit, detached, single-family residential development.

Surrounding Land Uses and Setting: Properties to the north, south, east and west are zoned singlefamily estate and single-family residential.

The Planning Commission recommends the following exempt status / findings:

Ministerial (Sec. 15073)
Declared Emergency (Sec. 15071(a))
Emergency Project (Sec. 15071(b) and (c))
Categorical Exemption
Type: Class 32 Section: 15332 (In-fill Development Project) Statutory Exemption. Code Number:

Other
Reasons why project is exempt: CEQA requires analysis of agency approvals of discretionary “Projects.” A “Project,” under CEQA, is defined as “the whole of an action, which has a potential for resulting in either a direct physical change in the environment, or a reasonably foreseeable indirect physical change in the environment” (State CEQA Guidelines Section 15378). The proposed Project is a project under CEQA.

Staff has reviewed the Project and determined that it is categorically exempt from CEQA review pursuant to the following:
15332 (In-fill Development Project) - Class 32: This categorical exemption applies to projects that are characterized as infill development and meet specified requirements. The Project qualifies as infill development because it satisfies each of the following conditions:
a. The project is consistent with the applicable General Plan designation, General Plan policies, and zoning designation and regulations. The proposed TTM together with the provisions for its design and improvements are consistent with the City’s General Plan Land Use Element Designation of Low/Medium Density. The development project complies with the General Plan Land Use Designation and zoning ordinance standards, with permitted deviations. rvp7/3/97
b. The proposed development occurs within city limits on a project site of no more than five acres substantially surrounded by urban uses. The site is surrounded by existing single-family residential to the north, south, east, and west.
c. The project site has no value, as habitat for endangered, rare, or threatened species. The project site has no value as habitat for endangered, rare or threatened species as the surrounding areas are fully developed.
d. Approval of the project would not result in any significant effects relating to traffic, noise, air quality, or water quality. The Project would not result in any of the following significant effects:
- Noise. Noise from the Project would be subject to the noise thresholds established by ordinance, consistent with the General Plan and incorporate automatic volume control levels.
- Air Quality. Air quality thresholds are established through the South Coast Air Quality Management District. The Project would not exceed these established thresholds. - Water Quality. The Project has been conditioned to comply with an applicable Water Quality Management and Best Management Practices to reduce or eliminate potential impacts from water runoff from the site, although all stormwater items are already existing and in place.
e. The site can be adequately served by all required utilities and public services. The Project site will be served by local utilities and services.

Date:

Jeff Kugel, Director of Community Development
The above recommended exempt status and findings were adopted by the following body:

City of Glendora City Council on August 26, 2025
Date:

Yalini Siva, Senior Planner (626) 914-8213

PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 1 of 7
PROJECT NO. PLN24-0045—PROJECT ANALYSIS MEMORANDUM
PROJECT SUMMARY:

Applications: Various entitlements are needed in order to accomplish the proposed development; the following approvals are required:

1. Tentative Tract Map No. 84681 to subdivide land to create 41 residential condominium townhomes.

2. Development Plan Review for approval of the project’s development plans.

3. SB330 for early vesting and streamlining for housing projects, consisting of only residential units (two or more).

4. Notice of Categorical Exemption of the California Environmental Quality Act Guidelines.

Date of Application: November 27, 2024
Applicant: The Olson Company (Olson)
Property Owner: City of Glendora (current) / Olson (in escrow) Property Address: 263 S. San Jose Drive, Glendora CA 91741 L.A. County Assessor Parcel/Identification Nos.: 8655-007-900, 8655-007-901, 8655-007-902 and 8655-021-900
Description of Property: The subject property is composed of four parcels located at the terminus of S. San Jose Drive and Woodland Lane, west of Big Dalton Wash, north of Route 66, south of Foothill Boulevard, east of Loraine Avenue and west of Valley Center Avenue. The site is currently vacant and historically was the location of a water tank, which was subsequently abandoned and removed from the site.

General Plan Designation: The project site has a General Plan (Community Plan 2025) land use designation of Low/Medium Density. Low/Medium Density is the most intensive designation for single-family residences and encompasses the majority of non-hillside areas throughout the City.

This designation allows for the development of small detached single-family residential lots.

The site is also listed on the Housing Element Site Inventory list as a designated site allocated to the region’s Regional Housing Needs Assessment (RHNA); and as such is obligated per City policies and code to develop at least 80% of the allowed maximum units per acre (17 units), which requires a total of at least 14 units to be proposed and developed.

The City’s General Plan has several goals and policies that should be considered with the proposal.

Staff found the following excerpts from the General Plan Housing and Land Use Elements to be relevant:

PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 2 of 7
• Goal LU-5: Expanded residential development opportunities. • Policy LU-5.2: Provide for expanded infill residential opportunities in appropriately designated areas in the City.
• Goal LU-7: A diverse range of housing choices.
• Policy LU-7.1: Provide opportunities for the development of housing at a variety of affordability levels and densities that respond to the various needs of future residents. • Goal LU-10: Quality infill development.
• Policy LU-10.1: Ensure the design and development of infill projects compliments existing development in terms of scale, character, and pedestrian quality. • Goal LU-18: Compatibility of adjacent land uses.
• Policy: LU18.1: Ensure the preservation of a scale and character of development is sensitive to adjoining uses.

The City’s current Housing Element, includes the following:
• GOAL 3: Provide suitable sites for housing development which can accommodate a range of housing by type, size, location, price, and tenure to accommodate the City’s share of the regional housing need.
• Policy 3.1: Implement land use policies that allow for a range of residential densities and products, including low-density single-family uses, moderate-density townhomes, and higher-density apartments, condominiums, and units in mixed-use development. • Policy 3.2: Encourage development of residential uses in strategic proximity to employment, recreational facilities, schools, neighborhood commercial areas, and transportation routes.
• Policy 3.5 Ensure that residential development sites have appropriate and adequate services and facilities, including water, wastewater, and neighborhood infrastructure. • Policy 3.6 Support the assembly of small vacant or underutilized parcels to enhance the feasibility of infill development.

Zoning: The project site is zoned R-1 Single-family residential, E-3 Single-family estate and E-4 Single-family estate. Parcel AIN 8655-007-900 is zoned E-3 Single-family estate; parcel AIN 8655-021-900 is zoned R-1 Single-family residential; and parcels 8655-007-901 and 8655-007- 902 are zoned E-4 Single-family estate.

PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 3 of 7
Surrounding Uses: The site is surrounded entirely by existing residential homes. Table A below further describes the land uses for the surrounding properties:

Table A - Project Surroundings
Existing Uses General Plan Zoning
North Single-Family Residential Low/Medium Density Single-family estate South Single-Family Residential Low/Medium Density Single-family residential East Single-Family Residential Low/Medium Density Single-family estate West Single-Family Residential Low/Medium Density Single-family estate PROJECT ANALYSIS:

Proposed Subdivision
The existing site is approximately 5.79 acres and would be subdivided for residential purposes (Tentative Tract Map No. 84681) to create a 41-unit residential home development. All will be for-sale homes, with seven (7) of them being restricted to “moderate” income qualified household buyers under State law, pursuant to Government Code Section (§)65915. This provision allows the applicant to request concessions, waivers, or incentives to support the inclusion of affordable housing.

The proposed development establishes common areas and defines individual ownerships that can be acquired and sold by future homeowners. The proposed plans are included in Attachment D.

Required findings for approval of a tentative tract map are contained within the California Subdivision Map Act and are outlined within the attached draft resolution (Attachment A).

Development Plan Review (DPR)
The applicant has requested a DPR related to the project’s development plans. Pursuant to Glendora Municipal Code (GMC) §21.02.040(B), “Projects requiring development plan review (the reviewing body is in parenthesis):…
(2) Multiple-family projects-Apartments, condominiums and cooperatives (commission); a. 1-10 dwelling units, 1-10 units, allow by-right (Applicants apply directly for building permits); b. 11-25 dwelling units (director);
c. More than 25 dwelling units (commission);.”
Pursuant to the GMC, the purpose of the DPR is to, “provide procedures whereby development plans can be reviewed to ensure orderly development, aesthetic design, safe and harmonious placement and to: 1. Prevent or minimize adverse impacts on property in the vicinity; 2. Implement the general plan and applicable specific plans; 3. Protect the public health, safety and welfare; 4.

Site structures and other improvements in a manner that is in harmony with the terrain and existing developments in the vicinity; 5. Encourage and promote energy-efficient design.” Required findings for approval of a DPR are contained within GMC §21.02.040(F) and are outlined within the attached draft resolution (Attachment A).

PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 4 of 7
The proposed residential project is comprised of 41 single-family, residential homes with attached garages. The proposed site is designed and will be graded to be physically suitable for the development. The project density of 41 units is higher than the allowed maximum, as the project includes a request for a density bonus allowance pursuant to State Density Bonus Law, the gross site density would be 7.1 dwelling units per acre, which is more than the density allowed by the Low/Medium Density of 3.1 – 6 dwelling units per acre.

The proposed residential development is composed of 41 detached single-family homes, located along Woodland Lane, San Jose Drive, and a private drive/fire lane adjacent to open space area.

There will be three different floor plan types that include the following:

Table B Unit Break Down by Floor Plan Type
Plan 1 Plan 2 Plan 3 Plan 3-Alt.

No. of Units 7 16 12 6
Bedroom Count 3 3 4 4
Bathroom Count 2 2.5 4.5 4.5
Area of 1st Floor 985 s.f. 867 s.f. 908 s.f. 912 s.f.

Area of 2nd Floor - 1,017 s.f. 1,279 s.f. 1,251 s.f.

Total Living Area 985 s.f. 1,884 s.f. 2,188 s.f. 2,163 s.f.

Porch Area 87 s.f. 95 s.f. 122 s.f. 26 s.f
Garage Area 238 s.f.
(1-car garage)
427 s.f.
(2-car garage)
428 s.f.
(2-car garage)
426 s.f.
(2-car garage)
Storage Area 60 c.f. 90 c.f. 105 c.f. 105 c.f.

State Density Bonus Law
Concessions, Waivers, and Incentives
Government Code §65915(f)(4), (d)(2)(B), and (e)(1) regarding density bonuses, affordable units, and related concessions, waivers and incentives allows applicants to deviate from development standards and requirements of the GMC. Table C below illustrates these deviations, as follows:

Table C - Applicable Development Standards
Development
Feature E-3; E-4; R-1
Minimum
Provided
Maximum
Provided
Average
Provided
Waiver
Lot Area
(minimum)
8,000; 8,500; 7,500 s.f. 2,491 s.f. 6,835 s.f. 3,278 s.f. Yes Lot Width
(minimum)
70; 75; 70 feet 41 feet 62 feet 47 feet Yes
Lot Depth
(minimum)
100 feet 60 feet 122 feet 67 feet Yes
Front Setback
(minimum)
25; 25; 20 feet 3 feet 30 feet 8 feet Yes
Interior Side
Setback (min.)
4/7; 4/7; 4/5 feet 3 feet 16 feet 4 feet Yes
PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 5 of 7
The Contemporary architectural styling for the homes with a mix of mix of two-story and singlestory elevations, including varied rooflines (hipped and gabled), stucco finishes, and some with stone or wood-texture accents. All units have attached front-facing garages and each home has slightly different architectural details and colors to avoid monotony and to meet typical design diversity throughout the project site.

The applicant is also requesting waivers of certain development standards that would otherwise physically preclude the construction of the project at the proposed density. Under State law, there is no numerical limit on the number of waivers that may be granted, provided the applicant demonstrates that the waivers are necessary to achieve the density bonus. Staff has reviewed the request and determined that the proposed waivers are consistent with the provisions of the State Density Bonus Law and necessary to accommodate the project design and density.

Affordable Housing
Government Code § 65915 allows for additional density bonus units and also the listed waivers above, under affordable unit allowances. The project proposes to provide seven (7) dwelling units affordable to moderate-income households, representing 15 percent of the base unit count. Based on the site’s land use designation under Community Plan 2025, the 5.8-acre project site permits a maximum of 35 base residential units. With the provision of affordable units, the project qualifies for a 15 percent density bonus, resulting in a total of 41 residential units.

SB 330
Pursuant to State Bill 330 (SB 330), the applicant submitted a preliminary application for the subject housing development project, seeking limited vesting rights and a streamlined review of the submitted proposal. SB 330 applies to projects consisting of only residential units (two or Table C - Applicable Development Standards
Development
Feature E-3; E-4; R-1
Minimum
Provided
Maximum
Provided
Average
Provided
Waiver
1 st and 2nd
floors
Street Side
Setback (min.)
15, 15, 10 feet 6 feet 8 feet 7 feet Yes
Rear Setback
(minimum)
4/35; 4/35; 4/25 feet 6 feet 59 feet 11 feet Yes
Building
Height
(maximum)
2 stories;
not to exceed 25 feet
1 story;
14 feet

26.5 feet 23.9 feet Yes
Floor Area,
2 nd floor area
(max)
35; 75 % 37; 0 % 100; 141 % 74; 107 % Yes
Parking
Spaces
2 spaces within a
garage
79 spaces required per
State law
1 garage
space for 1-
story units; 2
garage spaces
for 2-story
units
75 spaces
provided in
garages; 75
spaces
provided in
driveways
Yes
PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 6 of 7
more); mixed use projects where at least two-thirds of the project square footage is designated for residential uses; or projects that are proposing transition or supportive housing.

As a solely residential project, proposing 41 units in total, the applicant benefits from early vesting on application fees, development standards and requirements, etc. and also benefits from overall streamlining of the project processing.

Circulation
A traffic study was prepared to address expressed traffic concerns associated with the proposed project, including the proposed extension of Woodland Lane to connect with South San Jose Drive.

The analysis included evaluation of nine intersections under the following scenarios: existing conditions; existing and proposed project; opening year (2027) without proposed project; opening year (2027) with proposed project.

Based on ITE (Institute of Transportation Engineers) generation rates, the proposed project is forecasted to generate approximately 387 daily vehicle trips, including 29 AM peak hour and 39 PM peak hour trips. All studied intersections are forecasted to operate at an acceptable Level of Service (LOS) D or better under all scenarios, with the exception of two unsignalized intersections.

Alley / East Foothill Boulevard (LOS F in AM peak) and South San Jose Drive / East Foothill Boulevard (LOS E/F in both peaks).

Pursuant to the City’s General Plan Circulation Element, and acceptable level of service is D. The study describes LOS D as wait times of 35-55 seconds at a signalized intersection and 25-35 seconds at an unsignalized intersection.

These intersections already operate at deficient LOS under existing conditions. However, the project does not meet Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants, and no mitigation is recommended.

The proposed extension of Woodland Lane is expected to slightly redistribute local trips but does not significantly affect traffic operations. Existing neighborhood traffic volumes are low and the extension helps enhance connectivity without triggering adverse impacts.

The traffic study incorporates regional growth and approved or pending cumulative projects. The study applies a conservative methodology by assuming all cumulative projects are built and operational by the project opening year. No intersection improvements are required or recommended and the project is consistent with City LOS standards.

Landscaping
GMC §21.03.020(D)(5) states that: All land not covered by structures, walkways, driveways and parking shall be landscaped and irrigated with an automatic irrigation system installed in accordance with the Uniform Plumbing Code. The plant material shall be of drought tolerant species and permanently maintained. Berms, walls and/or hedges shall be used in the required setbacks to separate parking facilities from abutting streets. The final landscaping plan must demonstrate compliance with the California State Model Water Efficiency Ordinance (MWELO).

In order to ensure compliance with these landscaping requirements, staff has included a condition PLN24-0045 - PROJECT ANALYSIS MEMORANDUM Page 7 of 7
of approval requiring that a landscape review application for the final landscape plan and MWELO compliance be submitted for review and approval by City staff prior to the issuance of building permits. A conceptual landscape plan is included with the project plans (Attachment D).

Tree Preservation
Based on a certified Arborist’s report, provided by the Applicant, there are currently 53 trees located throughout the project site, with varying health of these trees. Of these trees 44 are in below average or poor health, signifying a great degree of disease and/or pest infestation or structural instability and in a state of decline; or do not exhibit any signs of life. Many of the 53 trees will be removed, however 23 will be maintained on the site as these trees were specifically planned to remain as a part of the overall site plan, with these trees complementing the proposed residential units and open spaces areas.

As mentioned above, the proposed landscape plan included with the attached project plans will provide a total of 74 trees, including Coast Live oaks, Brisbane boxes, and Jacaranda trees.

Utilities
The project site has access and connections to existing public utilities, drainage, etc., including services regarding waste disposal, sanitation, water, public safety (police and fire), electricity, and flood control. An improved water line is proposed, in conjunction with the development will serve the proposed development, in addition to the surrounding residential area.

Environmental Review (CEQA – Class 32 Infill Exemption) Based on review of the proposed project’s eligibility for a Class 32 Categorical Exemption (Infill Development Projects) under CEQA Guidelines § 15332, the project satisfies exemption criteria, including consistency with the General Plan and GMC; location within City limits and surrounded by urban uses; no value as a habitat for endangered, rare, or threatened species; no significant effects on traffic, noise, air quality, or water quality; and adequate utilities and public services.

Additional details regarding this exemption can be found in the attached Notice of Exemption (NOE).

Recommendation:

Approval of the City Council for the requested Tentative Tract Map No. 84681 and Development Plan Review for the development of 41 single-family residential homes on certain vacant property located at the terminus of S. San Jose Drive and Woodland Lane (File# PLN24-0045). The project meets necessary requirements (City or State, where applicable) and will provide needed housing units to the City.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com Transportation Planning ￭ Traffic & VMT Studies ￭ Parking Studies ￭ Traffic Engineering ￭Traffic Signal Design/Modification ￭ Signing & Striping Plans ￭ Traffic Control Plans Noise, Air Quality & Greenhouse Gas Studies

WOODLAND RESIDENTIAL PROJECT

TRAFFIC STUDY
City of Glendora, CA
Prepared for

THE OLSON COMPANY
3010 OLD RANCH PARKWAY, SUITE 100
SEAL BEACH, CA 90740
Prepared by
MAT ENGINEERING INC.
17192 MURPHY AVENUE, IRVINE, CALIFORNIA 92623
CONTACT: ALEX TABRIZI, PE, TE ￭ 949.344.1828 ￭ [email protected] Alex Tabrizi, PE, TE
May 11, 2025
Project & Doc No. 0012-2024-07
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

TABLE OF CONTENTS
Section Page

1.0 INTRODUCTION & PROJECT DESCRIPTION......................................................................1

1.1 Purpose of Report & Study Objectives ...................................................................................1

1.2 Site Location & Project Description.........................................................................................1

1.3 Study Area & Analysis Scenarios ...........................................................................................1

2.0 ANALYSIS METHODOLOGIES, PERFORMANCE CRITERIA & THRESHOLDS.................3

2.1 Intersection Peak Hour Level of Service Analysis Methodology.............................................3

2.2 Study Intersection Methodology: HCM ...................................................................................4

3.0 EXISTING TRAFFIC VOLUMES & CIRCULATION SYSTEM................................................6

3.1 Existing Traffic Controls & Intersection Geometrics................................................................6

3.2 Existing Traffic Volumes .........................................................................................................6

3.3 Adjusted Existing Traffic Volumes to Account for East Woodland Lane Extension ................6

4.0 PROJECT TRIPS & STUDY AREA TRAFFIC VOLUMES......................................................9

4.1 Project Trip Generation...........................................................................................................9

4.2 Project Trip Distribution.........................................................................................................10

4.3 Project Traffic Volumes.........................................................................................................10

4.4 Background Traffic................................................................................................................10

4.4.1 Cumulative Projects ...........................................................................................................10

4.5 Forecast Existing With Project Conditions Traffic Volumes ..................................................13

4.6 Forecast Opening Year Without Project Conditions Traffic Volumes....................................13

4.7 Forecast Opening Year With Project Conditions Traffic Volumes ........................................13

5.0 MUTCD TRAFFIC SIGNAL WARRANT ANALYSIS.............................................................14

6.0 LEVEL OF SERVICE ANALYSIS .........................................................................................15

6.1 Existing Conditions Level of Service.....................................................................................15

6.2 Forecast Existing With Project Conditions Level of Service .................................................16

6.3 Forecast Opening Year Without Project Conditions Level of Service...................................18

6.4 Forecast Opening Year With Project Conditions Level of Service........................................20

7.0 QUALITATIVE ANALYSIS OF OTHER ELEMENTS ............................................................23

8.0 FINDINGS & CONCLUSIONS..............................................................................................29

8.1 Project Trip Generation Summary ........................................................................................29

8.2 MUTCD Traffic Signal Warrant Analysis Summary ..............................................................29

8.3 LOS Analysis Summary ........................................................................................................29

8.4 Qualitative Analysis Summary ..............................................................................................32 MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

APPENDICES
APPENDIX A: EXISTING TRAFFIC COUNT DATA
APPENDIX B: MUTCD TRAFFIC SIGNAL WARRANT ANALYSIS SHEETS APPENDIX C: LOS ANALYSIS SHEETS

EXISTING CONDITIONS

FORECAST EXISTING WITH PROJECT CONDITIONS

FORECAST OPENING YEAR WITHOUT PROJECT CONDITIONS

FORECAST OPENING YEAR WITH PROJECT CONDITIONS

LIST OF TABLES
Table Page
Table 1 HCM Level of Service ..................................................................................................4 Table 2 Existing Peak Hour Traffic Volumes Entering and Exiting the Neighborhood..............7 Table 3 Proposed Project ITE Trip Generation Rates ..............................................................9 Table 4 Proposed Project Trip Generation Summary ...............................................................9 Table 5 Cumulative Projects Trip Generation Summary.........................................................11 Table 6 MUTCD Peak Hour Traffic Signal Warrant Analysis Summary..................................14 Table 7 Existing Conditions - Study Intersection Peak Hour LOS Analysis Summary............15 Table 8 Forecast Existing With Project Conditions Study Intersection Peak Hour LOS Analysis Summary .....................................................................................................17 Table 9 Forecast Opening Year Without Project Conditions Study Intersection Peak Hour LOS Analysis Summary ....................................................................................19 Table 10 Forecast Opening Year With Project Conditions Study Intersection Peak Hour LOS Analysis Summary.............................................................................................21 MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

LIST OF EXHIBITS
Exhibit Follows Page
Exhibit A Proposed Project Site Location .............................................................................2 Exhibit B Proposed Site Plan................................................................................................2 Exhibit C Study Intersection Location ...................................................................................2 Exhibit D Study Intersection Geometry.................................................................................8 Exhibit E Existing Conditions Traffic Volumes......................................................................8 Exhibit F Adjusted Existing Conditions Traffic volumes........................................................8 Exhibit G-1 Project Forecast Trip Distribution (Outbound).....................................................13 Exhibit G-2 Project Forecast Trip Distribution (Inbound)........................................................13 Exhibit H Project Traffic Volumes .......................................................................................13 Exhibit I Cumulative Projects Location Map......................................................................13 Exhibit J Cumulative Projects Traffic Volumes...................................................................13 Exhibit K Forecast Existing With Project Conditions Traffic Volumes.................................13 Exhibit L Forecast Opening Year Without Project Conditions Traffic Volumes ..................13 Exhibit M Forecast Opening Year With Project Conditions Traffic Volumes .......................13 MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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1.0 INTRODUCTION & PROJECT DESCRIPTION

1.1 Purpose of Report & Study Objectives
This study analyzes forecast traffic conditions associated with the proposed Woodland Residential Project (Project) in the City of Glendora.

The study evaluates the traffic and level of service operations for the proposed project in accordance with the scope of work previously prepared by MAT Engineering, Inc., and reviewed and approved by City staff.

1.2 Site Location & Project Description
The project site is generally located south of East Woodland Lane and west of South San Jose Drive in the City of Glendora. The site is currently vacant.

The proposed project consists of construction and operation of 41 dwelling units of single family detached residential use. The proposed project also includes extension of Woodland Avenue at its easterly terminus to connect to San Jose Drive to the east of the project site.

The project is planned to open in 2027.

Exhibit A shows the project location. Exhibit B shows the proposed site plan.

1.3 Study Area & Analysis Scenarios
The study area has been identified based discussions with City during the scoping process and consists of the following study intersections:

1. South Loraine Avenue / East Foothill Boulevard (Signalized);

2. South Loraine Road / East Carroll Avenue (Unsignalized);

3. South Loraine Road / Steffen Street (Signalized);

4. South Loraine Road / State Route 66 (Signalized);
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5. Alley / East Foothill Boulevard (Unsignalized);

6. South Treanor Avenue / East Foothill Boulevard (Unsignalized);

7. South San Jose Drive / East Foothill Boulevard (Unsignalized);

8. South Valley Center Avenue / East Foothill Boulevard (Signalized); and

9. South San Jose Drive / Woodland Lane (Future Unsignalized).

Exhibit C shows the study intersection locations.

Consistent with the approved scope of work, the level of service analysis evaluates the following scenarios for weekday peak hour (7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM) conditions:
• Existing Conditions;
• Forecast Existing With Project Conditions;
• Forecast Opening Year Without Project Conditions (Existing + Ambient Growth + Cumulative Projects); and
• Forecast Opening Year With Project Conditions (Existing + Ambient Growth + Cumulative Projects + Project).

Existing Conditions and Forecast Opening Year Without Project Conditions analysis scenarios assume existing roadway conditions (no extension of Woodland Lane).

Forecast Existing With Project Conditions and Forecast Opening Year With Project Conditions analysis scenarios assume the extension of Woodland Lane.

Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025

E CARROLL AVE

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY
Exhibit A
Project Location
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac
Exhibit B
Site Plan
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025

E CARROLL AVE

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY
2 143
Exhibit C
Study Intersections
XX Study IntersectionXX Future Study Intersection
5 8
9 6 7
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac
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2.0 ANALYSIS METHODOLOGIES, PERFORMANCE CRITERIA &

THRESHOLDS

This section of the report presents the methodologies used to perform the traffic analyses summarized in this report in accordance with the City of Glendora requirements.

This section also discusses the agency-established applicable performance criteria and thresholds of level of service operation for the study facilities.

2.1 Intersection Peak Hour Level of Service Analysis Methodology Level of Service (LOS) is commonly used as a qualitative description of intersection operation and is based on the capacity of the intersection and the volume of traffic using the intersection.

The definitions of level of service for uninterrupted flow (flow unrestrained by the existence of traffic control devices) are:
• LOS A represents free flow. Individual users are virtually unaffected by the presence of others in the traffic stream.
• LOS B is in the range of stable flow, but the presence of other users in the traffic stream begins to be noticeable. Freedom to select desired speeds is relatively unaffected, but there is a slight decline in the freedom to maneuver.
• LOS C is in the range of stable flow, but marks the beginning of the range of flow in which the operation of individual users becomes significantly affected by interactions with others in the traffic stream.
• LOS D represents high-density but stable flow. Speed and freedom to maneuver are severely restricted, and the driver experiences a generally poor level of comfort and convenience.
• LOS E represents operating conditions at or near the capacity level. All speeds are reduced to a low, but relatively uniform value. Small increases in flow will cause breakdowns in traffic movement.
• LOS F is used to define forced or breakdown flow. This condition exists wherever the amount of traffic approaching a point exceeds the amount which can traverse the point.

Queues form behind such locations.

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2.2 Study Intersection Methodology: HCM
The methodology used to assess the operation of the study area intersections in the City of Glendora is the Highway Capacity Manual (HCM) methodology.

The Highway Capacity Manual (HCM) defines level of service (LOS) as a qualitative measure which describes operational conditions within a traffic stream, generally in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety. The criteria used to evaluate LOS conditions vary based on the type of roadway and whether the traffic flow is considered interrupted or uninterrupted.

For intersections with stop control on the minor street only, the calculation of LOS is dependent on the occurrence of gaps in the traffic flow of the main street, and the LOS is determined based on the worst individual movement or movements sharing a single lane of the stop-controlled movement.

The Highway Capacity Manual 6th Edition (HCM 6) methodology describes the operation of an intersection using a range of LOS from LOS A (free-flow conditions) to LOS F (severely congested conditions), based on the corresponding ranges of stopped delay experienced per vehicle for intersections.

Table 1 shows the LOS criteria for intersections based on the HCM methodology.

Table 1
HCM Level of Service
Level of
Service
Signalized
(delay in seconds)
Unsignalized
(delay in seconds)
A 0.00 - 10.00 0.00 - 10.00
B 10.10 - 20.00 10.01 - 15.00
C 20.10 - 35.00 15.01 - 25.00
D 35.10 - 55.00 25.01 - 35.00
E 55.10 - 80.00 35.01 - 50.00
F >80.00 >50.00
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2.3 Level of Service Performance Criteria
The acceptable LOS for the City of Glendora is LOS D or better.

2.4 Level of Service Thresholds for Requiring Improvements For signalized study intersections, improvements will be recommended if the project causes the peak hour level of service operation of a study intersection to deteriorate to LOS E or F, improvements will be identified to achieve acceptable LOS (LOS D or better).

For unsignalized study intersections, improvements will be recommended if traffic signal warrants are satisfied and the project causes the peak hour level of service operation of a study intersection to deteriorate to LOS E or F, improvements will be identified to achieve acceptable LOS (LOS D or better).

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3.0 EXISTING TRAFFIC VOLUMES & CIRCULATION SYSTEM

This section provides a discussion of existing study area conditions and traffic volumes.

3.1 Existing Traffic Controls & Intersection Geometrics Exhibit D identifies the existing roadway conditions for the study area. The number of through traffic lanes for existing roadways and the existing intersection controls are identified.

3.2 Existing Traffic Volumes
Existing Conditions intersection level of service calculations are based upon manual AM and PM peak hour turning movement counts taken in April 2025 during typical conditions when schools were in session. The AM peak hour traffic volumes were determined by counting the two-hour period between 7:00 AM and 9:00 AM. Similarly, the PM peak hour traffic volumes were identified by counting the two-hour period between 4:00 PM and 6:00 PM.

Exhibit E shows the existing traffic volumes at the study intersections. Detailed traffic count worksheets are included in Appendix A.

3.3 Adjusted Existing Traffic Volumes to Account for East Woodland Lane Extension
This section discusses the adjustments to existing traffic volumes to account for implementation of the East Woodland Lane roadway extension.

Currently, since South San Jose Drive does not connect to East Woodland Lane, the residents located in the southern portion of San Jose Drive can only take access from the intersection of South San Jose Drive / East Foothill Boulevard.

Under existing conditions, the larger residential neighborhood in the area takes access via the following roadways:
• East Carroll Avenue;
• Steffen Street;
• Alley;
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• South Treanor Avenue; and
• South San Jose Drive.

With Implementation of the proposed project and the extension of East Woodland Lane, vehicles will be able to access South San Jose Drive via South Loraine Avenue and also other intersections along East Foothill Boulevard. Hence, some shift of the existing traffic volumes can be expected with implementation of the proposed roadway extension.

The magnitude of the trips that will be shifted to other study intersections has been determined through study of the existing AM peak hour and PM peak hour turning movement volumes collected at the study intersections. Through review of the current traffic patterns from the study intersection peak hour traffic counts, engineering judgement and manual redistribution have been utilized to determine the number of trips shifted and the intersection peak hour traffic volumes after implementation of the East Woodland Lane roadway extension.

Utilizing the collected existing traffic counts shown in Exhibit E, Table 2 shows a summary of the existing traffic volumes entering and exiting the larger residential neighborhood via these roadways during the AM and PM peak hours. As shown in Table 2 and also Exhibit E, based on the collected traffic counts, the magnitude of traffic entering and exiting the residential neighborhood via East Carroll Avenue, Steffen Street, Alley, South Treanor Avenue and South San Jose Drive can be considered insignificant.

Table 2
Existing Peak Hour Traffic Volumes Entering and Exiting the Neighborhood Neighborhood Access
Location (Roadway)
AM Peak Hour PM Peak Hour
Inbound
(Entering the
Neighborhood )
Outbound
(Exiting the
Neighborhood )
Total
Inbound
(Entering the
Neighborhood )
Outbound
(Exiting the
Neighborhood )
Total
East Carroll Avenue 31 37 68 39 14 53
Steffen Street 9 16 25 14 17 31
Alley 3 1 4 0 0 0
South Treanor Avenue 15 18 33 7 14 21
South San Jose Drive 7 14 21 17 8 25
Total 65 86 151 77 53 130
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 8 ends

Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 STOP
STOP
Existing LaneStop-Controlled Approach
Signalized IntersectionUnsignalized (Stop-Controlled) Intersection XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac

E CARROLL AVE

STEFFEN ST

E FOOTHILL BLVD

WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit D
Study Intersection Geometry

STOPSTOP

STOPSTOP
STOP
STOP
STOP
STOP
STOP
STOP
STOP
STOP
STOP
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit E
Existing Conditions Traffic Volumes
6/12
649/534
3/8
19/43662/4884/7
25/37
0/2
20/11
8/5
2/1
4/2
19/14
396/418
242/119
279/215425/36037/20
283/218
186/62
33/15
212/175
94/74
112/28
0/0
632/552
1/0
0/0684/4822/0
1/0
0/0
0/0
1/0
0/0
0/0
0/1
634/540
4/6
1/16658/47811/1
1/0
0/0
0/0
0/2
0/0
18/12
29/40
378/405
62/87
145/97469/32063/43
381/224
169/115
56/21
53/39
256/162
88/44
27/710/7
13/15
481/336
370/237
18/24
0/00/00/0
7/50/09/12
3/5
481/330
11/4
8/3
371/262
6/9
149/138648/915
210/172801/594
153/106
340/262

FUTURE INTERSECTION
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Adjusted Existing Conditions Traffic Volumes (With Woodland Lane Extension) 6/12
644/531
7/14
19/43659/4887/7
25/37
0/2
20/11
6/4
2/1
9/5
19/14
396/418
242/119
279/215425/36037/20
283/218
186/62
33/15
212/175
94/74
112/28
5/30/00/0
0/00/00/0
7/6
0/0
0/0
0/0
0/0
0/0
149/138648/915
210/172801/594
153/106
340/262
0/0
635/556
1/0
0/0682/4812/0
1/0
0/0
0/0
1/0
0/0
0/0
0/1
638/546
3/4
1/16656/4778/1
1/0
0/0
0/0
0/2
0/0
13/9
29/40
378/405
62/87
145/97469/32061/42
378/220
172/119
56/21
53/39
256/162
88/44
0/00/00/0
7/50/09/12
3/5
481/330
11/4
8/3
371/262
6/9
27/712/8
8/10
481/336
370/237
18/24
Exhibit F
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 9 ends

4.0 PROJECT TRIPS & STUDY AREA TRAFFIC VOLUMES

This section provides a discussion on methodologies utilized to derive future traffic volumes for the study area.

4.1 Project Trip Generation
Trip generation represents the amount of trips attracted and produced by a land use.

The trip generation for the project is based upon the specific land uses that have been planned for this project and has been determined utilizing the Institute of Transportation Engineers (ITE) trip generation rates which is an industry standard for calculating trips associated with land uses.

Table 3 shows the trip ITE trip generation rates for the proposed project.

Table 3
Proposed Project ITE Trip Generation Rates
Land Use ITE
Code Units
Peak Hour
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total
Single Family Detached Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Notes:

Source: 2021 ITE 11th Edition Trip Generation Manual; DU = Dwelling Units.

Utilizing the ITE trip generation rates from Table 3, Table 4 shows a summary of the trip generation for the proposed project.

Table 4
Proposed Project Trip Generation Summary
Land Use Quantity Units ITE
Code
Peak Hour
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total
Single Family Detached
Residential 41 DU 210 7 22 29 24 15 39 387
Notes: Trip Generation Source: 2021 ITE 11th Edition Trip Generation Manual; DU = Dwelling Units.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 10 ends

As shown in Table 4, utilizing the ITE trips rates, the proposed project is forecast to generate approximately 387 daily trips which include approximately 29 AM peak hour trips and approximately 39 PM peak hour trips.

4.2 Project Trip Distribution
Trip distribution represents the directional orientation of traffic to and from the project site. The project trip distribution assumes implementation of the Woodland Lane extension.

Trip distribution is heavily influenced by the geographical location of the site, the location of residential, employment and recreational opportunities, and the proximity to the regional freeway system. The directional orientation of traffic was determined by evaluating existing and proposed land uses, and highways within the community and existing traffic volumes.

Exhibit G-1 shows the project forecast trip distribution for outbound trips. Exhibit G-2 shows the project forecast trip distribution for inbound trips.

4.3 Project Traffic Volumes
The assignment of traffic from the project site to the adjoining roadway system has been based upon the project's trip generation, trip distribution, and proposed arterial highway and local street systems that this traffic study assumes would be in place by the time of initial occupancy of the site. Exhibit H shows the project traffic volumes.

4.4 Background Traffic
Project opening year (2027) background traffic volumes are derived by applying an annual growth rate of 1.0 percent per year to the existing (2025) traffic volumes.

4.4.1 Cumulative Projects
Information on cumulative projects in the vicinity of the study area has been provided by City of Glendora staff for inclusion in this analysis.

Exhibit I shows the location of the approved and pending projects. Table 5 shows the trip generation of the approved and pending projects based on corresponding ITE trip generation rates.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 11 ends

Table 5
Cumulative Projects Trip Generation Summary
Approved/Pending Project
& Land Use Quantity Units ITE Code
Peak Hour
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total

1. 1728 Bonnie Cove
Multi-Family Residential (Low-Rise) 5 DU 220 1 1 2 2 1 3 34

2. 1237 Bonnie Cove Avenue
Single Family Residential 30 DU 210 5 16 21 18 10 28 283

3. 501 West Route 66
Single Family Residential 8 DU 210 1 5 6 5 3 8 75
Office 1.004 TSF 710 1 1 2 0 1 1 11
Total 2 6 8 5 4 9 86

4. 723 East Route 66
Multi-Family Residential (Low-Rise) 39 DU 220 4 12 16 12 8 20 263

5. 334 East Lemon Avenue
Multi-Family Residential (Low-Rise) 4 DU 220 0 2 2 1 1 2 27

6. La Colina (West of Barranca & North of Foothill Boulevard) Single Family Residential 121 DU 210 22 63 85 71 43 114 1,141

7. 1861 Route 66
Medical Office 6.232 TSF 720 15 4 19 7 17 24 224

8. 531 Arrow Highway
Multi-Family Residential (Low-Rise) 33 DU 220 3 10 13 11 6 17 222

9. 950 Silent Ranch Road
Single Family Residential 12 DU 210 2 6 8 7 4 11 113

10. 210 South Grand Avenue
Medical Office 20.292 TSF 720 50 13 63 24 56 80 731

11. 1201-1215 East Arrow Highway
Multi-Family Residential (Low-Rise) 46 DU 220 5 13 18 15 8 23 310

12. 630 West Foothill Boulevard
Medical Office Building 9.745 TSF 720 24 6 30 11 27 38 351

13. 400 North Glendora / 101 E Whitcomb Avenue
Church 9.287 TSF 560 2 1 3 2 3 5 71

14. 1717 South Grand Avenue
Car Wash 5.000 TSF 948 36 35 71 36 35 71 710
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 12 ends

Approved/Pending Project
& Land Use Quantity Units ITE Code
Peak Hour
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total

15. 1121 East Arrow Highway
Multi-Family Residential (Low-Rise) 19 DU 220 2 6 8 6 4 10 128

16. 1749 Valley Center
Multi-Family Residential (Low-Rise) 8 DU 220 1 2 3 3 1 4 54

17. 131 East Foothill Boulevard
Multi-Family Residential (Low-Rise) 3 DU 220 0 1 1 1 1 2 20

18. 220 East Bennett
Multi-Family Residential (Low-Rise) 5 DU 220 1 1 2 2 1 3 34

19. 1134 Barranca Avenue
Multi-Family Residential (Low-Rise) 163 DU 220 16 49 65 52 31 83 1,099

20. 631-657 East Arrow Highway
Multi-Family Residential (Low-Rise) 46 DU 220 5 13 18 15 8 23 310

21. SW Corner of Sunflower & Gladstone
Multi-Family Residential (Low-Rise) 81 DU 220 8 24 32 26 15 41 546

22. 1706 East Route 66
Multi-Family Residential (Low-Rise) 45 DU 220 5 13 18 14 9 23 303

23. 363 West Route 66
Multi-Family Residential (Low-Rise) 24 DU 220 2 8 10 8 4 12 162

24. Leodora - Just West of Grand
Multi-Family Residential (Low-Rise) 29 DU 220 3 9 12 9 6 15 195 Total Approved/Pending Projects 214 314 528 358 303 661 7,417 Notes: Trip Generation Source: 2021 ITE 11th Edition Trip Generation Manual; DU = Dwelling Units; TSF = Thousand Square Feet Cumulative projects traffic volumes at the study intersections are shown in Exhibit J.

In reality, some of the approved and pending projects may change in scope and/or may not be open and generating trips by the opening year (2027) of the proposed project. In addition, many of the pending and approved projects will be subject to a variety of mitigation measures associated with those projects. However, those mitigation measures have not been taken into account in this analysis, resulting in a conservative analysis.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 13 ends

4.5 Forecast Existing With Project Conditions Traffic Volumes Forecast Existing With Project Conditions assumes the extension of Woodland Lane and the resulting shift in traffic patterns.

Forecast Existing With Project Conditions traffic volumes consist of the summation of the Adjusted Existing traffic volumes shown in Exhibit F and the project traffic volumes shown in Exhibit H.

Forecast Existing With Project Conditions traffic volumes are shown in Exhibit K.

4.6 Forecast Opening Year Without Project Conditions Traffic Volumes Forecast Opening Year Without Project Conditions does not assume the extension of Woodland Lane.

Forecast Opening Year Without Project Conditions traffic volumes consist of existing traffic volumes shown in Exhibit E after application of an annual growth rate of 1.0 percent per year over a two-year period plus the traffic generated by the cumulative projects as shown in Exhibit J.

Forecast Opening Year Without Project Conditions traffic volumes are shown in Exhibit L.

4.7 Forecast Opening Year With Project Conditions Traffic Volumes Forecast Opening Year With Project Conditions assumes the extension of Woodland Lane and the resulting shift in traffic patterns.

Forecast Opening Year With Project Conditions traffic volumes consist of Adjusted Existing traffic volumes shown in Exhibit F after application of an annual growth rate of 1.0 percent per year over a two-year period plus the traffic generated by the cumulative projects as shown in Exhibit J plus the project traffic volumes shown in Exhibit H.

Forecast Opening Year With Project Conditions traffic volumes are shown in Exhibit M.

Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025

E CARROLL AVE

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY
Exhibit G-1
Project Forecast Percent Trip Distribution (Outbound)
XX% Percent Trip Distribution
15%
20%
10%
5%
15%
20%
15%
30%
35%
5%
30%
25%
15%
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac
15%
10%
10%
45%
55%
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025

E CARROLL AVE

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY
Exhibit G-2
Project Forecast Percent Trip Distribution (Inbound)
15%
XX% Percent Trip Distribution
Legend:

Site Location Site Boundary
Future Roadway Extension Cul-de-Sac
20%
5%
10%
15%
30% 25%
55%
10%
10%
15%
15%
5%
30%
15%
20%
45%
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit H
Project Traffic Volumes
0/00/02/6
0/00/02/7
0/0
0/0
0/0
6/4
0/0
7/5
1/12/23/2
0/01/20/0
0/0
0/0
0/1
1/4
0/0
0/0
7/50/01/4
0/00/00/0
2/8
2/5
0/0
4/3
5/3
0/0
1/50/0
1/40/0
4/3
3/2
0/02/60/0
0/06/40/0
0/0
0/0
0/0
0/0
0/0
0/0
0/02/60/0
0/06/40/0
0/0
0/0
0/0
0/0
0/0
0/0
0/01/21/2
2/22/21/1
0/0
0/1
1/2
2/2
1/1
0/1
0/00/00/0
0/00/07/5
0/0
1/1
0/0
0/0
0/1
2/7
3/20/0
1/1
1/4
0/1
0/0
(174)
(214)
(58)
(116)
(XX)
Exhibit I
Cumulative Projects Location Map
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 Legend:

Site Location
Cumulative Project Location
6 1
9 13
18 12 17
10 23 3
5 4 22 7
19 24
14 2
21 1
20 8 15 11
16 Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit J
Cumulative Projects Traffic Volumes
0/0
38/37
0/0
0/027/440/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
24/2014/17
0/014/270/0
0/0
0/0
0/0
13/17
0/0
0/0
0/00/00/0
0/00/00/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
38/37
0/0
0/027/440/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
38/37
0/0
0/027/440/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
38/37
6/8
0/027/440/0
0/0
0/0
0/0
5/7
0/0
0/0
0/00/0
6/8
0/0
5/7
0/0
0/00/00/0
0/00/00/0
0/0
6/8
0/0
0/0
5/7
0/0
0/0
23/24
5/717/27
0/0
6/8
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit K
Forecast Existing With Project Conditions Traffic Volumes 6/12
644/531
9/20
19/43659/4889/14
25/37
0/2
20/11
12/8
2/1
16/10
20/15
398/420245/121
279/215426/36237/20
283/218
186/62
33/16
213/179
94/74
112/28
12/8
0/01/4
0/00/00/0
2/5
0/0
9/14
4/3
5/3
0/0
150/143648/915
211/176801/594
157/109
343/264
0/0
637/562
1/0
0/0688/4852/0
1/0
0/0
0/0
1/0
0/0
0/0
0/1
640/552
3/4
1/16662/4818/1
1/0
0/0
0/0
0/2
0/0
13/9
29/40
379/407
63/89
147/99471/32262/43
378/221
173/121
56/21
55/41
257/163
88/45
0/00/00/0
7/50/016/17
3/5
482/331
11/4
8/3
371/263
8/16
30/912/8
9/14
482/337
370/238
18/24
Not to Scale
Woodland Residential Project, City of Glendora, California / 0012-2024-07 MAY/2025 XX/XX AM/PM Peak Hour Intersection Volume
XX Study IntersectionXX Future Study Intersection
Legend:

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit L
Forecast Opening Year Without Project Conditions Traffic Volumes 6/12
700/582
3/8
19/44702/5424/7
26/38
0/2
20/11
8/5
2/1
4/2
19/14
428/446261/138
285/219448/39438/20
289/222
190/63
34/15
229/196
96/75
114/29
0/0
683/600
1/0
0/0725/5362/0
1/0
0/0
0/0
1/0
0/0
0/0
0/1
685/588
4/6
1/16698/53211/1
1/0
0/0
0/0
0/2
0/0
18/12
30/41
424/450
69/97
148/99505/37064/44
389/228
172/117
57/21
59/47
261/165
90/45
28/710/7
13/15
497/3551
382/249
18/24
0/00/00/0
7/50/09/12
3/5
497/345
11/4
8/3
383/274
6/9
152/141684/957
219/182834/633
156/108
353/275

Site Location Site Boundary
Cul-de-SacProject Daily Trips on Roadway Segment (Inbound & Outbound Combined) Future Roadway Extension

STEFFEN ST

E FOOTHILL BLVD

E WOODLAND LANE
ROUTE 66

S LORAINE AVE

S TREANOR AVE

S WORTHY DR

S AKELEY DR

S BURNABY DR

S SAN JOSE DR

S VALLEY CENTER AVE
ALLEY

E CARROLL AVE
2 143
5 8
9 6 7

S LORAINE AVE/

E FOOTHILL BLVD

S LORAINE AVE/

E CARROLL AVE

S LORAINE AVE/

STEFFEN ST

S LORAINE AVE/
ROUTE 66

S LORAINE AVE

E FOOTHILL BLVD

S LORAINE AVE

E CARROLL AVE

S LORAINE AVE

STEFFEN ST

S LORAINE AVE
ROUTE 66
ALLEY/

E FOOTHILL BLVD
ALLEY

E FOOTHILL BLVD

S TREANOR AVE/

E FOOTHILL BLVD

S TREANOR AVE

E FOOTHILL BLVD

S SAN JOSE DR/

E FOOTHILL BLVD

S SAN JOSE DR

E FOOTHILL BLVD

S VALLEY CENTER DR/

E FOOTHILL BLVD

S VALLEY CENTER DR

E FOOTHILL BLVD

S SAN JOSE DR/

E WOODLAND LANE

S SAN JOSE DR

WOODLAND LANE
1234567 8 9
Exhibit M
Forecast Opening Year With Project Conditions Traffic Volumes 6/12
695/579
9/20
19/44699/5429/14
26/38
0/2
20/11
12/8
2/1
16/10
20/15
430/448264/140
285/219449/39638/20
289/222
190/63
34/16
230/200
96/75
114/29
12/8
0/01/4
0/00/00/0
2/5
0/0
9/14
4/3
5/3
0/0
153/146684/957
220/186834/633
160/111
356/277
0/0
688/610
1/0
0/0729/5392/0
1/0
0/0
0/0
1/0
0/0
0/0
0/1
691/600
3/4
1/16702/5358/1
1/0
0/0
0/0
0/2
0/0
13/9
30/41
425/452
70/99
150/101507/37263/44
386/225
176/123
57/21
61/49
262/166
90/46
0/00/00/0
7/50/016/17
3/5
498/346
11/4
8/3
383/275
8/16
31/912/8
9/14
498/352
382/250
18/24
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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5.0 MUTCD TRAFFIC SIGNAL WARRANT ANALYSIS

An evaluation of the peak hour traffic signal warrant in accordance with the Manual of Uniform Traffic Control Devices (MUTCD) guidelines and criteria has been performed for the unsignalized study intersections to determine if installation of a traffic signal is warranted at these intersections.

Table 6 shows a summary of the MUTCD peak hour traffic signal warrant analysis for the unsignalized study intersections. Detailed MUTCD worksheets are contained in Appendix B.

Table 6
MUTCD Peak Hour Traffic Signal Warrant Analysis Summary Study Intersection
Traffic Signal Warrant Satisfied for Analysis Scenario? Existing Conditions Existing With Project
Conditions
Opening Year Without
Project Conditions
Opening Year With Project
Conditions
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour

2. S. Loraine Ave / E. Carroll Ave No No No No No No No No

5. Alley / E. Foothill Blvd No No No No No No No No

6. S. Treanor Ave / E. Foothill Blvd No No No No No No No No

7. S. San Jose Dr / E. Foothill Blvd No No No No No No No No

9. S. San Jose Drive / Woodland Lane N/A N/A No No N/A N/A No No Notes:

N/A = Not Applicable (intersection will be constructed as part of project) As shown in Table 6, based on the conducted analysis, none of the unsignalized study intersections satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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6.0 LEVEL OF SERVICE ANALYSIS

This section provides a discussion on the study intersection peak hour level of service analysis and findings for the study intersections.

6.1 Existing Conditions Level of Service
The Existing Conditions level of service analysis assumes existing roadway conditions (no extension of Woodland Lane).

Existing Conditions Level of Service (LOS) calculations for the study intersections are shown in Table 7 and are based upon the Existing Conditions peak hour turning movement volumes shown in Exhibit E and the existing geometry shown in Exhibit D.

Table 7
Existing Conditions - Study Intersection Peak Hour LOS Analysis Summary #
Study Intersection
(North-South / East-West)
Traffic
Control
Type
Analysis
Methodology
LOS Standard
Existing Conditions
AM Peak Hour PM Peak Hour
Delay LOS Delay LOS
1 S. Loraine Ave / E. Foothill Blvd TS HCM D 20.1 C 15.3 B 2 S. Loraine Ave / E. Carroll Ave CSS HCM D 12.2 B 11.0 B 3 S. Loraine Ave / Steffen St TS HCM D 2.2 A 2.3 A
4 S. Loraine Ave / Route 66 TS HCM D 25.7 C 17.2 B
5 Alley / E. Foothill Blvd CSS HCM D 57.4 F 0.0 A
6 S. Treanor Ave / E. Foothill Blvd CSS HCM D 15.5 C 14.9 A 7 S. San Jose Dr / E. Foothill Blvd CSS HCM D 72.9 F 35.8 E 8 S. Valley Center Avenue / E. Foothill Blvd TS HCM D 25.9 C 21.7 C 9 S. San Jose Drive / Woodland Lane CSS HCM D N/A N/A N/A N/A Notes:

Intersection Methodology: HCM (Highway Capacity Manual) 6th Edition methodology based on delay (shown and reported in seconds) utilizing Synchro Version 11 analysis software.

TS = Traffic Signal; CSS = Cross-Street Stop; N/A = Not Applicable (intersection will be constructed as part of project); Deficient operation shown in bold.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 16 ends

As shown in Table 7, the study area intersections currently operate at an acceptable level of service (LOS D or better) during the peak hours for Existing Conditions, with the exception of the following study intersections which operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections is related to the very few number of vehicles that are entering or exiting these two minor roadways from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

To achieve an acceptable level of service at these study intersections, installation of a traffic signal would be required, which as shown in Chapter 5.0 of this report, is not warranted. Additionally, regardless of the traffic signal warrant results, generally, it is not recommended to install a traffic signal and stop the flow of traffic on East Foothill Boulevard just to serve the very few vehicles trying to enter or exit the neighborhood.

Detailed level of service analysis sheets are contained in Appendix C.

6.2 Forecast Existing With Project Conditions Level of Service Forecast Existing With Project Conditions assumes the extension of Woodland Lane and the resulting shift in traffic patterns.

Forecast Existing With Project Conditions Level of Service (LOS) calculations for the study intersections are shown in Table 8 and are based upon the Forecast Existing With Project Conditions peak hour turning movement volumes shown in Exhibit K and the study intersection geometry shown in Exhibit D.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 17 ends

Table 8
Forecast Existing With Project Conditions
Study Intersection Peak Hour LOS Analysis Summary
#
Study Intersection
(North-South / East-West)
Traffic Control Type
Analysis
Methodology
LOS Standard
Existing Conditions Forecast Existing With
Project Conditions Change Requires Improvement?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour AM PM AM PM ICU/
Delay LOS ICU/ Delay LOS ICU/ Delay LOS ICU/ Delay LOS
1 S. Loraine Ave / E. Foothill Blvd TS HCM D 20.1 C 15.3 B 20.2 C 15.3 B 0.1 0.0 NO NO 2 S. Loraine Ave / E. Carroll Ave CSS HCM D 12.2 B 11.0 B 12.3 B 10.9 B 0.1 -0.1 NO NO 3 S. Loraine Ave / Steffen St TS HCM D 2.2 A 2.3 A 2.4 A 2.5 A 0.2 0.2 NO NO 4 S. Loraine Ave / Route 66 TS HCM D 25.7 C 17.2 B 25.8 C 17.4 B 0.1 0.2 NO NO 5 Alley / E. Foothill Blvd CSS HCM D 57.4 F 0.0 A 59.0 F 0.0 A 1.6 0.0 NO NO 6 S. Treanor Ave / E. Foothill Blvd CSS HCM D 15.5 C 14.9 A 15.4 C 15.6 C -0.1 0.7 NO NO 7 S. San Jose Dr / E. Foothill Blvd CSS HCM D 72.9 F 35.8 E 80.6 F 39.0 E 7.7 3.2 NO NO 8 S. Valley Center Avenue / E.

Foothill Blvd TS HCM D 25.9 C 21.7 C 26.0 C 21.8 C 0.1 0.1 NO NO 9 S. San Jose Drive / Woodland
Lane CSS HCM D N/A N/A N/A N/A 8.6 A 8.6 A N/A N/A NO NO Notes:

Intersection Methodology: HCM (Highway Capacity Manual) 6th Edition methodology based on delay (shown and reported in seconds) utilizing Synchro Version 11 analysis software.

TS = Traffic Signal; CSS = Cross-Street Stop; N/A = Not Applicable (intersection will be constructed as part of project); Deficient operation shown in bold.

As shown in Table 8, the study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Existing With Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

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scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadways from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

As also shown in Table 8:
• The extension of Woodland Lane and the implementation of the residential project is expected to not result in any substantial changes to the level of service operations at the study intersections or any new level of service deficiencies for Forecast Existing With Project Conditions.
• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections for Forecast Existing With Project Conditions.

Detailed level of service analysis sheets are contained in Appendix C.

6.3 Forecast Opening Year Without Project Conditions Level of Service Forecast Opening Year Without Project Conditions level of service analysis assumes existing roadway conditions (no extension of Woodland Lane).

Forecast Opening Year Without Project Conditions Level of Service (LOS) calculations for the study intersections are shown in Table 9 and are based upon the Forecast Opening Year Without Project Conditions peak hour turning movement volumes shown in Exhibit L and the existing geometry shown in Exhibit D.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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Table 9
Forecast Opening Year Without Project Conditions
Study Intersection Peak Hour LOS Analysis Summary
#
Study Intersection
(North-South / East-West)
Traffic
Control
Type
Analysis
Methodology
LOS Standard
Forecast Opening Year Without
Project Conditions
AM Peak Hour PM Peak Hour
Delay LOS Delay LOS
1 S. Loraine Ave / E. Foothill Blvd TS HCM D 22.0 C 16.2 B 2 S. Loraine Ave / E. Carroll Ave CSS HCM D 12.4 B 11.1 B 3 S. Loraine Ave / Steffen St TS HCM D 2.2 A 2.2 A
4 S. Loraine Ave / Route 66 TS HCM D 28.2 C 18.2 B
5 Alley / E. Foothill Blvd CSS HCM D 69.6 F 0.0 A
6 S. Treanor Ave / E. Foothill Blvd CSS HCM D 16.6 C 16.1 C 7 S. San Jose Dr / E. Foothill Blvd CSS HCM D 103.9 F 46.6 E 8 S. Valley Center Avenue / E. Foothill Blvd TS HCM D 27.5 C 23.3 C 9 S. San Jose Drive / Woodland Lane CSS HCM D N/A N/A N/A N/A Notes:

Intersection Methodology: HCM (Highway Capacity Manual) 6th Edition methodology based on delay (shown and reported in seconds) utilizing Synchro Version 11 analysis software.

TS = Traffic Signal; CSS = Cross-Street Stop; N/A = Not Applicable (intersection will be constructed as part of project); Deficient operation shown in bold.

As shown in Table 9, the study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Opening Year Without Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

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To achieve acceptable level of service at these study intersections, installation of a traffic signal would be required, which as shown in Chapter 5.0 of this report, is not warranted. Additionally, regardless of the traffic signal warrant results, generally, it is not recommended to install a traffic signal and stop the flow of traffic on East Foothill Boulevard just to serve the very few vehicles trying to enter or exit the neighborhood.

Detailed level of service analysis sheets are contained in Appendix C.

6.4 Forecast Opening Year With Project Conditions Level of Service Forecast Opening Year With Project Conditions assumes the extension of Woodland Lane and the resulting shift in traffic patterns.

Forecast Opening Year With Project Conditions Level of Service (LOS) calculations for the study intersections are shown in Table 10 and are based upon the Forecast Opening Year With Project Conditions peak hour turning movement volumes shown in Exhibit M and the study intersection geometry shown in Exhibit D.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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Table 10
Forecast Opening Year With Project Conditions
Study Intersection Peak Hour LOS Analysis Summary
#
Study Intersection
(North-South / East-West)
Traffic Control Type
Analysis
Methodology
LOS Standard
Forecast Opening Year
Without Project Conditions
Forecast Opening Year With
Project Conditions Change Requires Improvement?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour AM PM AM PM ICU/
Delay LOS ICU/ Delay LOS ICU/ Delay LOS ICU/ Delay LOS
1 S. Loraine Ave / E. Foothill Blvd TS HCM D 22.0 C 16.2 B 22.0 C 16.3 B 0.0 0.1 NO NO 2 S. Loraine Ave / E. Carroll Ave CSS HCM D 12.4 B 11.1 B 12.5 B 11.0 B 0.1 -0.1 NO NO 3 S. Loraine Ave / Steffen St TS HCM D 2.2 A 2.2 A 2.4 A 2.5 A 0.2 0.3 NO NO 4 S. Loraine Ave / Route 66 TS HCM D 28.2 C 18.2 B 28.4 C 18.5 B 0.2 0.3 NO NO 5 Alley / E. Foothill Blvd CSS HCM D 69.6 F 0.0 A 70.8 F 0.0 A 1.2 0.0 NO NO 6 S. Treanor Ave / E. Foothill Blvd CSS HCM D 16.6 C 16.1 C 16.4 C 17.0 C -0.2 0.9 NO NO 7 S. San Jose Dr / E. Foothill Blvd CSS HCM D 103.9 F 46.6 E 118.9 F 51.3 F 15.0 4.7 NO NO 8 S. Valley Center Avenue / E.

Foothill Blvd TS HCM D 27.5 C 23.3 C 27.7 C 23.4 C 0.2 0.1 NO NO 9 S. San Jose Drive / Woodland
Lane CSS HCM D N/A N/A N/A N/A 8.6 A 8.6 A N/A N/A NO NO Notes:

Intersection Methodology: HCM (Highway Capacity Manual) 6th Edition methodology based on delay (shown and reported in seconds) utilizing Synchro Version 11 analysis software.

TS = Traffic Signal; CSS = Cross-Street Stop; N/A = Not Applicable (intersection will be constructed as part of project); Deficient operation shown in bold
As shown in Table 10, the study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Opening Year With Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadway from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

As also shown in Table 10:
• The extension of Woodland Lane and the implementation of the residential project is expected to not result in any substantial changes to the level of service operations at the study intersections or any new level of service deficiencies for Forecast Opening Year With Project Conditions.
• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections for Forecast Opening Year With Project Conditions.

Detailed level of service analysis sheets are contained in Appendix C.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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7.0 QUALITATIVE ANALYSIS OF OTHER ELEMENTS

As requested by the City, the traffic study also includes a qualitative discussion and analysis of the following elements:

1. How will the interconnection of South San Jose Drive and East Woodland Lane change traffic patterns?

2. How would the traffic impacts differ if Woodland Lane and South San Jose Drive were not interconnected?

3. What is trip generation impact to East Woodland Lane?

4. What is trip generation impact to South San Jose Drive?

5. Potential for cut through traffic from existing homes on East Woodland Lane and South San Jose Drive.

6. What are the implications of the proposed bulb-outs for traffic and pedestrian safety?

7. Under existing conditions, East Woodland Lane terminates without a cul-de-sac. Would the extension provide a better design with through connection? This section provides a qualitative analysis and discussion of these items.

1. How will the interconnection of South San Jose Drive and East Woodland Lane change traffic patterns
Currently, residents located in the southern portion of San Jose Drive can only take access from the intersection of South San Jose Drive / East Foothill Boulevard. Under current conditions, the residential neighborhood in the area takes access via the following roadways:
• East Carroll Avenue;
• Steffen Street;
• Alley;
• South Treanor Avenue; and
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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• South San Jose Drive.

With Implementation of the proposed project and the roadway extension of East Woodland Lane, vehicles will be able to access South San Jose Drive via South Loraine Avenue and also other intersections along East Foothill Boulevard. Hence, some shift of the existing traffic volumes can be expected with implementation of the proposed roadway extension.

The magnitude of the trips that will be shifted to other study intersections has been determined through study of the existing AM peak hour and PM peak hour turning movement volumes collected at the study intersections. Through review of the current traffic patterns from the study intersection peak hour traffic counts, engineering judgement and manual redistribution has been utilized to determine the number of trips shifted and the intersection peak hour traffic volumes after implementation of the East Woodland Lane roadway extension.

As shown in Exhibit E, based on the collected traffic counts, the magnitude of traffic entering and exiting the residential neighborhood via East Carroll Avenue, Steffen Street, Alley, South Treanor Avenue and South San Jose Drive can be considered insignificant. Hence, the new roadway extension for Woodland Lane is not expected to result in a substantial or very noticeable shift or change in traffic patterns and volumes, since the existing traffic volumes are low to begin with.

Exhibit F shows the adjusted existing traffic volumes for the study area, assuming implementation of the Woodland Lane extension. The traffic volumes shown in Exhibit F serve as the basis for all of the “with project” analysis scenarios evaluated as part of this traffic study Based on the level of service analysis conducted as part of this traffic study:
• The extension of Woodland Lane and the implementation of the residential project is expected to not result in any substantial changes to the level of service operations at the study intersections or any new level of service deficiencies when compared to the existing conditions (without the roadway extension).
• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections.

2. How would the traffic impacts differ if Woodland Lane and South San Jose Drive were not interconnected
With Implementation of the proposed project and the roadway extension of East Woodland Lane, vehicles will be able to access South San Jose Drive via South Loraine Avenue and also other MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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intersections along East Foothill Boulevard. Hence, some shift of the existing traffic volumes can be expected with implementation of the proposed roadway extension.

The magnitude of the trips that will be shifted to other study intersections has been determined through study of the existing AM peak hour and PM peak hour turning movement volumes collected at the study intersections. Through review of the current traffic patterns from the study intersection peak hour traffic counts, engineering judgement and manual redistribution has been utilized to determine the number of trips shifted and the intersection peak hour traffic volumes after implementation of the East Woodland Lane roadway extension.

With the extension and new connection, the project trips as well as existing trips are better disbursed through other minor roadways along East Foothill Boulevard and South Loraine Avenue.

3. What is trip generation impact to East Woodland Lane Exhibit F shows the Adjusted Existing Conditions traffic volumes at the intersection of South San Jose Drive / East Woodland Lane. This exhibit shows how the existing traffic would flow through this intersection and East Woodland Lane.

Exhibit H shows the project-added traffic volumes at the intersection of South San Jose Drive / East Woodland Lane. This exhibit shows how the project traffic would flow through this intersection and East Woodland Lane.

Exhibit M shows the Forecast Opening Year With Project Conditions traffic volumes at the intersection of South San Jose Drive / East Woodland Lane. This exhibit shows how all the combined existing and future traffic would flow through this intersection and East Woodland Lane.

As shown in these exhibits, the added traffic to East Woodland Lane is not substantial.

4. What is trip generation impact to South San Jose Drive Exhibit F shows the Adjusted Existing Conditions traffic volumes at the intersection of South San Jose Drive / East Woodland Lane. This exhibit shows how the existing traffic would flow through this intersection and South San Jose Drive.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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As shown in these exhibits, the added traffic to South San Jose Drive is not substantial.

5. Potential for cut through traffic from existing homes on East Woodland Lane and South San Jose Drive.

The potential for cut through traffic is not expected to be significant for the following reasons:
• As shown in Exhibit E, based on the collected traffic counts, the magnitude of traffic entering and exiting the residential neighborhood via East Carroll Avenue, Steffen Street, Alley, South Treanor Avenue and South San Jose Drive can be considered insignificant.

Hence, the new roadway extension for Woodland Lane is not expected to result in a substantial or very noticeable shift or change in traffic patterns and volumes, since the existing traffic volumes are low to begin with.
• Both East Foothill Boulevard and South Loraine Avenue are not expected to experience heavy delays for motorist based on the level of service analysis conducted as part of this traffic study. Hence, the need to cut through the neighborhood is minimized. Generally, cut through traffic is more likely when the major roadways are experiencing heavy delays. • The roadway extension is designed to not be a straight roadway. It is designed with curvature which combined with the alignment of East Carroll Avenue, Steffen Street, would not provide a direct route of access between East Foothill Boulevard and South Loraine Avenue.

6. What are the implications of the proposed bulb-outs for traffic and pedestrian safety Bulbouts, also known as curb extensions, offer several benefits but need to be designed appropriately to minimize some of its potential disadvantages.

Bulbouts can generally result in improved pedestrian safety, increased visibility, and reduced vehicle speeds. However, they can also present some challenges, such as potential for increased MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

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driver conflict, reduced space for cyclists and large vehicles, and concerns about cost and maintenance.

The following are general advantages and benefits of having bulbouts:
• Increased Pedestrian Safety: Bulbouts shorten pedestrian crossing distances, improve visibility between pedestrians and drivers, and encourage slower turning speeds, all of which contribute to reduced pedestrian accidents.
• Improved Visibility: By extending the sidewalk into the street, bulbouts enhance the visibility of pedestrians to drivers, making it easier for drivers to see pedestrians. • Reduced Vehicle Speeds: Bulbouts visually narrow roadways and reduce turning radii, encouraging drivers to slow down.
• Enhanced Public Space: Bulbouts can create additional space for street furniture, plantings, and other amenities, improving the overall streetscape.

Bulbouts can also result in a few disadvantages that can be minimized when designed appropriately:
• Increased Driver Conflict: Some drivers may feel that bulbouts force them to take wider turns, potentially leading to more accidents, especially with large vehicles. • Reduced Space for Cyclists: Bulbouts can reduce the available space for cyclists, potentially forcing them into the path of vehicles.
• Potential for Collisions: If bulbouts are not properly designed or installed, they can create blind spots for drivers or pose a hazard to vehicles. • Impact on Drainage: Bulbouts can affect drainage patterns, potentially leading to flooding or other problems.

7. Under existing conditions, East Woodland Lane terminates without a cul-de-sac. Would the extension provide a better design with through connection Based on the level of service analysis conducted as part of this traffic study:
• The extension of Woodland Lane and the implementation of the residential project is expected to not result in any substantial changes to the level of service operations at the MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 28 ends

study intersections or any new level of service deficiencies when compared to the existing conditions (without the roadway extension).
• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections.

However, without the Woodland Lane extension, all of the project traffic would enter and exit via South San Jose Drive. With the extension and new connection, the project trips as well as existing trips are better disbursed through other minor roadways along East Foothill Boulevard and South Loraine Avenue.

Also, based on the Los Angels County Fire:
• LA County Fire Code 503.2.5 Dead Ends Dead-end fire apparatus access roads in excess of 150 feet (45 720 mm) in length shall be provided with an approved area for turning around fire apparatus.

Under current conditions, an approved turn-around is not provided at South San Jose Drive. Adding a through connection would bring South San Jose Drive into compliance with Los Angeles County Fire code. South San Jose Drive also does not have a 96’ diameter turn-around at its southern terminus, as required by code. • LA County Fire Code 503.1.2 Additional Access The fire code official is authorized to require more than one fire apparatus access road based on the potential for impairment of a single road by vehicle congestion, condition of terrain, climatic conditions or other factors that could limit access.

The new connection would improve access for the residents in the neighborhood as well as the project.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 29 ends

8.0 FINDINGS & CONCLUSIONS

8.1 Project Trip Generation Summary
Utilizing the ITE trips rates, the proposed project is forecast to generate approximately 387 daily trips which include approximately 29 AM peak hour trips and approximately 39 PM peak hour trips.

8.2 MUTCD Traffic Signal Warrant Analysis Summary
An evaluation of the peak hour traffic signal warrant in accordance with the Manual of Uniform Traffic Control Devices (MUTCD) guidelines and criteria has been performed for the unsignalized study intersections to determine if installation of a traffic signal is warranted at these intersections.

Based on the conducted analysis, none of the unsignalized study intersections satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study.

8.3 LOS Analysis Summary
Existing Conditions
the study area intersections currently operate at an acceptable level of service (LOS D or better) during the peak hours for Existing Conditions, with the exception of the following study intersections which operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadway from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 30 ends

Forecast Existing With Project Conditions
The study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Existing With Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadway from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 31 ends

• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections for Forecast Existing With Project Conditions.

Forecast Opening Year Without Project Conditions
The study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Opening Year Without Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and • Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadway from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

Forecast Opening Year With Project Conditions
The study area intersections are forecast to continue to operate at an acceptable level of service (LOS D or better) during the peak hours for Forecast Opening Year With Project Conditions, with the exception of the following study intersections which are forecast to continue to operate at a deficient LOS (LOS E or F) during one or more of the peak hours:
• Int 5 – Alley / East Foothill Boulevard (AM Peak hour only); and MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 32 ends

• Int 7 – South San Jose Drive / East Foothill Boulevard (both AM peak hour and PM peak hour).

It should be noted, as previously shown in Chapter 5.0 of this report, these two unsignalized study intersections do not satisfy the MUTCD peak hour traffic signal warrants for any of the analysis scenarios evaluated as part of this study. The deficient operation at these intersections, is related to the very few number of vehicles that are entering or exiting these two minor roadway from the main roadway of East Foothill Boulevard which need to wait for gaps in the traffic flow to be able to enter and exit the neighborhood. Otherwise, the traffic on East Foothill Boulevard has no impedance and is free flow with minimum delay and acceptable operations.

8.4 Qualitative Analysis Summary

1. How will the interconnection of South San Jose Drive and East Woodland Lane change traffic patterns
Currently, residents located in the southern portion of San Jose Drive can only take access from the intersection of South San Jose Drive / East Foothill Boulevard. Under current conditions, the residential neighborhood in the area takes access via the following roadways:
• East Carroll Avenue;
• Steffen Street;
MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 33 ends

• Alley;
• South Treanor Avenue; and
• South San Jose Drive.

The magnitude of the trips that will be shifted to other study intersections has been determined through study of the existing AM peak hour and PM peak hour turning movement volumes collected at the study intersections. Through review of the current traffic patterns from the study intersection peak hour traffic counts, engineering judgement and manual redistribution has been utilized to determine the number of trips shifted and the intersection peak hour traffic volumes after implementation of the East Woodland Lane roadway extension.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 34 ends

2. How would the traffic impacts differ if Woodland Lane and South San Jose Drive were not interconnected
With Implementation of the proposed project and the roadway extension of East Woodland Lane, vehicles will be able to access South San Jose Drive via South Loraine Avenue and also other intersections along East Foothill Boulevard. Hence, some shift of the existing traffic volumes can be expected with implementation of the proposed roadway extension.

The magnitude of the trips that will be shifted to other study intersections has been determined through study of the existing AM peak hour and PM peak hour turning movement volumes collected at the study intersections. Through review of the current traffic patterns from the study intersection peak hour traffic counts, engineering judgement and manual redistribution has been utilized to determine the number of trips shifted and the intersection peak hour traffic volumes after implementation of the East Woodland Lane roadway extension.

With the extension and new connection, the project trips as well as existing trips are better disbursed through other minor roadways along East Foothill Boulevard and South Loraine Avenue.

As shown in these exhibits, the added traffic to East Woodland Lane is not substantial.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 35 ends

As shown in these exhibits, the added traffic to South San Jose Drive is not substantial.

5. Potential for cut through traffic from existing homes on East Woodland Lane and South San Jose Drive.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 36 ends

Bulbouts can generally result in improved pedestrian safety, increased visibility, and reduced vehicle speeds. However, they can also present some challenges, such as potential for increased driver conflict, reduced space for cyclists and large vehicles, and concerns about cost and maintenance.

MAT Engineering, Inc. ￭17192 Murphy Avenue #14902, Irvine, CA 92623 ￭ 949.344.1828 ￭ www.matengineeing.com

Page 37 ends

7. Under existing conditions, East Woodland Lane terminates without a cul-de-sac. Would the extension provide a better design with through connection Based on the level of service analysis conducted as part of this traffic study:
• The extension of Woodland Lane and the implementation of the residential project is expected to not result in any substantial changes to the level of service operations at the study intersections or any new level of service deficiencies when compared to the existing conditions (without the roadway extension).
• Based on the City of Glendora adopted and established thresholds, the proposed project is not required to contribute to any level of service improvements at the study intersections.

The new connection would improve access for the residents in the neighborhood as well as the project.

APPENDIX A:

Existing Traffic Count Data
File Name : 01_GDE_Lor_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N Loraine Avenue
Southbound
E Foothill Boulevard
Westbound
S Loraine Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 18 44 8 70 9 96 21 126 13 28 7 48 2 53 7 62 306 07:15 AM 16 41 8 65 2 67 11 80 10 20 1 31 3 26 10 39 215 07:30 AM 10 52 7 69 4 90 23 117 15 36 9 60 4 50 16 70 316 07:45 AM 18 58 18 94 7 101 38 146 19 85 11 115 5 70 13 88 443 Total 62 195 41 298 22 354 93 469 57 169 28 254 14 199 46 259 1280 08:00 AM 42 132 23 197 14 119 54 187 11 95 24 130 17 115 12 144 658 08:15 AM 85 118 9 212 23 124 26 173 11 47 36 94 2 125 15 142 621 08:30 AM 24 73 6 103 19 125 27 171 12 29 17 58 5 68 22 95 427 08:45 AM 14 46 4 64 11 76 12 99 6 18 4 28 3 35 3 41 232 Total 165 369 42 576 67 444 119 630 40 189 81 310 27 343 52 422 1938 Grand Total 227 564 83 874 89 798 212 1099 97 358 109 564 41 542 98 681 3218 Apprch % 26 64.5 9.5 8.1 72.6 19.3 17.2 63.5 19.3 6 79.6 14.4 Total % 7.1 17.5 2.6 27.2 2.8 24.8 6.6 34.2 3 11.1 3.4 17.5 1.3 16.8 3 21.2 N Loraine Avenue
Southbound
E Foothill Boulevard
Westbound
S Loraine Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 18 58 18 94 7 101 38 146 19 85 11 115 5 70 13 88 443 08:00 AM 42 132 23 197 14 119 54 187 11 95 24 130 17 115 12 144 658 08:15 AM 85 118 9 212 23 124 26 173 11 47 36 94 2 125 15 142 621 08:30 AM 24 73 6 103 19 125 27 171 12 29 17 58 5 68 22 95 427 Total Volume 169 381 56 606 63 469 145 677 53 256 88 397 29 378 62 469 2149 % App. Total 27.9 62.9 9.2 9.3 69.3 21.4 13.4 64.5 22.2 6.2 80.6 13.2 PHF .497 .722 .609 .715 .685 .938 .671 .905 .697 .674 .611 .763 .426 .756 .705 .814 .816 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_GDE_Lor_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: E Foothill Boulevard
Weather: Clear
N Loraine Avenue
E Foothill Boulevard
E Foothill Boulevard
S Loraine Avenue
Right
56 Thru
381
Left
169
Out In Total
430 606 1036
Right
145
Thru
469
Left
63 Out Total In
635 677 1312
Left
53 Thru
256
Right
88 Out In Total
506 397 903
Left
29 Thru
378
Right
62 Total Out In
578 469 1047
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:45 AM 07:30 AM 07:45 AM
+0 mins. 18 58 18 94 7 101 38 146 15 36 9 60 5 70 13 88 +15 mins. 42 132 23 197 14 119 54 187 19 85 11 115 17 115 12 144 +30 mins. 85 118 9 212 23 124 26 173 11 95 24 130 2 125 15 142 +45 mins. 24 73 6 103 19 125 27 171 11 47 36 94 5 68 22 95 Total Volume 169 381 56 606 63 469 145 677 56 263 80 399 29 378 62 469 % App. Total 27.9 62.9 9.2 9.3 69.3 21.4 14 65.9 20.1 6.2 80.6 13.2 PHF .497 .722 .609 .715 .685 .938 .671 .905 .737 .692 .556 .767 .426 .756 .705 .814 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_GDE_Lor_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N Loraine Avenue
Southbound
E Foothill Boulevard
Westbound
S Loraine Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 19 60 7 86 9 95 32 136 14 40 9 63 8 87 18 113 398 04:15 PM 21 50 12 83 4 75 23 102 14 35 5 54 3 67 21 91 330 04:30 PM 23 66 7 96 15 64 30 109 11 43 7 61 13 88 23 124 390 04:45 PM 19 55 6 80 5 69 19 93 8 47 11 66 10 88 13 111 350 Total 82 231 32 345 33 303 104 440 47 165 32 244 34 330 75 439 1468 05:00 PM 43 58 4 105 14 89 24 127 11 45 17 73 9 91 32 132 437 05:15 PM 30 45 4 79 9 98 24 131 9 27 9 45 8 138 19 165 420 05:30 PM 27 51 12 90 5 72 33 110 9 43 16 68 13 78 15 106 374 05:45 PM 18 44 8 70 5 88 25 118 11 38 13 62 8 76 20 104 354 Total 118 198 28 344 33 347 106 486 40 153 55 248 38 383 86 507 1585 Grand Total 200 429 60 689 66 650 210 926 87 318 87 492 72 713 161 946 3053 Apprch % 29 62.3 8.7 7.1 70.2 22.7 17.7 64.6 17.7 7.6 75.4 17 Total % 6.6 14.1 2 22.6 2.2 21.3 6.9 30.3 2.8 10.4 2.8 16.1 2.4 23.4 5.3 31 N Loraine Avenue
Southbound
E Foothill Boulevard
Westbound
S Loraine Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 23 66 7 96 15 64 30 109 11 43 7 61 13 88 23 124 390 04:45 PM 19 55 6 80 5 69 19 93 8 47 11 66 10 88 13 111 350 05:00 PM 43 58 4 105 14 89 24 127 11 45 17 73 9 91 32 132 437 05:15 PM 30 45 4 79 9 98 24 131 9 27 9 45 8 138 19 165 420 Total Volume 115 224 21 360 43 320 97 460 39 162 44 245 40 405 87 532 1597 % App. Total 31.9 62.2 5.8 9.3 69.6 21.1 15.9 66.1 18 7.5 76.1 16.4 PHF .669 .848 .750 .857 .717 .816 .808 .878 .886 .862 .647 .839 .769 .734 .680 .806 .914 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_GDE_Lor_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: E Foothill Boulevard
Weather: Clear
N Loraine Avenue
E Foothill Boulevard
E Foothill Boulevard
S Loraine Avenue
Right
21 Thru
224
Left
115
Out In Total
299 360 659
Right
97 Thru
320
Left
43 Out Total In
564 460 1024
Left
39 Thru
162
Right
44 Out In Total
354 245 599
Left
40 Thru
405
Right
87 Total Out In
380 532 912
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 05:00 PM 04:15 PM 04:30 PM
+0 mins. 21 50 12 83 14 89 24 127 14 35 5 54 13 88 23 124 +15 mins. 23 66 7 96 9 98 24 131 11 43 7 61 10 88 13 111 +30 mins. 19 55 6 80 5 72 33 110 8 47 11 66 9 91 32 132 +45 mins. 43 58 4 105 5 88 25 118 11 45 17 73 8 138 19 165 Total Volume 106 229 29 364 33 347 106 486 44 170 40 254 40 405 87 532 % App. Total 29.1 62.9 8 6.8 71.4 21.8 17.3 66.9 15.7 7.5 76.1 16.4 PHF .616 .867 .604 .867 .589 .885 .803 .927 .786 .904 .588 .870 .769 .734 .680 .806 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_GDE_Lor_Car AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: E Carroll Avenue
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
E Carroll Avenue
Westbound
S Loraine Avenue
Northbound
Baptist Church Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 59 0 59 3 0 2 5 0 47 0 47 0 0 1 1 112
07:15 AM 1 53 0 54 2 0 3 5 0 24 2 26 0 0 0 0 85
07:30 AM 1 71 0 72 3 0 6 9 0 55 3 58 0 0 0 0 139
07:45 AM 0 71 0 71 2 0 10 12 0 116 3 119 0 0 0 0 202
Total 2 254 0 256 10 0 21 31 0 242 8 250 0 0 1 1 538
08:00 AM 4 153 0 157 1 0 11 12 0 114 3 117 0 0 0 0 286
08:15 AM 7 146 0 153 4 0 4 8 0 90 7 97 0 0 0 0 258
08:30 AM 2 111 0 113 3 0 2 5 0 50 5 55 0 0 0 0 173
08:45 AM 0 59 0 59 2 0 0 2 0 29 1 30 0 0 0 0 91
Total 13 469 0 482 10 0 17 27 0 283 16 299 0 0 0 0 808
Grand Total 15 723 0 738 20 0 38 58 0 525 24 549 0 0 1 1 1346 Apprch % 2 98 0 34.5 0 65.5 0 95.6 4.4 0 0 100
Total % 1.1 53.7 0 54.8 1.5 0 2.8 4.3 0 39 1.8 40.8 0 0 0.1 0.1 S Loraine Avenue
Southbound
E Carroll Avenue
Westbound
S Loraine Avenue
Northbound
Baptist Church Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 71 0 71 2 0 10 12 0 116 3 119 0 0 0 0 202
08:00 AM 4 153 0 157 1 0 11 12 0 114 3 117 0 0 0 0 286
08:15 AM 7 146 0 153 4 0 4 8 0 90 7 97 0 0 0 0 258
08:30 AM 2 111 0 113 3 0 2 5 0 50 5 55 0 0 0 0 173
Total Volume 13 481 0 494 10 0 27 37 0 370 18 388 0 0 0 0 919 % App. Total 2.6 97.4 0 27 0 73 0 95.4 4.6 0 0 0
PHF .464 .786 .000 .787 .625 .000 .614 .771 .000 .797 .643 .815 .000 .000 .000 .000 .803 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_GDE_Lor_Car AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: E Carroll Avenue
Weather: Clear
S Loraine Avenue
Baptist Church Driveway
E Carroll Avenue
S Loraine Avenue
Right
0 Thru
481
Left
13 Out In Total
397 494 891
Right
27 Thru
0 Left
10 Out Total In
31 37 68
Left
0 Thru
370
Right
18 Out In Total
491 388 879
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 07:30 AM 07:00 AM
+0 mins. 0 71 0 71 3 0 6 9 0 55 3 58 0 0 1 1
+15 mins. 4 153 0 157 2 0 10 12 0 116 3 119 0 0 0 0
+30 mins. 7 146 0 153 1 0 11 12 0 114 3 117 0 0 0 0
+45 mins. 2 111 0 113 4 0 4 8 0 90 7 97 0 0 0 0
Total Volume 13 481 0 494 10 0 31 41 0 375 16 391 0 0 1 1 % App. Total 2.6 97.4 0 24.4 0 75.6 0 95.9 4.1 0 0 100
PHF .464 .786 .000 .787 .625 .000 .705 .854 .000 .808 .571 .821 .000 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_GDE_Lor_Car PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: E Carroll Avenue
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
E Carroll Avenue
Westbound
S Loraine Avenue
Northbound
Baptist Church Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 88 0 90 2 0 3 5 0 63 1 64 0 0 0 0 159
04:15 PM 3 73 0 76 2 0 2 4 0 48 6 54 0 0 0 0 134
04:30 PM 5 95 0 100 1 0 2 3 0 57 11 68 0 0 0 0 171
04:45 PM 1 72 0 73 2 0 3 5 0 61 2 63 0 0 0 0 141
Total 11 328 0 339 7 0 10 17 0 229 20 249 0 0 0 0 605
05:00 PM 6 96 0 102 2 0 0 2 0 71 5 76 0 0 0 0 180
05:15 PM 1 76 0 77 5 0 3 8 0 42 7 49 0 0 0 0 134
05:30 PM 1 66 0 67 8 0 1 9 0 67 3 70 0 0 0 0 146
05:45 PM 3 64 0 67 2 0 2 4 0 58 2 60 0 0 0 0 131
Total 11 302 0 313 17 0 6 23 0 238 17 255 0 0 0 0 591
Grand Total 22 630 0 652 24 0 16 40 0 467 37 504 0 0 0 0 1196 Apprch % 3.4 96.6 0 60 0 40 0 92.7 7.3 0 0 0
Total % 1.8 52.7 0 54.5 2 0 1.3 3.3 0 39 3.1 42.1 0 0 0 0 S Loraine Avenue
Southbound
E Carroll Avenue
Westbound
S Loraine Avenue
Northbound
Baptist Church Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 3 73 0 76 2 0 2 4 0 48 6 54 0 0 0 0 134
04:30 PM 5 95 0 100 1 0 2 3 0 57 11 68 0 0 0 0 171
04:45 PM 1 72 0 73 2 0 3 5 0 61 2 63 0 0 0 0 141
05:00 PM 6 96 0 102 2 0 0 2 0 71 5 76 0 0 0 0 180
Total Volume 15 336 0 351 7 0 7 14 0 237 24 261 0 0 0 0 626 % App. Total 4.3 95.7 0 50 0 50 0 90.8 9.2 0 0 0
PHF .625 .875 .000 .860 .875 .000 .583 .700 .000 .835 .545 .859 .000 .000 .000 .000 .869 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_GDE_Lor_Car PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: E Carroll Avenue
Weather: Clear
S Loraine Avenue
Baptist Church Driveway
E Carroll Avenue
S Loraine Avenue
Right
0 Thru
336
Left
15 Out In Total
244 351 595
Right
7 Thru
0 Left
7 Out Total In
39 14 53
Left
0 Thru
237
Right
24 Out In Total
343 261 604
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 04:15 PM 04:00 PM
+0 mins. 5 95 0 100 2 0 3 5 0 48 6 54 0 0 0 0
+15 mins. 1 72 0 73 2 0 0 2 0 57 11 68 0 0 0 0
+30 mins. 6 96 0 102 5 0 3 8 0 61 2 63 0 0 0 0
+45 mins. 1 76 0 77 8 0 1 9 0 71 5 76 0 0 0 0
Total Volume 13 339 0 352 17 0 7 24 0 237 24 261 0 0 0 0 % App. Total 3.7 96.3 0 70.8 0 29.2 0 90.8 9.2 0 0 0
PHF .542 .883 .000 .863 .531 .000 .583 .667 .000 .835 .545 .859 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_GDE_Lor_Stef AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: Steffen Avenue
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
Steffen Avenue
Westbound
S Loraine Avenue
Northbound
Williams Educational
Center Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 64 0 64 2 0 0 2 4 42 0 46 0 0 0 0 112
07:15 AM 1 52 3 56 2 0 0 2 1 34 2 37 0 0 0 0 95
07:30 AM 0 74 0 74 4 0 0 4 2 52 0 54 0 0 0 0 132
07:45 AM 1 75 0 76 4 0 4 8 0 107 2 109 0 0 0 0 193
Total 2 265 3 270 12 0 4 16 7 235 4 246 0 0 0 0 532
08:00 AM 1 146 4 151 1 0 1 2 0 114 2 116 0 0 0 0 269
08:15 AM 0 145 3 148 3 0 1 4 7 94 2 103 0 0 0 0 255
08:30 AM 1 115 4 120 1 0 1 2 1 56 0 57 0 0 0 0 179
08:45 AM 0 58 1 59 3 0 0 3 3 26 1 30 0 0 0 0 92
Total 2 464 12 478 8 0 3 11 11 290 5 306 0 0 0 0 795
Grand Total 4 729 15 748 20 0 7 27 18 525 9 552 0 0 0 0 1327 Apprch % 0.5 97.5 2 74.1 0 25.9 3.3 95.1 1.6 0 0 0
Total % 0.3 54.9 1.1 56.4 1.5 0 0.5 2 1.4 39.6 0.7 41.6 0 0 0 0 S Loraine Avenue
Southbound
Steffen Avenue
Westbound
S Loraine Avenue
Northbound
Williams Educational
Center Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 1 75 0 76 4 0 4 8 0 107 2 109 0 0 0 0 193
08:00 AM 1 146 4 151 1 0 1 2 0 114 2 116 0 0 0 0 269
08:15 AM 0 145 3 148 3 0 1 4 7 94 2 103 0 0 0 0 255
08:30 AM 1 115 4 120 1 0 1 2 1 56 0 57 0 0 0 0 179
Total Volume 3 481 11 495 9 0 7 16 8 371 6 385 0 0 0 0 896 % App. Total 0.6 97.2 2.2 56.2 0 43.8 2.1 96.4 1.6 0 0 0 PHF .750 .824 .688 .820 .563 .000 .438 .500 .286 .814 .750 .830 .000 .000 .000 .000 .833 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_GDE_Lor_Stef AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: Steffen Avenue
Weather: Clear
S Loraine Avenue
Williams Educational Center Driveway
Steffen Avenue
S Loraine Avenue
Right
11 Thru
481
Left
3 Out In Total
378 495 873
Right
7 Thru
0 Left
9 Out Total In
9 16 25
Left
8 Thru
371
Right
6 Out In Total
490 385 875
Left
0 Thru
0 Right
0 Total Out In
19 0 19
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 07:45 AM 07:00 AM
+0 mins. 1 75 0 76 4 0 0 4 0 107 2 109 0 0 0 0
+15 mins. 1 146 4 151 4 0 4 8 0 114 2 116 0 0 0 0
+30 mins. 0 145 3 148 1 0 1 2 7 94 2 103 0 0 0 0
+45 mins. 1 115 4 120 3 0 1 4 1 56 0 57 0 0 0 0
Total Volume 3 481 11 495 12 0 6 18 8 371 6 385 0 0 0 0 % App. Total 0.6 97.2 2.2 66.7 0 33.3 2.1 96.4 1.6 0 0 0 PHF .750 .824 .688 .820 .750 .000 .375 .563 .286 .814 .750 .830 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_GDE_Lor_Stef PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: Steffen Avenue
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
Steffen Avenue
Westbound
S Loraine Avenue
Northbound
Williams Educational
Center Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 91 0 91 1 0 1 2 1 62 1 64 0 0 0 0 157
04:15 PM 1 71 1 73 1 0 3 4 1 52 0 53 0 0 0 0 130
04:30 PM 2 91 0 93 0 0 0 0 2 72 3 77 0 0 0 0 170
04:45 PM 0 73 3 76 7 0 0 7 0 59 3 62 0 0 0 0 145
Total 3 326 4 333 9 0 4 13 4 245 7 256 0 0 0 0 602
05:00 PM 2 95 0 97 4 0 2 6 0 79 3 82 0 0 0 0 185
05:15 PM 2 74 2 78 1 0 0 1 2 48 1 51 0 0 0 0 130
05:30 PM 0 82 2 84 2 0 1 3 1 70 4 75 0 0 0 0 162
05:45 PM 3 61 2 66 3 0 1 4 0 60 4 64 0 0 0 0 134
Total 7 312 6 325 10 0 4 14 3 257 12 272 0 0 0 0 611
Grand Total 10 638 10 658 19 0 8 27 7 502 19 528 0 0 0 0 1213 Apprch % 1.5 97 1.5 70.4 0 29.6 1.3 95.1 3.6 0 0 0
Total % 0.8 52.6 0.8 54.2 1.6 0 0.7 2.2 0.6 41.4 1.6 43.5 0 0 0 0 S Loraine Avenue
Southbound
Steffen Avenue
Westbound
S Loraine Avenue
Northbound
Williams Educational
Center Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 1 71 1 73 1 0 3 4 1 52 0 53 0 0 0 0 130
04:30 PM 2 91 0 93 0 0 0 0 2 72 3 77 0 0 0 0 170
04:45 PM 0 73 3 76 7 0 0 7 0 59 3 62 0 0 0 0 145
05:00 PM 2 95 0 97 4 0 2 6 0 79 3 82 0 0 0 0 185
Total Volume 5 330 4 339 12 0 5 17 3 262 9 274 0 0 0 0 630 % App. Total 1.5 97.3 1.2 70.6 0 29.4 1.1 95.6 3.3 0 0 0 PHF .625 .868 .333 .874 .429 .000 .417 .607 .375 .829 .750 .835 .000 .000 .000 .000 .851 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_GDE_Lor_Stef PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: Steffen Avenue
Weather: Clear
S Loraine Avenue
Williams Educational Center Driveway
Steffen Avenue
S Loraine Avenue
Right
4 Thru
330
Left
5 Out In Total
267 339 606
Right
5 Thru
0 Left
12 Out Total In
14 17 31
Left
3 Thru
262
Right
9 Out In Total
342 274 616
Left
0 Thru
0 Right
0 Total Out In
7 0 7
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:15 PM 04:15 PM 04:00 PM
+0 mins. 2 91 0 93 1 0 3 4 1 52 0 53 0 0 0 0
+15 mins. 0 73 3 76 0 0 0 0 2 72 3 77 0 0 0 0
+30 mins. 2 95 0 97 7 0 0 7 0 59 3 62 0 0 0 0
+45 mins. 2 74 2 78 4 0 2 6 0 79 3 82 0 0 0 0
Total Volume 6 333 5 344 12 0 5 17 3 262 9 274 0 0 0 0
% App. Total 1.7 96.8 1.5 70.6 0 29.4 1.1 95.6 3.3 0 0 0 PHF .750 .876 .417 .887 .429 .000 .417 .607 .375 .829 .750 .835 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_GDE_Lor_SR 66 AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: State Route 66
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
State Route 66
Westbound
State Route 66
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 46 25 71 171 24 195 16 69 85 351
07:15 AM 60 10 70 169 24 193 17 93 110 373
07:30 AM 67 19 86 156 31 187 16 107 123 396
07:45 AM 68 26 94 208 70 278 34 135 169 541
Total 241 80 321 704 149 853 83 404 487 1661
08:00 AM 88 42 130 208 53 261 49 194 243 634
08:15 AM 103 35 138 198 59 257 46 176 222 617
08:30 AM 81 50 131 187 28 215 20 143 163 509
08:45 AM 47 30 77 132 23 155 10 122 132 364
Total 319 157 476 725 163 888 125 635 760 2124
Grand Total 560 237 797 1429 312 1741 208 1039 1247 3785 Apprch % 70.3 29.7 82.1 17.9 16.7 83.3
Total % 14.8 6.3 21.1 37.8 8.2 46 5.5 27.5 32.9
S Loraine Avenue
Southbound
State Route 66
Westbound
State Route 66
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 68 26 94 208 70 278 34 135 169 541
08:00 AM 88 42 130 208 53 261 49 194 243 634
08:15 AM 103 35 138 198 59 257 46 176 222 617
08:30 AM 81 50 131 187 28 215 20 143 163 509
Total Volume 340 153 493 801 210 1011 149 648 797 2301
% App. Total 69 31 79.2 20.8 18.7 81.3
PHF .825 .765 .893 .963 .750 .909 .760 .835 .820 .907
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_GDE_Lor_SR 66 AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: State Route 66
Weather: Clear
S Loraine Avenue
State Route 66
State Route 66
Right
153
Left
340
Out In Total
359 493 852
Right
210
Thru
801
Out Total In
988 1011 1999
Left
149
Thru
648
Total Out In
954 797 1751
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:45 AM 07:45 AM
+0 mins. 68 26 94 208 70 278 34 135 169
+15 mins. 88 42 130 208 53 261 49 194 243
+30 mins. 103 35 138 198 59 257 46 176 222
+45 mins. 81 50 131 187 28 215 20 143 163
Total Volume 340 153 493 801 210 1011 149 648 797
% App. Total 69 31 79.2 20.8 18.7 81.3
PHF .825 .765 .893 .963 .750 .909 .760 .835 .820
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_GDE_Lor_SR 66 PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Loraine Avenue
E/W: State Route 66
Weather: Clear
Groups Printed- Total Volume
S Loraine Avenue
Southbound
State Route 66
Westbound
State Route 66
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 64 29 93 160 40 200 33 207 240 533
04:15 PM 57 25 82 160 36 196 33 217 250 528
04:30 PM 59 32 91 159 49 208 33 217 250 549
04:45 PM 68 27 95 166 32 198 36 194 230 523
Total 248 113 361 645 157 802 135 835 970 2133
05:00 PM 70 33 103 134 49 183 39 256 295 581
05:15 PM 57 22 79 141 34 175 32 246 278 532
05:30 PM 67 24 91 153 57 210 31 219 250 551
05:45 PM 53 18 71 143 38 181 26 193 219 471
Total 247 97 344 571 178 749 128 914 1042 2135
Grand Total 495 210 705 1216 335 1551 263 1749 2012 4268 Apprch % 70.2 29.8 78.4 21.6 13.1 86.9
Total % 11.6 4.9 16.5 28.5 7.8 36.3 6.2 41 47.1
S Loraine Avenue
Southbound
State Route 66
Westbound
State Route 66
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 68 27 95 166 32 198 36 194 230 523
05:00 PM 70 33 103 134 49 183 39 256 295 581
05:15 PM 57 22 79 141 34 175 32 246 278 532
05:30 PM 67 24 91 153 57 210 31 219 250 551
Total Volume 262 106 368 594 172 766 138 915 1053 2187
% App. Total 71.2 28.8 77.5 22.5 13.1 86.9
PHF .936 .803 .893 .895 .754 .912 .885 .894 .892 .941
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_GDE_Lor_SR 66 PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Loraine Avenue
E/W: State Route 66
Weather: Clear
S Loraine Avenue
State Route 66
State Route 66
Right
106
Left
262
Out In Total
310 368 678
Right
172
Thru
594
Out Total In
1177 766 1943
Left
138
Thru
915
Total Out In
700 1053 1753
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:00 PM 04:30 PM
+0 mins. 57 25 82 160 40 200 33 217 250
+15 mins. 59 32 91 160 36 196 36 194 230
+30 mins. 68 27 95 159 49 208 39 256 295
+45 mins. 70 33 103 166 32 198 32 246 278
Total Volume 254 117 371 645 157 802 140 913 1053
% App. Total 68.5 31.5 80.4 19.6 13.3 86.7
PHF .907 .886 .900 .971 .801 .964 .897 .892 .892
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_GDE_All_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: Alley
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
Alley
Southbound
E Foothill Boulevard
Westbound
Alley
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 0 1 0 122 1 123 0 0 0 0 0 77 0 77 201
07:15 AM 0 0 0 0 0 98 0 98 0 0 0 0 0 52 0 52 150
07:30 AM 0 0 0 0 0 109 0 109 0 0 0 0 0 64 0 64 173
07:45 AM 0 0 0 0 1 150 0 151 0 0 0 0 0 100 0 100 251
Total 1 0 0 1 1 479 1 481 0 0 0 0 0 293 0 293 775
08:00 AM 0 0 1 1 1 191 0 192 1 0 0 1 0 180 0 180 374
08:15 AM 0 0 0 0 0 176 0 176 0 0 0 0 0 250 1 251 427
08:30 AM 0 0 0 0 0 167 0 167 0 0 0 0 0 102 0 102 269
08:45 AM 0 0 0 0 0 99 0 99 0 0 0 0 0 49 0 49 148
Total 0 0 1 1 1 633 0 634 1 0 0 1 0 581 1 582 1218
Grand Total 1 0 1 2 2 1112 1 1115 1 0 0 1 0 874 1 875 1993 Apprch % 50 0 50 0.2 99.7 0.1 100 0 0 0 99.9 0.1
Total % 0.1 0 0.1 0.1 0.1 55.8 0.1 55.9 0.1 0 0 0.1 0 43.9 0.1 43.9 Alley
Southbound
E Foothill Boulevard
Westbound
Alley
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 1 150 0 151 0 0 0 0 0 100 0 100 251
08:00 AM 0 0 1 1 1 191 0 192 1 0 0 1 0 180 0 180 374
08:15 AM 0 0 0 0 0 176 0 176 0 0 0 0 0 250 1 251 427
08:30 AM 0 0 0 0 0 167 0 167 0 0 0 0 0 102 0 102 269
Total Volume 0 0 1 1 2 684 0 686 1 0 0 1 0 632 1 633 1321 % App. Total 0 0 100 0.3 99.7 0 100 0 0 0 99.8 0.2
PHF .000 .000 .250 .250 .500 .895 .000 .893 .250 .000 .000 .250 .000 .632 .250 .630 .773 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_GDE_All_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: Alley
E/W: E Foothill Boulevard
Weather: Clear
Alley
E Foothill Boulevard
E Foothill Boulevard
Alley
Right
1 Thru
0 Left
0 Out In Total
0 1 1
Right
0 Thru
684
Left
2 Out Total In
632 686 1318
Left
1 Thru
0 Right
0 Out In Total
3 1 4
Left
0 Thru
632
Right
1 Total Out In
686 633 1319
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:45 AM 07:15 AM 07:45 AM
+0 mins. 1 0 0 1 1 150 0 151 0 0 0 0 0 100 0 100
+15 mins. 0 0 0 0 1 191 0 192 0 0 0 0 0 180 0 180
+30 mins. 0 0 0 0 0 176 0 176 0 0 0 0 0 250 1 251
+45 mins. 0 0 0 0 0 167 0 167 1 0 0 1 0 102 0 102
Total Volume 1 0 0 1 2 684 0 686 1 0 0 1 0 632 1 633
% App. Total 100 0 0 0.3 99.7 0 100 0 0 0 99.8 0.2
PHF .250 .000 .000 .250 .500 .895 .000 .893 .250 .000 .000 .250 .000 .632 .250 .630 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_GDE_All_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: Alley
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
Alley
Southbound
E Foothill Boulevard
Westbound
Alley
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 136 0 136 0 0 0 0 0 115 1 116 252
04:15 PM 0 0 0 0 0 109 0 109 0 0 0 0 0 96 0 96 205
04:30 PM 0 0 0 0 0 102 0 102 0 0 0 0 0 113 0 113 215
04:45 PM 0 0 0 0 0 103 0 103 0 0 0 0 0 116 0 116 219
Total 0 0 0 0 0 450 0 450 0 0 0 0 0 440 1 441 891
05:00 PM 0 0 0 0 0 120 0 120 0 0 0 0 0 147 0 147 267
05:15 PM 0 0 0 0 0 133 0 133 0 0 0 0 0 178 0 178 311
05:30 PM 0 0 0 0 0 110 0 110 0 0 0 0 0 118 0 118 228
05:45 PM 0 0 0 0 0 119 0 119 0 0 0 0 0 109 0 109 228
Total 0 0 0 0 0 482 0 482 0 0 0 0 0 552 0 552 1034
Grand Total 0 0 0 0 0 932 0 932 0 0 0 0 0 992 1 993 1925 Apprch % 0 0 0 0 100 0 0 0 0 0 99.9 0.1
Total % 0 0 0 0 0 48.4 0 48.4 0 0 0 0 0 51.5 0.1 51.6
Alley
Southbound
E Foothill Boulevard
Westbound
Alley
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 120 0 120 0 0 0 0 0 147 0 147 267
05:15 PM 0 0 0 0 0 133 0 133 0 0 0 0 0 178 0 178 311
05:30 PM 0 0 0 0 0 110 0 110 0 0 0 0 0 118 0 118 228
05:45 PM 0 0 0 0 0 119 0 119 0 0 0 0 0 109 0 109 228
Total Volume 0 0 0 0 0 482 0 482 0 0 0 0 0 552 0 552 1034 % App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .906 .000 .906 .000 .000 .000 .000 .000 .775 .000 .775 .831 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_GDE_All_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: Alley
E/W: E Foothill Boulevard
Weather: Clear
Alley
E Foothill Boulevard
E Foothill Boulevard
Alley
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
482
Left
0 Out Total In
552 482 1034
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
552
Right
0 Total Out In
482 552 1034
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:00 PM 04:45 PM
+0 mins. 0 0 0 0 0 120 0 120 0 0 0 0 0 116 0 116
+15 mins. 0 0 0 0 0 133 0 133 0 0 0 0 0 147 0 147
+30 mins. 0 0 0 0 0 110 0 110 0 0 0 0 0 178 0 178
+45 mins. 0 0 0 0 0 119 0 119 0 0 0 0 0 118 0 118
Total Volume 0 0 0 0 0 482 0 482 0 0 0 0 0 559 0 559
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .906 .000 .906 .000 .000 .000 .000 .000 .785 .000 .785 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_GDE_Tre_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Treanor Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
Private Driveway
Southbound
E Foothill Boulevard
Westbound
S Treanor Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 3 120 0 123 1 0 0 1 0 81 0 81 205
07:15 AM 0 0 0 0 1 89 0 90 1 0 3 4 0 48 0 48 142
07:30 AM 0 0 0 0 2 112 0 114 0 0 11 11 0 75 0 75 200
07:45 AM 0 0 0 0 1 143 1 145 0 0 4 4 0 94 0 94 243
Total 0 0 0 0 7 464 1 472 2 0 18 20 0 298 0 298 790
08:00 AM 0 0 0 0 4 186 0 190 0 0 1 1 0 179 0 179 370
08:15 AM 0 0 1 1 2 169 0 171 0 0 9 9 0 250 3 253 434
08:30 AM 0 0 0 0 4 160 0 164 0 0 4 4 0 111 1 112 280
08:45 AM 0 0 0 0 0 94 1 95 1 0 0 1 0 52 0 52 148
Total 0 0 1 1 10 609 1 620 1 0 14 15 0 592 4 596 1232
Grand Total 0 0 1 1 17 1073 2 1092 3 0 32 35 0 890 4 894 2022 Apprch % 0 0 100 1.6 98.3 0.2 8.6 0 91.4 0 99.6 0.4
Total % 0 0 0 0 0.8 53.1 0.1 54 0.1 0 1.6 1.7 0 44 0.2 44.2 Private Driveway
Southbound
E Foothill Boulevard
Westbound
S Treanor Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 1 143 1 145 0 0 4 4 0 94 0 94 243
08:00 AM 0 0 0 0 4 186 0 190 0 0 1 1 0 179 0 179 370
08:15 AM 0 0 1 1 2 169 0 171 0 0 9 9 0 250 3 253 434
08:30 AM 0 0 0 0 4 160 0 164 0 0 4 4 0 111 1 112 280
Total Volume 0 0 1 1 11 658 1 670 0 0 18 18 0 634 4 638 1327 % App. Total 0 0 100 1.6 98.2 0.1 0 0 100 0 99.4 0.6
PHF .000 .000 .250 .250 .688 .884 .250 .882 .000 .000 .500 .500 .000 .634 .333 .630 .764 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_GDE_Tre_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Treanor Avenue
E/W: E Foothill Boulevard
Weather: Clear
Private Driveway
E Foothill Boulevard
E Foothill Boulevard
S Treanor Avenue
Right
1 Thru
0 Left
0 Out In Total
1 1 2
Right
1 Thru
658
Left
11 Out Total In
652 670 1322
Left
0 Thru
0 Right
18 Out In Total
15 18 33
Left
0 Thru
634
Right
4 Total Out In
659 638 1297
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:30 AM 07:45 AM
+0 mins. 0 0 0 0 1 143 1 145 0 0 11 11 0 94 0 94
+15 mins. 0 0 0 0 4 186 0 190 0 0 4 4 0 179 0 179
+30 mins. 0 0 0 0 2 169 0 171 0 0 1 1 0 250 3 253
+45 mins. 0 0 1 1 4 160 0 164 0 0 9 9 0 111 1 112
Total Volume 0 0 1 1 11 658 1 670 0 0 25 25 0 634 4 638 % App. Total 0 0 100 1.6 98.2 0.1 0 0 100 0 99.4 0.6
PHF .000 .000 .250 .250 .688 .884 .250 .882 .000 .000 .568 .568 .000 .634 .333 .630 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_GDE_Tre_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: S Treanor Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
Private Driveway
Southbound
E Foothill Boulevard
Westbound
S Treanor Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 2 141 0 143 0 0 5 5 0 110 1 111 259
04:15 PM 0 0 0 0 2 102 0 104 1 0 1 2 0 98 1 99 205
04:30 PM 1 0 0 1 3 98 0 101 0 0 0 0 0 108 3 111 213
04:45 PM 0 0 0 0 2 106 0 108 1 0 2 3 0 119 0 119 230
Total 1 0 0 1 9 447 0 456 2 0 8 10 0 435 5 440 907
05:00 PM 0 0 0 0 7 113 0 120 0 0 5 5 0 149 1 150 275
05:15 PM 0 0 0 0 4 128 1 133 2 0 1 3 0 166 1 167 303
05:30 PM 0 0 0 0 3 109 0 112 0 0 0 0 0 120 4 124 236
05:45 PM 0 0 0 0 2 128 0 130 0 0 6 6 1 105 0 106 242
Total 0 0 0 0 16 478 1 495 2 0 12 14 1 540 6 547 1056
Grand Total 1 0 0 1 25 925 1 951 4 0 20 24 1 975 11 987 1963 Apprch % 100 0 0 2.6 97.3 0.1 16.7 0 83.3 0.1 98.8 1.1
Total % 0.1 0 0 0.1 1.3 47.1 0.1 48.4 0.2 0 1 1.2 0.1 49.7 0.6 50.3 Private Driveway
Southbound
E Foothill Boulevard
Westbound
S Treanor Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 7 113 0 120 0 0 5 5 0 149 1 150 275
05:15 PM 0 0 0 0 4 128 1 133 2 0 1 3 0 166 1 167 303
05:30 PM 0 0 0 0 3 109 0 112 0 0 0 0 0 120 4 124 236
05:45 PM 0 0 0 0 2 128 0 130 0 0 6 6 1 105 0 106 242
Total Volume 0 0 0 0 16 478 1 495 2 0 12 14 1 540 6 547 1056 % App. Total 0 0 0 3.2 96.6 0.2 14.3 0 85.7 0.2 98.7 1.1 PHF .000 .000 .000 .000 .571 .934 .250 .930 .250 .000 .500 .583 .250 .813 .375 .819 .871 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_GDE_Tre_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: S Treanor Avenue
E/W: E Foothill Boulevard
Weather: Clear
Private Driveway
E Foothill Boulevard
E Foothill Boulevard
S Treanor Avenue
Right
0 Thru
0 Left
0 Out In Total
2 0 2
Right
1 Thru
478
Left
16 Out Total In
552 495 1047
Left
2 Thru
0 Right
12 Out In Total
22 14 36
Left
1 Thru
540
Right
6 Total Out In
480 547 1027
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 05:00 PM 04:45 PM
+0 mins. 0 0 0 0 7 113 0 120 0 0 5 5 0 119 0 119
+15 mins. 0 0 0 0 4 128 1 133 2 0 1 3 0 149 1 150
+30 mins. 1 0 0 1 3 109 0 112 0 0 0 0 0 166 1 167
+45 mins. 0 0 0 0 2 128 0 130 0 0 6 6 0 120 4 124
Total Volume 1 0 0 1 16 478 1 495 2 0 12 14 0 554 6 560 % App. Total 100 0 0 3.2 96.6 0.2 14.3 0 85.7 0 98.9 1.1 PHF .250 .000 .000 .250 .571 .934 .250 .930 .250 .000 .500 .583 .000 .834 .375 .838 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_GDE_SJ_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: San Jose Drive
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N San Jose Drive
Southbound
E Foothill Boulevard
Westbound
S San Jose Drive
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 0 2 7 1 120 3 124 1 0 0 1 0 80 0 80 212
07:15 AM 6 0 1 7 0 87 3 90 3 0 1 4 0 52 0 52 153
07:30 AM 3 0 0 3 0 111 2 113 4 0 2 6 0 76 3 79 201
07:45 AM 5 0 3 8 1 146 4 151 2 0 1 3 2 102 1 105 267
Total 19 0 6 25 2 464 12 478 10 0 4 14 2 310 4 316 833
08:00 AM 7 0 6 13 1 189 6 196 1 2 1 4 2 180 0 182 395
08:15 AM 8 0 3 11 1 168 3 172 2 0 2 4 0 257 1 258 445
08:30 AM 5 0 8 13 1 159 6 166 3 0 0 3 2 110 1 113 295
08:45 AM 4 0 3 7 2 91 5 98 2 0 0 2 1 52 2 55 162
Total 24 0 20 44 5 607 20 632 8 2 3 13 5 599 4 608 1297 Grand Total 43 0 26 69 7 1071 32 1110 18 2 7 27 7 909 8 924 2130 Apprch % 62.3 0 37.7 0.6 96.5 2.9 66.7 7.4 25.9 0.8 98.4 0.9 Total % 2 0 1.2 3.2 0.3 50.3 1.5 52.1 0.8 0.1 0.3 1.3 0.3 42.7 0.4 43.4 N San Jose Drive
Southbound
E Foothill Boulevard
Westbound
S San Jose Drive
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 5 0 3 8 1 146 4 151 2 0 1 3 2 102 1 105 267
08:00 AM 7 0 6 13 1 189 6 196 1 2 1 4 2 180 0 182 395
08:15 AM 8 0 3 11 1 168 3 172 2 0 2 4 0 257 1 258 445
08:30 AM 5 0 8 13 1 159 6 166 3 0 0 3 2 110 1 113 295
Total Volume 25 0 20 45 4 662 19 685 8 2 4 14 6 649 3 658 1402 % App. Total 55.6 0 44.4 0.6 96.6 2.8 57.1 14.3 28.6 0.9 98.6 0.5 PHF .781 .000 .625 .865 1.00 .876 .792 .874 .667 .250 .500 .875 .750 .631 .750 .638 .788 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_GDE_SJ_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: San Jose Drive
E/W: E Foothill Boulevard
Weather: Clear
N San Jose Drive
E Foothill Boulevard
E Foothill Boulevard
S San Jose Drive
Right
20 Thru
0 Left
25 Out In Total
27 45 72
Right
19 Thru
662
Left
4 Out Total In
678 685 1363
Left
8 Thru
2 Right
4 Out In Total
7 14 21
Left
6 Thru
649
Right
3 Total Out In
690 658 1348
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:45 AM 07:15 AM 07:45 AM
+0 mins. 5 0 3 8 1 146 4 151 3 0 1 4 2 102 1 105
+15 mins. 7 0 6 13 1 189 6 196 4 0 2 6 2 180 0 182
+30 mins. 8 0 3 11 1 168 3 172 2 0 1 3 0 257 1 258
+45 mins. 5 0 8 13 1 159 6 166 1 2 1 4 2 110 1 113
Total Volume 25 0 20 45 4 662 19 685 10 2 5 17 6 649 3 658 % App. Total 55.6 0 44.4 0.6 96.6 2.8 58.8 11.8 29.4 0.9 98.6 0.5 PHF .781 .000 .625 .865 1.000 .876 .792 .874 .625 .250 .625 .708 .750 .631 .750 .638 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_GDE_SJ_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: San Jose Drive
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N San Jose Drive
Southbound
E Foothill Boulevard
Westbound
S San Jose Drive
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 7 1 5 13 1 138 9 148 0 0 2 2 3 109 2 114 277
04:15 PM 5 0 6 11 5 103 8 116 0 1 4 5 2 99 0 101 233
04:30 PM 10 0 2 12 2 98 10 110 1 0 0 1 0 109 0 109 232
04:45 PM 3 1 1 5 1 104 10 115 4 0 1 5 1 120 1 122 247
Total 25 2 14 41 9 443 37 489 5 1 7 13 6 437 3 446 989
05:00 PM 11 0 4 15 3 115 9 127 3 1 0 4 1 147 2 150 296
05:15 PM 13 0 3 16 1 131 10 142 1 0 1 2 5 164 2 171 331 05:30 PM 7 1 1 9 3 113 14 130 1 0 1 2 4 115 2 121 262
05:45 PM 6 1 3 10 0 129 10 139 0 0 0 0 2 108 2 112 261
Total 37 2 11 50 7 488 43 538 5 1 2 8 12 534 8 554 1150 Grand Total 62 4 25 91 16 931 80 1027 10 2 9 21 18 971 11 1000 2139 Apprch % 68.1 4.4 27.5 1.6 90.7 7.8 47.6 9.5 42.9 1.8 97.1 1.1 Total % 2.9 0.2 1.2 4.3 0.7 43.5 3.7 48 0.5 0.1 0.4 1 0.8 45.4 0.5 46.8 N San Jose Drive
Southbound
E Foothill Boulevard
Westbound
S San Jose Drive
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 11 0 4 15 3 115 9 127 3 1 0 4 1 147 2 150 296
05:15 PM 13 0 3 16 1 131 10 142 1 0 1 2 5 164 2 171 331 05:30 PM 7 1 1 9 3 113 14 130 1 0 1 2 4 115 2 121 262
05:45 PM 6 1 3 10 0 129 10 139 0 0 0 0 2 108 2 112 261
Total Volume 37 2 11 50 7 488 43 538 5 1 2 8 12 534 8 554 1150 % App. Total 74 4 22 1.3 90.7 8 62.5 12.5 25 2.2 96.4 1.4 PHF .712 .500 .688 .781 .583 .931 .768 .947 .417 .250 .500 .500 .600 .814 1.00 .810 .869 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_GDE_SJ_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: San Jose Drive
E/W: E Foothill Boulevard
Weather: Clear
N San Jose Drive
E Foothill Boulevard
E Foothill Boulevard
S San Jose Drive
Right
11 Thru
2 Left
37 Out In Total
56 50 106
Right
43 Thru
488
Left
7 Out Total In
573 538 1111
Left
5 Thru
1 Right
2 Out In Total
17 8 25
Left
12 Thru
534
Right
8 Total Out In
504 554 1058
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 04:15 PM 04:45 PM
+0 mins. 11 0 4 15 3 115 9 127 0 1 4 5 1 120 1 122
+15 mins. 13 0 3 16 1 131 10 142 1 0 0 1 1 147 2 150
+30 mins. 7 1 1 9 3 113 14 130 4 0 1 5 5 164 2 171
+45 mins. 6 1 3 10 0 129 10 139 3 1 0 4 4 115 2 121
Total Volume 37 2 11 50 7 488 43 538 8 2 5 15 11 546 7 564 % App. Total 74 4 22 1.3 90.7 8 53.3 13.3 33.3 2 96.8 1.2 PHF .712 .500 .688 .781 .583 .931 .768 .947 .500 .500 .313 .750 .550 .832 .875 .825 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_GDE_VC_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: Valley Center Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N Valley Center Avenue
Southbound
E Foothill Boulevard
Westbound
S Valley Center Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 37 12 2 51 4 83 50 137 34 13 3 50 2 64 25 91 329 07:15 AM 36 6 3 45 1 68 56 125 12 14 1 27 1 47 14 62 259 07:30 AM 43 7 6 56 2 86 51 139 26 13 6 45 3 63 15 81 321 07:45 AM 51 32 3 86 5 118 80 203 31 21 13 65 4 70 35 109 463 Total 167 57 14 238 12 355 237 604 103 61 23 187 10 244 89 343 1372 08:00 AM 76 50 14 140 11 108 81 200 62 32 29 123 8 96 61 165 628 08:15 AM 93 68 10 171 9 106 63 178 60 19 36 115 3 144 107 254 718 08:30 AM 63 36 6 105 12 93 55 160 59 22 34 115 4 86 39 129 509 08:45 AM 37 7 4 48 3 71 44 118 14 4 5 23 2 43 11 56 245 Total 269 161 34 464 35 378 243 656 195 77 104 376 17 369 218 604 2100 Grand Total 436 218 48 702 47 733 480 1260 298 138 127 563 27 613 307 947 3472 Apprch % 62.1 31.1 6.8 3.7 58.2 38.1 52.9 24.5 22.6 2.9 64.7 32.4 Total % 12.6 6.3 1.4 20.2 1.4 21.1 13.8 36.3 8.6 4 3.7 16.2 0.8 17.7 8.8 27.3 N Valley Center Avenue
Southbound
E Foothill Boulevard
Westbound
S Valley Center Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 51 32 3 86 5 118 80 203 31 21 13 65 4 70 35 109 463 08:00 AM 76 50 14 140 11 108 81 200 62 32 29 123 8 96 61 165 628 08:15 AM 93 68 10 171 9 106 63 178 60 19 36 115 3 144 107 254 718 08:30 AM 63 36 6 105 12 93 55 160 59 22 34 115 4 86 39 129 509 Total Volume 283 186 33 502 37 425 279 741 212 94 112 418 19 396 242 657 2318 % App. Total 56.4 37.1 6.6 5 57.4 37.7 50.7 22.5 26.8 2.9 60.3 36.8 PHF .761 .684 .589 .734 .771 .900 .861 .913 .855 .734 .778 .850 .594 .688 .565 .647 .807 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_GDE_VC_Foot AM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: Valley Center Avenue
E/W: E Foothill Boulevard
Weather: Clear
N Valley Center Avenue
E Foothill Boulevard
E Foothill Boulevard
S Valley Center Avenue
Right
33 Thru
186
Left
283
Out In Total
392 502 894
Right
279
Thru
425
Left
37 Out Total In
791 741 1532
Left
212
Thru
94 Right
112
Out In Total
465 418 883
Left
19 Thru
396
Right
242
Total Out In
670 657 1327
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 51 32 3 86 5 118 80 203 31 21 13 65 4 70 35 109 +15 mins. 76 50 14 140 11 108 81 200 62 32 29 123 8 96 61 165 +30 mins. 93 68 10 171 9 106 63 178 60 19 36 115 3 144 107 254 +45 mins. 63 36 6 105 12 93 55 160 59 22 34 115 4 86 39 129 Total Volume 283 186 33 502 37 425 279 741 212 94 112 418 19 396 242 657 % App. Total 56.4 37.1 6.6 5 57.4 37.7 50.7 22.5 26.8 2.9 60.3 36.8 PHF .761 .684 .589 .734 .771 .900 .861 .913 .855 .734 .778 .850 .594 .688 .565 .647 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_GDE_VC_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 1
City of Glendora
N/S: Valley Center Avenue
E/W: E Foothill Boulevard
Weather: Clear
Groups Printed- Total Volume
N Valley Center Avenue
Southbound
E Foothill Boulevard
Westbound
S Valley Center Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 38 17 3 58 4 93 54 151 49 19 12 80 6 83 28 117 406 04:15 PM 54 10 7 71 3 88 39 130 29 8 4 41 4 87 16 107 349 04:30 PM 41 9 7 57 2 82 45 129 21 9 3 33 2 85 18 105 324 04:45 PM 41 16 1 58 3 88 54 145 26 18 5 49 2 98 29 129 381 Total 174 52 18 244 12 351 192 555 125 54 24 203 14 353 91 458 1460 05:00 PM 76 15 3 94 2 80 47 129 52 21 11 84 4 114 28 146 453 05:15 PM 45 19 5 69 5 90 59 154 47 19 9 75 4 131 38 173 471 05:30 PM 46 12 3 61 5 82 55 142 43 16 3 62 4 84 28 116 381 05:45 PM 51 16 4 71 8 108 54 170 33 18 5 56 2 89 25 116 413 Total 218 62 15 295 20 360 215 595 175 74 28 277 14 418 119 551 1718 Grand Total 392 114 33 539 32 711 407 1150 300 128 52 480 28 771 210 1009 3178 Apprch % 72.7 21.2 6.1 2.8 61.8 35.4 62.5 26.7 10.8 2.8 76.4 20.8 Total % 12.3 3.6 1 17 1 22.4 12.8 36.2 9.4 4 1.6 15.1 0.9 24.3 6.6 31.7 N Valley Center Avenue
Southbound
E Foothill Boulevard
Westbound
S Valley Center Avenue
Northbound
E Foothill Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 76 15 3 94 2 80 47 129 52 21 11 84 4 114 28 146 453 05:15 PM 45 19 5 69 5 90 59 154 47 19 9 75 4 131 38 173 471 05:30 PM 46 12 3 61 5 82 55 142 43 16 3 62 4 84 28 116 381 05:45 PM 51 16 4 71 8 108 54 170 33 18 5 56 2 89 25 116 413 Total Volume 218 62 15 295 20 360 215 595 175 74 28 277 14 418 119 551 1718 % App. Total 73.9 21 5.1 3.4 60.5 36.1 63.2 26.7 10.1 2.5 75.9 21.6 PHF .717 .816 .750 .785 .625 .833 .911 .875 .841 .881 .636 .824 .875 .798 .783 .796 .912 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_GDE_VC_Foot PM
Site Code : 23825392
Start Date : 4/15/2025
Page No : 2
City of Glendora
N/S: Valley Center Avenue
E/W: E Foothill Boulevard
Weather: Clear
N Valley Center Avenue
E Foothill Boulevard
E Foothill Boulevard
S Valley Center Avenue
Right
15 Thru
62 Left
218
Out In Total
303 295 598
Right
215
Thru
360
Left
20 Out Total In
664 595 1259
Left
175
Thru
74 Right
28 Out In Total
201 277 478
Left
14 Thru
418
Right
119
Total Out In
550 551 1101
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 04:45 PM
+0 mins. 76 15 3 94 2 80 47 129 52 21 11 84 2 98 29 129 +15 mins. 45 19 5 69 5 90 59 154 47 19 9 75 4 114 28 146 +30 mins. 46 12 3 61 5 82 55 142 43 16 3 62 4 131 38 173 +45 mins. 51 16 4 71 8 108 54 170 33 18 5 56 4 84 28 116 Total Volume 218 62 15 295 20 360 215 595 175 74 28 277 14 427 123 564 % App. Total 73.9 21 5.1 3.4 60.5 36.1 63.2 26.7 10.1 2.5 75.7 21.8 PHF .717 .816 .750 .785 .625 .833 .911 .875 .841 .881 .636 .824 .875 .815 .809 .815 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APPENDIX B:

MUTCD Traffic Signal Warrant Analysis Sheets
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1319 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 1
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Existing Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 882 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 37
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Existing Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1308 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 18
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Existing Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1343 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 45
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Existing Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

7.San Jose at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 0
Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 0
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Existing Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 612 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 14
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Existing Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1034 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 0
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Existing Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1042 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 14
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Existing Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1092 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 50
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Existing Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Existing Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 879 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 42
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Existing Plus Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1328 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 1
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Existing Plus Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1314 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 13
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Existing Plus Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1346 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 45
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Existing Plus Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

7.San Jose at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 20 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 13
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Existing Plus Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 613 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 17
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Existing Plus Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1047 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 0
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Existing Plus Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1055 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 11
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Existing Plus Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1108 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 50
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Existing Plus Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

7.San Jose at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 25 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 12
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Existing Plus Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1411 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 1
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Opening Year Without Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 910 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 38
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Opening Year Without Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1399 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 18
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Opening Year Without Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1434 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 46
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Opening Year Without Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Opening Year Without Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 639 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 14
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Opening Year Without Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1136 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 0
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Opening Year Without Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1144 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 14
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Opening Year Without Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1195 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 51
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Opening Year Without Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Opening Year Without Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 907 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 43
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Opening Year With Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1420 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 1
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Opening Year With Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1405 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 13
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Opening Year With Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1437 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 46
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Opening Year With Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Opening Year With Project Conditions - AM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 640 Number of Approach Lanes on Major Street = 2
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 17
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Loraine Ave
E. Carroll Ave
Opening Year With Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

2.Loraine at Carroll_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1149 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 0
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
Alley
E. Foothill Blvd
Opening Year With Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

5.Alley at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1157 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 11
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. Treanor Ave
E. Foothill Blvd
Opening Year With Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

6.Treanor at Foothill_Urban Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) = 1211 Number of Approach Lanes on Major Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
Minor Street Name = High Volume Approach (VPH) = 51
Number of Approach Lanes On Minor Street = 1
Enter 1 for 1 Lane or 2 for 2 or More Lanes
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
E. Foothill Blvd
Opening Year With Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

Minor Street - Higher-Volume Approach - VPH

SIGNAL WARRANT NOT SATISFIED
S. San Jose Dr
Woodland Lane
Opening Year With Project Conditions - PM
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) 1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
*150
*100
November 2014

9.San Jose at Woodland_Urban Sect. 4C.06
APPENDIX C:

LOS Analysis Sheets
Existing Conditions
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.962 0.981
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3405 0 1676 3472 0 Flt Permitted 0.950 0.950 0.398 0.483
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 702 3405 0 852 3472 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 94 94 73 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 29 378 62 63 469 145 53 256 88 169 381 56 Future Volume (vph) 29 378 62 63 469 145 53 256 88 169 381 56 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 35 461 76 77 572 177 65 312 107 206 465 68 Shared Lane Traffic (%)
Lane Group Flow (vph) 35 461 76 77 572 177 65 419 0 206 533 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 29 378 62 63 469 145 53 256 169 381 Future Volume (vph) 29 378 62 63 469 145 53 256 169 381 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.1 21.1 21.1 5.6 25.3 25.3 24.5 24.5 24.5 24.5 Actuated g/C Ratio 0.08 0.34 0.34 0.09 0.41 0.41 0.39 0.39 0.39 0.39 v/c Ratio 0.26 0.73 0.13 0.51 0.76 0.27 0.24 0.30 0.62 0.39 Control Delay 35.1 26.1 3.2 44.4 24.6 8.0 18.8 13.1 29.1 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.1 26.1 3.2 44.4 24.6 8.0 18.8 13.1 29.1 15.7

LOS D C A D C A B B C B
Approach Delay 23.6 22.9 13.8 19.4
Approach LOS C C B B
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 62.4
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Maximum Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 70th %ile Term Code Max Hold Hold Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 21.4 21.4 5.5 31.4 31.4 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 17.1 17.1 5.5 27.1 27.1 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 14.4 14.4 0.0 14.4 14.4 24.0 24.0 24.0 24.0 10th %ile Term Code Skip Hold Hold Skip Gap Gap MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 62.4
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 70
70th %ile Actuated Cycle: 70
50th %ile Actuated Cycle: 64.4
30th %ile Actuated Cycle: 60.1
10th %ile Actuated Cycle: 47.4
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 378 62 63 469 145 53 256 88 169 381 56 Future Volume (veh/h) 29 378 62 63 469 145 53 256 88 169 381 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 35 461 76 77 572 177 65 312 107 206 465 68 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 629 505 100 672 539 346 1010 340 393 1204 175 Arrive On Green 0.04 0.34 0.34 0.06 0.36 0.36 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 825 2610 879 917 3113 453 Grp Volume(v), veh/h 35 461 76 77 572 177 65 210 209 206 264 269 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 825 1777 1712 917 1777 1789 Q Serve(g_s), s 1.3 13.5 2.2 2.8 17.5 5.3 3.8 5.1 5.3 12.6 6.7 6.7 Cycle Q Clear(g_c), s 1.3 13.5 2.2 2.8 17.5 5.3 10.5 5.1 5.3 17.8 6.7 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.25
Lane Grp Cap(c), veh/h 62 629 505 100 672 539 346 687 662 393 687 692 V/C Ratio(X) 0.57 0.73 0.15 0.77 0.85 0.33 0.19 0.31 0.31 0.52 0.38 0.39 Avail Cap(c_a), veh/h 136 814 653 150 829 666 346 687 662 393 687 692 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 29.4 18.1 14.4 28.8 18.4 14.4 17.5 13.2 13.3 19.5 13.7 13.7 Incr Delay (d2), s/veh 8.0 2.5 0.1 12.9 7.1 0.4 1.2 1.2 1.2 4.9 1.6 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 0.6 5.7 0.7 1.4 8.1 1.7 0.8 2.1 2.1 3.0 2.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 20.6 14.5 41.6 25.5 14.8 18.7 14.4 14.5 24.4 15.3 15.4 LnGrp LOS D C B D C BBBBCBB
Approach Vol, veh/h 572 826 484 739
Approach Delay, s/veh 20.8 24.7 15.0 17.9
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.5 8.2 25.4 28.5 6.8 26.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 5.5 27.0 24.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 12.5 4.8 15.5 19.8 3.3 19.5 Green Ext Time (p_c), s 2.3 0.0 2.5 1.7 0.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.902 0.993
Flt Protected 0.986 0.999
Satd. Flow (prot) 1657 0 3514 0 0 3536
Flt Permitted 0.986 0.999
Satd. Flow (perm) 1657 0 3514 0 0 3536
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 10 27 370 18 13 481
Future Volume (vph) 10 27 370 18 13 481
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 13 34 463 23 16 601
Shared Lane Traffic (%)
Lane Group Flow (vph) 47 0 486 0 0 617
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 27 370 18 13 481
Future Vol, veh/h 10 27 370 18 13 481
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 2 22222
Mvmt Flow 13 34 463 23 16 601
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 808 243 0 0 486 0
Stage 1 475 -----
Stage 2 333 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 319 758 - - 1073 -
Stage 1 592 -----
Stage 2 698 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 312 758 - - 1073 -
Mov Cap-2 Maneuver 312 -----
Stage 1 592 -----
Stage 2 683 -----
Approach WB NB SB
HCM Control Delay, s 12.2 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 547 1073 -
HCM Lane V/C Ratio - - 0.085 0.015 -
HCM Control Delay (s) - - 12.2 8.4 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.943 0.998 0.997
Flt Protected 0.972 0.999
Satd. Flow (prot) 0000 1707 0 0 3529 0 0 3529 0
Flt Permitted 0.972 0.945 0.953
Satd. Flow (perm) 0000 1707 0 0 3338 0 0 3363 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 4 6
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 9 0 7 8 371 6 3 481 11
Future Volume (vph) 0 0 0 9 0 7 8 371 6 3 481 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 11 0 8 10 447 7 4 580 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 19 0 0 464 0 0 597 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 8 371 3 481
Future Volume (vph) 0 8 371 3 481
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.0 37.0 37.0 37.0 37.0
Total Split (%) 38.3% 61.7% 61.7% 61.7% 61.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 5.8 51.5 51.5
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.09 0.15 0.19
Control Delay 10.2 0.8 0.9
Queue Delay 0.0 0.0 0.0
Total Delay 10.2 0.8 0.9

LOS B A A
Approach Delay 10.3 0.8 0.9
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 54.2
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.19
Intersection Signal Delay: 1.0 Intersection LOS: A
Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Protected Phases 8 2 6
Permitted Phases 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.0 37.0 37.0 37.0 37.0
Total Split (%) 38.3% 61.7% 61.7% 61.7% 61.7%
Maximum Green (s) 18.5 32.5 32.5 32.5 32.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
90th %ile Green (s) 6.7 47.5 47.5 47.5 47.5
90th %ile Term Code Gap Dwell Dwell Dwell Dwell
70th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
70th %ile Term Code Skip Dwell Dwell Dwell Dwell
50th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
50th %ile Term Code Skip Dwell Dwell Dwell Dwell
30th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
30th %ile Term Code Skip Dwell Dwell Dwell Dwell
10th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
10th %ile Term Code Skip Dwell Dwell Dwell Dwell
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 54.2
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 63.2
70th %ile Actuated Cycle: 52
50th %ile Actuated Cycle: 52
30th %ile Actuated Cycle: 52
10th %ile Actuated Cycle: 52
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 9 0 7 8 371 6 3 481 11
Future Volume (veh/h) 0 0 0 9 0 7 8 371 6 3 481 11
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 8 10 447 7 4 580 13
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222
Cap, veh/h 23 0 17 104 2646 41 89 2656 59
Arrive On Green 0.02 0.00 0.02 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 980 0 713 21 3461 53 4 3474 77
Grp Volume(v), veh/h 19 0 0 242 0 222 313 0 284
Grp Sat Flow(s),veh/h/ln 1693 0 0 1843 0 1692 1867 0 1688 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 1.5 0.0 0.0 2.0
Cycle Q Clear(g_c), s 0.5 0.0 0.0 1.5 0.0 1.5 2.0 0.0 2.0 Prop In Lane 0.58 0.42 0.04 0.03 0.01 0.05
Lane Grp Cap(c), veh/h 40 0 0 1498 0 1294 1513 0 1291
V/C Ratio(X) 0.47 0.00 0.00 0.16 0.00 0.17 0.21 0.00 0.22 Avail Cap(c_a), veh/h 737 0 0 1498 0 1294 1513 0 1291
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.5 0.0 0.0 1.4 0.0 1.4 1.4 0.0 1.4 Incr Delay (d2), s/veh 8.5 0.0 0.0 0.2 0.0 0.3 0.3 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 0.0 0.0 1.6 0.0 1.6 1.7 0.0 1.8 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 19 464 597
Approach Delay, s/veh 29.0 1.6 1.8
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 37.0 37.0 5.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 3.5 4.0 2.5
Green Ext Time (p_c), s 3.0 3.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.2
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.969 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3429 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3429 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 55 168
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 149 648 801 210 340 153
Future Volume (vph) 149 648 801 210 340 153
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 164 712 880 231 374 168
Shared Lane Traffic (%)
Lane Group Flow (vph) 164 712 1111 0 374 168
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 149 648 801 340 153
Future Volume (vph) 149 648 801 340 153
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 40.0 27.0 25.0 25.0
Total Split (%) 20.0% 61.5% 41.5% 38.5% 38.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.4 35.4 22.5 20.5 20.5
Actuated g/C Ratio 0.13 0.55 0.35 0.32 0.32
v/c Ratio 0.76 0.37 0.91 0.39 0.29
Control Delay 52.1 9.1 32.0 18.8 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 52.1 9.1 32.0 18.8 4.7

LOS D A C B A
Approach Delay 17.1 32.0 14.4
Approach LOS B C B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 64.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Protected Phases 7486
Permitted Phases 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 40.0 27.0 25.0 25.0
Total Split (%) 20.0% 61.5% 41.5% 38.5% 38.5%
Maximum Green (s) 8.5 35.5 22.5 20.5 20.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
90th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
90th %ile Term Code Max Hold Max MaxR MaxR
70th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
70th %ile Term Code Max Hold Max MaxR MaxR
50th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
50th %ile Term Code Max Hold Max MaxR MaxR
30th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
30th %ile Term Code Max Hold Max MaxR MaxR
10th %ile Green (s) 7.8 34.8 22.5 20.5 20.5
10th %ile Term Code Gap Hold Max MaxR MaxR
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 64.9
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 65
70th %ile Actuated Cycle: 65
50th %ile Actuated Cycle: 65
30th %ile Actuated Cycle: 65
10th %ile Actuated Cycle: 64.3
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 149 648 801 210 340 153
Future Volume (veh/h) 149 648 801 210 340 153
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 164 712 880 231 374 168
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 202 1908 966 253 995 483
Arrive On Green 0.12 0.54 0.35 0.35 0.32 0.32
Sat Flow, veh/h 1688 3647 2879 730 3092 1502
Grp Volume(v), veh/h 164 712 561 550 374 168
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1739 1546 1502
Q Serve(g_s), s 6.0 7.4 19.2 19.2 5.9 5.4
Cycle Q Clear(g_c), s 6.0 7.4 19.2 19.2 5.9 5.4
Prop In Lane 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 202 1908 616 603 995 483
V/C Ratio(X) 0.81 0.37 0.91 0.91 0.38 0.35
Avail Cap(c_a), veh/h 225 1980 627 614 995 483
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 27.4 8.5 19.9 19.9 16.7 16.5
Incr Delay (d2), s/veh 18.3 0.1 17.3 17.8 1.1 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 2.4 10.1 10.0 2.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 8.7 37.2 37.7 17.8 18.5
LnGrp LOS D A D D B B
Approach Vol, veh/h 876 1111 542
Approach Delay, s/veh 15.6 37.4 18.0
Approach LOS B D B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 38.7 25.0 12.1 26.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 20.5 8.5 22.5
Max Q Clear Time (g_c+I1), s 9.4 7.9 8.0 21.2
Green Ext Time (p_c), s 5.3 1.6 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 632 1 2 684 0100001
Future Volume (vph) 0 632 1 2 684 0100001
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 821 1 3 888 0100001
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 822 0 0 891 0010010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 632 1 2 684 0100001
Future Vol, veh/h 0 632 1 2 684 0100001
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 821 1 3 888 0100001
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 888 0 0 822 0 0 1717 1716 822 1716 1716 888 Stage 1 - - - - - - 822 822 - 894 894 -
Stage 2 - - - - - - 895 894 - 822 822 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 763 - - 807 - - 71 90 374 71 90 343
Stage 1 - - - - - - 368 388 - 336 360 -
Stage 2 - - - - - - 335 360 - 368 388 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 763 - - 807 - - 70 89 374 71 89 343
Mov Cap-2 Maneuver - - - - - - 70 89 - 71 89 -
Stage 1 - - - - - - 368 388 - 336 357 -
Stage 2 - - - - - - 331 357 - 368 388 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 57.4 15.5

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 70 763 - - 807 - - 343
HCM Lane V/C Ratio 0.019 - - - 0.003 - - 0.004
HCM Control Delay (s) 57.4 0 - - 9.5 0 - 15.5
HCM Lane LOS F A - - A A - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.865 0.865
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 634 4 11 658 1 0 0 18 0 0 1
Future Volume (vph) 0 634 4 11 658 1 0 0 18 0 0 1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 834 5 14 866 1 0 0 24 0 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 839 0 0 881 0 0 24 0010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 634 4 11 658 1 0 0 18 0 0 1
Future Vol, veh/h 0 634 4 11 658 1 0 0 18 0 0 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 834 5 14 866 1 0 0 24 0 0 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 867 0 0 839 0 0 1732 1732 837 1744 1734 867 Stage 1 - - - - - - 837 837 - 895 895 -
Stage 2 - - - - - - 895 895 - 849 839 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 777 - - 796 - - 69 88 367 68 88 352
Stage 1 - - - - - - 361 382 - 335 359 -
Stage 2 - - - - - - 335 359 - 356 381 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 777 - - 796 - - 67 85 367 62 85 352
Mov Cap-2 Maneuver - - - - - - 67 85 - 62 85 -
Stage 1 - - - - - - 361 382 - 335 347 -
Stage 2 - - - - - - 322 347 - 333 381 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 15.5 15.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 367 777 - - 796 - - 352
HCM Lane V/C Ratio 0.065 - - - 0.018 - - 0.004
HCM Control Delay (s) 15.5 0 - - 9.6 0 - 15.3
HCM Lane LOS C A - - A A - C
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.996 0.962 0.941
Flt Protected 0.973 0.973
Satd. Flow (prot) 0 1861 0 0 1855 0 0 1744 0 0 1706 0
Flt Permitted 0.973 0.973
Satd. Flow (perm) 0 1861 0 0 1855 0 0 1744 0 0 1706 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 6 649 3 4 662 19 8 2 4 25 0 20
Future Volume (vph) 6 649 3 4 662 19 8 2 4 25 0 20
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 8 822 4 5 838 24 10 3 5 32 0 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 834 0 0 867 0 0 18 0 0 57 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 649 3 4 662 19 8 2 4 25 0 20
Future Vol, veh/h 6 649 3 4 662 19 8 2 4 25 0 20
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
Heavy Vehicles, % 2 22222222222
Mvmt Flow 8 822 4 5 838 24 10 3 5 32 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 862 0 0 826 0 0 1713 1712 824 1704 1702 850 Stage 1 - - - - - - 840 840 - 860 860 -
Stage 2 - - - - - - 873 872 - 844 842 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 780 - - 805 - - 71 90 373 72 92 360
Stage 1 - - - - - - 360 381 - 351 373 -
Stage 2 - - - - - - 345 368 - 358 380 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 780 - - 805 - - 64 87 373 68 89 360
Mov Cap-2 Maneuver - - - - - - 64 87 - 68 89 -
Stage 1 - - - - - - 353 374 - 344 369 -
Stage 2 - - - - - - 317 364 - 344 373 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 55.9 72.9

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 88 780 - - 805 - - 106
HCM Lane V/C Ratio 0.201 0.01 - - 0.006 - - 0.537
HCM Control Delay (s) 55.9 9.7 0 - 9.5 0 - 72.9
HCM Lane LOS F A A - A A - F
HCM 95th %tile Q(veh) 0.7 0 - - 0 - - 2.5
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.977
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1820 0 Flt Permitted 0.189 0.201 0.447 0.672
Satd. Flow (perm) 334 1863 1500 355 1863 1500 789 1863 1500 1186 1820 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 210 225 143 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 19 396 242 37 425 279 212 94 112 283 186 33 Future Volume (vph) 19 396 242 37 425 279 212 94 112 283 186 33 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 23 489 299 46 525 344 262 116 138 349 230 41 Shared Lane Traffic (%)
Lane Group Flow (vph) 23 489 299 46 525 344 262 116 138 349 271 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 19 396 242 37 425 279 212 94 112 283 186 Future Volume (vph) 19 396 242 37 425 279 212 94 112 283 186 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 27.1 24.3 24.3 27.9 26.1 26.1 29.6 20.3 20.3 30.1 20.6 Actuated g/C Ratio 0.37 0.33 0.33 0.38 0.36 0.36 0.40 0.28 0.28 0.41 0.28 v/c Ratio 0.11 0.79 0.47 0.20 0.79 0.51 0.61 0.22 0.27 0.63 0.52 Control Delay 13.1 33.3 9.2 14.4 32.1 9.8 22.1 24.5 6.0 22.9 27.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 33.3 9.2 14.4 32.1 9.8 22.1 24.5 6.0 22.9 27.7

LOS B C A B C A C C A C C
Approach Delay 23.9 22.8 18.3 25.0
Approach LOS C C B C
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 73.1
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Maximum Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 70th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 27.5 27.5 5.0 37.0 37.0 9.5 20.0 20.0 9.5 20.0 50th %ile Term Code Skip Max Max Max Hold Hold Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 22.8 22.8 0.0 22.8 22.8 9.5 20.0 20.0 9.5 20.0 30th %ile Term Code Skip Hold Hold Skip Gap Gap Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 17.2 17.2 0.0 17.2 17.2 8.0 20.0 20.0 9.2 21.2 10th %ile Term Code Skip Hold Hold Skip Gap Gap Gap MaxR MaxR Gap Hold Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 73.1
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 80
70th %ile Actuated Cycle: 80
50th %ile Actuated Cycle: 80
30th %ile Actuated Cycle: 65.8
10th %ile Actuated Cycle: 59.9
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 396 242 37 425 279 212 94 112 283 186 33 Future Volume (veh/h) 19 396 242 37 425 279 212 94 112 283 186 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 23 489 299 46 525 344 262 116 138 349 230 41 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 179 578 464 210 608 488 471 511 411 558 423 75 Arrive On Green 0.03 0.31 0.31 0.04 0.32 0.32 0.13 0.27 0.27 0.13 0.27 0.27 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1545 275 Grp Volume(v), veh/h 23 489 299 46 525 344 262 116 138 349 0 271 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1821 Q Serve(g_s), s 0.7 17.9 12.6 1.3 19.3 14.7 8.0 3.5 5.4 9.5 0.0 9.3 Cycle Q Clear(g_c), s 0.7 17.9 12.6 1.3 19.3 14.7 8.0 3.5 5.4 9.5 0.0 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 179 578 464 210 608 488 471 511 411 558 0 498 V/C Ratio(X) 0.13 0.85 0.64 0.22 0.86 0.70 0.56 0.23 0.34 0.63 0.00 0.54 Avail Cap(c_a), veh/h 251 703 565 256 703 565 471 511 411 558 0 498 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 0.00 1.00 Uniform Delay (d), s/veh 18.7 23.6 21.8 18.2 23.2 21.6 16.2 20.6 21.3 17.1 0.0 22.7 Incr Delay (d2), s/veh 0.3 8.0 1.8 0.5 9.8 3.3 1.4 1.0 2.2 2.2 0.0 4.2 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 0.3 8.7 4.4 0.5 9.6 5.3 3.0 1.6 2.1 4.4 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 31.7 23.6 18.7 32.9 24.9 17.6 21.6 23.5 19.3 0.0 26.9 LnGrp LOS B C C B C C B C C B A C
Approach Vol, veh/h 811 915 516 620
Approach Delay, s/veh 28.3 29.2 20.1 22.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 24.5 7.5 27.1 14.0 24.5 6.4 28.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 20.0 5.0 27.5 9.5 20.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 11.5 7.4 3.3 19.9 10.0 11.3 2.7 21.3 Green Ext Time (p_c), s 0.0 0.8 0.0 2.6 0.0 1.0 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 30 30 30
Link Distance (ft) 392 178 1180
Travel Time (s) 8.9 4.0 26.8
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 000000
Future Volume (vph) 000000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 000000
Shared Lane Traffic (%)
Lane Group Flow (vph) 000000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1 1 1 0 - 0
Stage 1 1 -----
Stage 2 0 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 1022 1084 1622 - - -
Stage 1 1022 -----
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1022 1084 1622 - - -
Mov Cap-2 Maneuver 1022 -----
Stage 1 1022 -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1622 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.968 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3426 0 1676 3493 0 Flt Permitted 0.950 0.950 0.586 0.611
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 1034 3426 0 1078 3493 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 109 48 17
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 40 405 87 43 320 97 39 162 44 115 224 21 Future Volume (vph) 40 405 87 43 320 97 39 162 44 115 224 21 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 44 445 96 47 352 107 43 178 48 126 246 23 Shared Lane Traffic (%)
Lane Group Flow (vph) 44 445 96 47 352 107 43 226 0 126 269 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 40 405 87 43 320 97 39 162 115 224 Future Volume (vph) 40 405 87 43 320 97 39 162 115 224
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.2 16.9 16.9 5.7 17.1 17.1 19.2 19.2 19.2 19.2 Actuated g/C Ratio 0.11 0.35 0.35 0.12 0.35 0.35 0.39 0.39 0.39 0.39 v/c Ratio 0.25 0.69 0.16 0.24 0.54 0.18 0.11 0.16 0.30 0.19 Control Delay 28.0 20.4 3.5 27.1 16.5 3.9 14.6 10.5 16.5 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.0 20.4 3.5 27.1 16.5 3.9 14.6 10.5 16.5 12.2

LOS C C A C B A B B B B
Approach Delay 18.2 14.8 11.1 13.6
Approach LOS B B B B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.8
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.1 Intersection LOS: B
Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 70th %ile Term Code Max Max Max Max Hold Hold MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 19.0 19.0 0.0 19.0 19.0 18.5 18.5 18.5 18.5 50th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 12.6 12.6 0.0 12.6 12.6 18.5 18.5 18.5 18.5 30th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 9.8 9.8 0.0 9.8 9.8 18.5 18.5 18.5 18.5 10th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.8
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 46.5
30th %ile Actuated Cycle: 40.1
10th %ile Actuated Cycle: 37.3
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 405 87 43 320 97 39 162 44 115 224 21 Future Volume (veh/h) 40 405 87 43 320 97 39 162 44 115 224 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 44 445 96 47 352 107 43 178 48 126 246 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 77 567 455 81 571 458 487 1045 274 508 1233 114 Arrive On Green 0.05 0.30 0.30 0.05 0.31 0.31 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1052 2785 731 1094 3288 305 Grp Volume(v), veh/h 44 445 96 47 352 107 43 112 114 126 132 137 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1052 1777 1739 1094 1777 1815 Q Serve(g_s), s 1.3 10.7 2.3 1.3 7.9 2.6 1.4 2.1 2.2 4.3 2.5 2.5 Cycle Q Clear(g_c), s 1.3 10.7 2.3 1.3 7.9 2.6 3.9 2.1 2.2 6.5 2.5 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 0.17
Lane Grp Cap(c), veh/h 77 567 455 81 571 458 487 667 652 508 667 681 V/C Ratio(X) 0.57 0.79 0.21 0.58 0.62 0.23 0.09 0.17 0.18 0.25 0.20 0.20 Avail Cap(c_a), veh/h 171 853 685 188 872 700 487 667 652 508 667 681 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 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 23.0 15.7 12.8 23.0 14.7 12.8 11.7 10.3 10.3 12.5 10.4 10.4 Incr Delay (d2), s/veh 6.4 2.8 0.2 6.4 1.1 0.3 0.4 0.5 0.6 1.2 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.3 0.7 0.6 3.0 0.8 0.3 0.8 0.8 1.1 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 18.5 13.0 29.3 15.7 13.1 12.1 10.8 10.9 13.6 11.1 11.1 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 585 506 269 395
Approach Delay, s/veh 18.5 16.4 11.1 11.9
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 6.9 19.4 23.0 6.8 19.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 5.5 22.5 18.5 5.0 23.0 Max Q Clear Time (g_c+I1), s 5.9 3.3 12.7 8.5 3.3 9.9
Green Ext Time (p_c), s 1.1 0.0 2.2 1.5 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.932 0.986
Flt Protected 0.976 0.998
Satd. Flow (prot) 1694 0 3490 0 0 3532
Flt Permitted 0.976 0.998
Satd. Flow (perm) 1694 0 3490 0 0 3532
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 7 7 237 24 15 336
Future Volume (vph) 7 7 237 24 15 336
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 8 8 272 28 17 386
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 0 300 0 0 403
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 7 237 24 15 336
Future Vol, veh/h 7 7 237 24 15 336
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 22222
Mvmt Flow 8 8 272 28 17 386
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 513 150 0 0 300 0
Stage 1 286 -----
Stage 2 227 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 491 870 - - 1258 -
Stage 1 737 -----
Stage 2 789 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 483 870 - - 1258 -
Mov Cap-2 Maneuver 483 -----
Stage 1 737 -----
Stage 2 776 -----
Approach WB NB SB
HCM Control Delay, s 11 0 0.4

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 621 1258 -
HCM Lane V/C Ratio - - 0.026 0.014 -
HCM Control Delay (s) - - 11 7.9 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.959 0.995 0.998
Flt Protected 0.966 0.999 0.999
Satd. Flow (prot) 0000 1726 0 0 3518 0 0 3529 0
Flt Permitted 0.966 0.952 0.951
Satd. Flow (perm) 0000 1726 0 0 3352 0 0 3359 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 9 3
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 12 0 5 3 262 9 5 330 4
Future Volume (vph) 0 0 0 12 0 5 3 262 9 5 330 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 14 0 6 4 308 11 6 388 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 20 0 0 323 0 0 399 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 3 262 5 330
Future Volume (vph) 0 3 262 5 330
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 5.8 50.5 50.5
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.09 0.10 0.13
Control Delay 10.5 0.8 0.8
Queue Delay 0.0 0.0 0.0
Total Delay 10.5 0.8 0.8

LOS B A A
Approach Delay 10.5 0.8 0.8
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 53.2
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.13
Intersection Signal Delay: 1.0 Intersection LOS: A
Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Protected Phases 8 2 6
Permitted Phases 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 19.5 31.5 31.5 31.5 31.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
90th %ile Green (s) 6.7 46.5 46.5 46.5 46.5
90th %ile Term Code Gap Dwell Dwell Dwell Dwell
70th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
70th %ile Term Code Skip Dwell Dwell Dwell Dwell
50th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
50th %ile Term Code Skip Dwell Dwell Dwell Dwell
30th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
30th %ile Term Code Skip Dwell Dwell Dwell Dwell
10th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
10th %ile Term Code Skip Dwell Dwell Dwell Dwell
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 53.2
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 62.2
70th %ile Actuated Cycle: 51
50th %ile Actuated Cycle: 51
30th %ile Actuated Cycle: 51
10th %ile Actuated Cycle: 51
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 3: S LORAINE AVE & E STEFFEN ST
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 12 0 5 3 262 9 5 330 4
Future Volume (veh/h) 0 0 0 12 0 5 3 262 9 5 330 4
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 0 6 4 308 11 6 388 5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222
Cap, veh/h 30 0 13 95 2591 91 98 2655 34
Arrive On Green 0.02 0.00 0.02 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1202 0 515 8 3416 121 11 3500 45
Grp Volume(v), veh/h 20 0 0 170 0 153 209 0 190
Grp Sat Flow(s),veh/h/ln 1718 0 0 1864 0 1680 1862 0 1694 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.3
Cycle Q Clear(g_c), s 0.5 0.0 0.0 1.0 0.0 1.0 1.3 0.0 1.3 Prop In Lane 0.70 0.30 0.02 0.07 0.03 0.03
Lane Grp Cap(c), veh/h 43 0 0 1502 0 1275 1501 0 1285
V/C Ratio(X) 0.47 0.00 0.00 0.11 0.00 0.12 0.14 0.00 0.15 Avail Cap(c_a), veh/h 806 0 0 1502 0 1275 1501 0 1285
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.0 0.0 0.0 1.3 0.0 1.3 1.4 0.0 1.4 Incr Delay (d2), s/veh 7.8 0.0 0.0 0.2 0.0 0.2 0.2 0.0 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 0.0 0.0 1.5 0.0 1.5 1.6 0.0 1.6 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 20 323 399
Approach Delay, s/veh 27.8 1.5 1.6
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 36.0 36.0 5.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 31.5 19.5
Max Q Clear Time (g_c+I1), s 3.0 3.3 2.5
Green Ext Time (p_c), s 1.9 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.3
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.966 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3419 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3419 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 64 113
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 138 915 594 172 262 106
Future Volume (vph) 138 915 594 172 262 106
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 147 973 632 183 279 113
Shared Lane Traffic (%)
Lane Group Flow (vph) 147 973 815 0 279 113
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 138 915 594 262 106
Future Volume (vph) 138 915 594 262 106
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.6 27.8 17.4 19.4 19.4
Actuated g/C Ratio 0.15 0.49 0.31 0.34 0.34
v/c Ratio 0.57 0.56 0.74 0.26 0.19
Control Delay 33.1 10.9 21.9 15.8 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 10.9 21.9 15.8 4.7

LOS C B C B A
Approach Delay 13.9 21.9 12.6
Approach LOS B C B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.3
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Protected Phases 7486
Permitted Phases 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Maximum Green (s) 9.5 32.0 18.0 19.0 19.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
90th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
90th %ile Term Code Max Hold Max MaxR MaxR
70th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
70th %ile Term Code Max Hold Max MaxR MaxR
50th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
50th %ile Term Code Max Hold Max MaxR MaxR
30th %ile Green (s) 8.8 31.1 17.8 19.0 19.0
30th %ile Term Code Gap Hold Gap MaxR MaxR
10th %ile Green (s) 0.0 14.5 14.5 19.0 19.0
10th %ile Term Code Skip Gap Hold MaxR MaxR
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.3
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 60
30th %ile Actuated Cycle: 59.1
10th %ile Actuated Cycle: 42.5
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 4: ROUTE 66 & S LORAINE AVE
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 138 915 594 172 262 106
Future Volume (veh/h) 138 915 594 172 262 106
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 147 973 632 183 279 113
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 222222
Cap, veh/h 186 1716 788 228 1085 527
Arrive On Green 0.11 0.48 0.29 0.29 0.35 0.35
Sat Flow, veh/h 1688 3647 2813 786 3092 1502
Grp Volume(v), veh/h 147 973 413 402 279 113
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1729 1546 1502
Q Serve(g_s), s 4.6 10.6 11.6 11.7 3.5 2.9
Cycle Q Clear(g_c), s 4.6 10.6 11.6 11.7 3.5 2.9
Prop In Lane 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 186 1716 515 501 1085 527
V/C Ratio(X) 0.79 0.57 0.80 0.80 0.26 0.21
Avail Cap(c_a), veh/h 296 2100 591 575 1085 527
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 23.5 10.0 17.8 17.8 12.5 12.3
Incr Delay (d2), s/veh 7.4 0.3 6.9 7.2 0.6 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 3.3 5.2 5.1 1.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 10.3 24.7 25.0 13.1 13.3
LnGrp LOS C B C C B B
Approach Vol, veh/h 1120 815 392
Approach Delay, s/veh 13.0 24.9 13.2
Approach LOS B C B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 30.6 23.5 10.5 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.0 19.0 9.5 18.0
Max Q Clear Time (g_c+I1), s 12.6 5.5 6.6 13.7
Green Ext Time (p_c), s 7.0 1.2 0.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 552 0 0 482 0000000
Future Volume (vph) 0 552 0 0 482 0000000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 665 0 0 581 0000000
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 665 0 0 581 0000000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 552 0 0 482 0000000
Future Vol, veh/h 0 552 0 0 482 0000000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 665 0 0 581 0000000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 581 0 0 665 0 0 1246 1246 665 1246 1246 581 Stage 1 - - - - - - 665 665 - 581 581 -
Stage 2 - - - - - - 581 581 - 665 665 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 993 - - 924 - - 151 174 460 151 174 514 Stage 1 - - - - - - 449 458 - 499 500 -
Stage 2 - - - - - - 499 500 - 449 458 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 993 - - 924 - - 151 174 460 151 174 514 Mov Cap-2 Maneuver - - - - - - 151 174 - 151 174 -
Stage 1 - - - - - - 449 458 - 499 500 -
Stage 2 - - - - - - 499 500 - 449 458 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 993 - - 924 - - -
HCM Lane V/C Ratio --------
HCM Control Delay (s) 0 0 - - 0 - - 0
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) - 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.998 0.996 0.882
Flt Protected 0.994
Satd. Flow (prot) 0 1859 0 0 1855 0 0 1633 0 0 1863 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1859 0 0 1855 0 0 1633 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 1 540 6 1 478 16 2 0 12 0 0 0
Future Volume (vph) 1 540 6 1 478 16 2 0 12 0 0 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 1 621 7 1 549 18 2 0 14 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 629 0 0 568 0 0 16 0000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 540 6 1 478 16 2 0 12 0 0 0
Future Vol, veh/h 1 540 6 1 478 16 2 0 12 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 621 7 1 549 18 2 0 14 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 567 0 0 628 0 0 1187 1196 625 1194 1190 558 Stage 1 - - - - - - 627 627 - 560 560 -
Stage 2 - - - - - - 560 569 - 634 630 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1005 - - 954 - - 165 186 485 163 188 529 Stage 1 - - - - - - 471 476 - 513 511 -
Stage 2 - - - - - - 513 506 - 467 475 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1005 - - 954 - - 165 185 485 158 187 529 Mov Cap-2 Maneuver - - - - - - 165 185 - 158 187 -
Stage 1 - - - - - - 470 475 - 512 510 -
Stage 2 - - - - - - 512 505 - 453 474 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 14.9 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 380 1005 - - 954 - - -
HCM Lane V/C Ratio 0.042 0.001 - - 0.001 - - -
HCM Control Delay (s) 14.9 8.6 0 - 8.8 0 - 0
HCM Lane LOS B A A - A A - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.998 0.989 0.970 0.970
Flt Protected 0.999 0.999 0.968 0.964
Satd. Flow (prot) 0 1857 0 0 1840 0 0 1749 0 0 1742 0
Flt Permitted 0.999 0.999 0.968 0.964
Satd. Flow (perm) 0 1857 0 0 1840 0 0 1749 0 0 1742 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 12 534 8 7 488 43 5 1 2 37 2 11
Future Volume (vph) 12 534 8 7 488 43 5 1 2 37 2 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 14 614 9 8 561 49 6 1 2 43 2 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 637 0 0 618 0 0 9 0 0 58 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 534 8 7 488 43 5 1 2 37 2 11
Future Vol, veh/h 12 534 8 7 488 43 5 1 2 37 2 11
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 14 614 9 8 561 49 6 1 2 43 2 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 610 0 0 623 0 0 1256 1273 619 1250 1253 586 Stage 1 - - - - - - 647 647 - 602 602 -
Stage 2 - - - - - - 609 626 - 648 651 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 969 - - 958 - - 148 167 489 150 172 510 Stage 1 - - - - - - 460 467 - 486 489 -
Stage 2 - - - - - - 482 477 - 459 465 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 969 - - 958 - - 139 161 489 145 166 510 Mov Cap-2 Maneuver - - - - - - 139 161 - 145 166 -
Stage 1 - - - - - - 450 457 - 475 483 -
Stage 2 - - - - - - 462 471 - 446 455 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 27 35.8

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 173 969 - - 958 - - 173
HCM Lane V/C Ratio 0.053 0.014 - - 0.008 - - 0.332
HCM Control Delay (s) 27 8.8 0 - 8.8 0 - 35.8
HCM Lane LOS D A A - A A - E
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 1.4
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.971
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1809 0 Flt Permitted 0.301 0.230 0.702 0.704
Satd. Flow (perm) 531 1863 1500 406 1863 1500 1239 1863 1500 1242 1809 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 176 231 176 16
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 14 418 119 20 360 215 175 74 28 218 62 15 Future Volume (vph) 14 418 119 20 360 215 175 74 28 218 62 15 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 15 459 131 22 396 236 192 81 31 240 68 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 15 459 131 22 396 236 192 81 31 240 84 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 14 418 119 20 360 215 175 74 28 218 62 Future Volume (vph) 14 418 119 20 360 215 175 74 28 218 62 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 18.2 17.3 17.3 18.2 17.3 17.3 23.6 18.5 18.5 23.6 18.5 Actuated g/C Ratio 0.32 0.31 0.31 0.32 0.31 0.31 0.42 0.33 0.33 0.42 0.33 v/c Ratio 0.05 0.80 0.22 0.09 0.69 0.38 0.34 0.13 0.05 0.43 0.14 Control Delay 12.1 31.7 2.7 12.6 25.7 5.1 11.9 15.6 0.1 13.2 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.1 31.7 2.7 12.6 25.7 5.1 11.9 15.6 0.1 13.2 13.4

LOS B C A B C A B B A B B
Approach Delay 24.9 17.8 11.7 13.3
Approach LOS C B B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.2
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 18.3 Intersection LOS: B
Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Maximum Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 70th %ile Term Code Skip Max Max Skip Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 50th %ile Term Code Skip Max Max Skip Hold Hold Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 17.5 17.5 0.0 17.5 17.5 5.1 18.4 18.4 5.1 18.4 30th %ile Term Code Skip Gap Gap Skip Hold Hold Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 13.7 13.7 0.0 13.7 13.7 5.1 18.4 18.4 5.1 18.4 10th %ile Term Code Skip Gap Gap Skip Hold Hold Max MaxR MaxR Max MaxR Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.2
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 65
70th %ile Actuated Cycle: 55.5
50th %ile Actuated Cycle: 55.5
30th %ile Actuated Cycle: 54.5
10th %ile Actuated Cycle: 50.7
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 418 119 20 360 215 175 74 28 218 62 15 Future Volume (veh/h) 14 418 119 20 360 215 175 74 28 218 62 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 15 459 131 22 396 236 192 81 31 240 68 16 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 225 526 423 201 540 433 604 575 461 599 450 106 Arrive On Green 0.02 0.28 0.28 0.03 0.29 0.29 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1464 344 Grp Volume(v), veh/h 15 459 131 22 396 236 192 81 31 240 0 84 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1808 Q Serve(g_s), s 0.4 14.0 4.1 0.5 11.4 7.9 4.7 1.9 0.9 5.1 0.0 2.0 Cycle Q Clear(g_c), s 0.4 14.0 4.1 0.5 11.4 7.9 4.7 1.9 0.9 5.1 0.0 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 225 526 423 201 540 433 604 575 461 599 0 556 V/C Ratio(X) 0.07 0.87 0.31 0.11 0.73 0.54 0.32 0.14 0.07 0.40 0.00 0.15 Avail Cap(c_a), veh/h 335 578 464 298 578 464 604 575 461 599 0 556 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 0.00 1.00 Uniform Delay (d), s/veh 15.8 20.5 16.9 16.3 19.2 18.0 12.5 15.0 14.7 13.2 0.0 15.1 Incr Delay (d2), s/veh 0.1 12.9 0.4 0.2 4.5 1.1 0.3 0.5 0.3 0.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.4 1.3 0.2 5.2 2.6 1.6 0.8 0.3 2.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 33.4 17.4 16.5 23.7 19.1 12.8 15.5 15.0 13.6 0.0 15.6 LnGrp LOS B C B B C BBBBBAB
Approach Vol, veh/h 605 654 304 324
Approach Delay, s/veh 29.5 21.8 13.8 14.1
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 22.9 6.0 21.3 9.6 22.9 5.6 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.4 5.0 18.5 5.1 18.4 5.0 18.5 Max Q Clear Time (g_c+I1), s 7.1 3.9 2.5 16.0 6.7 4.0 2.4 13.4 Green Ext Time (p_c), s 0.0 0.4 0.0 0.9 0.0 0.3 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 30 30 30
Link Distance (ft) 392 178 1180
Travel Time (s) 8.9 4.0 26.8
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 000000
Future Volume (vph) 000000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 000000
Shared Lane Traffic (%)
Lane Group Flow (vph) 000000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1 1 1 0 - 0
Stage 1 1 -----
Stage 2 0 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 1022 1084 1622 - - -
Stage 1 1022 -----
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1022 1084 1622 - - -
Mov Cap-2 Maneuver 1022 -----
Stage 1 1022 -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1622 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Forecast Existing With Project Conditions
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.962 0.981
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3405 0 1676 3472 0 Flt Permitted 0.950 0.950 0.401 0.482
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 708 3405 0 851 3472 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 94 94 73 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 29 379 63 62 471 147 55 257 88 173 378 56 Future Volume (vph) 29 379 63 62 471 147 55 257 88 173 378 56 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 35 462 77 76 574 179 67 313 107 211 461 68 Shared Lane Traffic (%)
Lane Group Flow (vph) 35 462 77 76 574 179 67 420 0 211 529 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 29 379 63 62 471 147 55 257 173 378 Future Volume (vph) 29 379 63 62 471 147 55 257 173 378 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.1 21.1 21.1 5.6 25.3 25.3 24.5 24.5 24.5 24.5 Actuated g/C Ratio 0.08 0.34 0.34 0.09 0.41 0.41 0.39 0.39 0.39 0.39 v/c Ratio 0.26 0.73 0.14 0.51 0.76 0.27 0.24 0.30 0.63 0.38 Control Delay 35.1 26.1 3.3 44.0 24.7 8.1 18.9 13.1 30.0 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.1 26.1 3.3 44.0 24.7 8.1 18.9 13.1 30.0 15.7

LOS D C A D C A B B C B
Approach Delay 23.6 22.9 13.9 19.7
Approach LOS C C B B
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 62.4
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 20.5 Intersection LOS: C
Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Maximum Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 70th %ile Term Code Max Hold Hold Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 21.5 21.5 5.5 31.5 31.5 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 17.1 17.1 5.5 27.1 27.1 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 14.5 14.5 0.0 14.5 14.5 24.0 24.0 24.0 24.0 10th %ile Term Code Skip Hold Hold Skip Gap Gap MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 62.4
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 70
70th %ile Actuated Cycle: 70
50th %ile Actuated Cycle: 64.5
30th %ile Actuated Cycle: 60.1
10th %ile Actuated Cycle: 47.5
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 379 63 62 471 147 55 257 88 173 378 56 Future Volume (veh/h) 29 379 63 62 471 147 55 257 88 173 378 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 35 462 77 76 574 179 67 313 107 211 461 68 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 631 507 99 673 540 347 1009 339 392 1201 176 Arrive On Green 0.04 0.34 0.34 0.06 0.36 0.36 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 828 2613 877 916 3109 456 Grp Volume(v), veh/h 35 462 77 76 574 179 67 211 209 211 262 267 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 828 1777 1713 916 1777 1788 Q Serve(g_s), s 1.3 13.5 2.2 2.8 17.6 5.4 3.9 5.1 5.3 13.0 6.6 6.7 Cycle Q Clear(g_c), s 1.3 13.5 2.2 2.8 17.6 5.4 10.6 5.1 5.3 18.3 6.6 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.26
Lane Grp Cap(c), veh/h 62 631 507 99 673 540 347 686 662 392 686 691 V/C Ratio(X) 0.57 0.73 0.15 0.77 0.85 0.33 0.19 0.31 0.32 0.54 0.38 0.39 Avail Cap(c_a), veh/h 136 813 653 149 828 665 347 686 662 392 686 691 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 29.4 18.1 14.4 28.8 18.4 14.4 17.6 13.3 13.3 19.7 13.7 13.7 Incr Delay (d2), s/veh 8.0 2.5 0.1 12.2 7.2 0.4 1.2 1.2 1.3 5.2 1.6 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 0.6 5.7 0.7 1.4 8.1 1.7 0.8 2.1 2.1 3.1 2.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 20.6 14.5 41.0 25.6 14.8 18.8 14.4 14.6 25.0 15.3 15.4 LnGrp LOS D C B D C BBBBCBB
Approach Vol, veh/h 574 829 487 740
Approach Delay, s/veh 20.8 24.7 15.1 18.1
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.5 8.2 25.5 28.5 6.8 26.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 5.5 27.0 24.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 12.6 4.8 15.5 20.3 3.3 19.6 Green Ext Time (p_c), s 2.3 0.0 2.5 1.5 0.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.903 0.993
Flt Protected 0.986 0.999
Satd. Flow (prot) 1659 0 3514 0 0 3536
Flt Permitted 0.986 0.999
Satd. Flow (perm) 1659 0 3514 0 0 3536
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 12 30 370 18 9 482
Future Volume (vph) 12 30 370 18 9 482
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 15 38 463 23 11 603
Shared Lane Traffic (%)
Lane Group Flow (vph) 53 0 486 0 0 614
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 30 370 18 9 482
Future Vol, veh/h 12 30 370 18 9 482
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 2 22222
Mvmt Flow 15 38 463 23 11 603
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 799 243 0 0 486 0
Stage 1 475 -----
Stage 2 324 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 323 758 - - 1073 -
Stage 1 592 -----
Stage 2 705 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 318 758 - - 1073 -
Mov Cap-2 Maneuver 318 -----
Stage 1 592 -----
Stage 2 694 -----
Approach WB NB SB
HCM Control Delay, s 12.3 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 543 1073 -
HCM Lane V/C Ratio - - 0.097 0.01 -
HCM Control Delay (s) - - 12.3 8.4 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.960 0.997 0.997
Flt Protected 0.966 0.999
Satd. Flow (prot) 0000 1727 0 0 3525 0 0 3529 0
Flt Permitted 0.966 0.945 0.953
Satd. Flow (perm) 0000 1727 0 0 3335 0 0 3363 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 6 6
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 16 0 7 8 371 8 3 482 11
Future Volume (vph) 0 0 0 16 0 7 8 371 8 3 482 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 19 0 8 10 447 10 4 581 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 27 0 0 467 0 0 598 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 8 371 3 482
Future Volume (vph) 0 8 371 3 482
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.0 37.0 37.0 37.0 37.0
Total Split (%) 38.3% 61.7% 61.7% 61.7% 61.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 6.0 51.6 51.6
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.13 0.15 0.19
Control Delay 12.4 0.8 0.9
Queue Delay 0.0 0.0 0.0
Total Delay 12.4 0.8 0.9

LOS B A A
Approach Delay 12.4 0.8 0.9
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 54.4
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.19
Intersection Signal Delay: 1.2 Intersection LOS: A
Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Protected Phases 8 2 6
Permitted Phases 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.0 37.0 37.0 37.0 37.0
Total Split (%) 38.3% 61.7% 61.7% 61.7% 61.7%
Maximum Green (s) 18.5 32.5 32.5 32.5 32.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
90th %ile Green (s) 7.3 47.5 47.5 47.5 47.5
90th %ile Term Code Gap Dwell Dwell Dwell Dwell
70th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
70th %ile Term Code Skip Dwell Dwell Dwell Dwell
50th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
50th %ile Term Code Skip Dwell Dwell Dwell Dwell
30th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
30th %ile Term Code Skip Dwell Dwell Dwell Dwell
10th %ile Green (s) 0.0 47.5 47.5 47.5 47.5
10th %ile Term Code Skip Dwell Dwell Dwell Dwell
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 54.4
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 63.8
70th %ile Actuated Cycle: 52
50th %ile Actuated Cycle: 52
30th %ile Actuated Cycle: 52
10th %ile Actuated Cycle: 52
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 0 7 8 371 8 3 482 11
Future Volume (veh/h) 0 0 0 16 0 7 8 371 8 3 482 11
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 0 8 10 447 10 4 581 13
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222
Cap, veh/h 39 0 16 103 2604 57 88 2633 59
Arrive On Green 0.03 0.00 0.03 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1209 0 509 21 3435 76 4 3474 77
Grp Volume(v), veh/h 27 0 0 244 0 223 314 0 284
Grp Sat Flow(s),veh/h/ln 1718 0 0 1844 0 1688 1867 0 1688 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 1.6 0.0 0.0 2.1
Cycle Q Clear(g_c), s 0.7 0.0 0.0 1.6 0.0 1.6 2.1 0.0 2.1 Prop In Lane 0.70 0.30 0.04 0.04 0.01 0.05
Lane Grp Cap(c), veh/h 55 0 0 1485 0 1280 1500 0 1280
V/C Ratio(X) 0.49 0.00 0.00 0.16 0.00 0.17 0.21 0.00 0.22 Avail Cap(c_a), veh/h 741 0 0 1485 0 1280 1500 0 1280
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.4 0.0 0.0 1.4 0.0 1.4 1.5 0.0 1.5 Incr Delay (d2), s/veh 6.6 0.0 0.0 0.2 0.0 0.3 0.3 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 0.0 0.0 1.7 0.0 1.7 1.8 0.0 1.9 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 27 467 598
Approach Delay, s/veh 27.0 1.7 1.9
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 37.0 37.0 5.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 3.6 4.1 2.7
Green Ext Time (p_c), s 3.0 3.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 2.4
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.969 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3429 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3429 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 56 173
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 150 648 801 211 343 157
Future Volume (vph) 150 648 801 211 343 157
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 165 712 880 232 377 173
Shared Lane Traffic (%)
Lane Group Flow (vph) 165 712 1112 0 377 173
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 150 648 801 343 157
Future Volume (vph) 150 648 801 343 157
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 40.0 27.0 25.0 25.0
Total Split (%) 20.0% 61.5% 41.5% 38.5% 38.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.4 35.4 22.5 20.5 20.5
Actuated g/C Ratio 0.13 0.55 0.35 0.32 0.32
v/c Ratio 0.76 0.37 0.91 0.39 0.29
Control Delay 52.6 9.1 32.0 18.8 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 52.6 9.1 32.0 18.8 4.6

LOS D A C B A
Approach Delay 17.3 32.0 14.3
Approach LOS B C B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 64.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 150 648 801 211 343 157
Future Volume (veh/h) 150 648 801 211 343 157
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 165 712 880 232 377 173
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 203 1910 965 254 994 483
Arrive On Green 0.12 0.54 0.35 0.35 0.32 0.32
Sat Flow, veh/h 1688 3647 2876 733 3092 1502
Grp Volume(v), veh/h 165 712 562 550 377 173
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1738 1546 1502
Q Serve(g_s), s 6.1 7.4 19.3 19.3 6.0 5.6
Cycle Q Clear(g_c), s 6.1 7.4 19.3 19.3 6.0 5.6
Prop In Lane 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 203 1910 616 603 994 483
V/C Ratio(X) 0.81 0.37 0.91 0.91 0.38 0.36
Avail Cap(c_a), veh/h 225 1978 627 613 994 483
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 27.4 8.5 19.9 19.9 16.7 16.6
Incr Delay (d2), s/veh 18.5 0.1 17.5 18.0 1.1 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 2.4 10.1 10.0 2.1 5.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 8.7 37.4 37.9 17.8 18.7
LnGrp LOS D A D D B B
Approach Vol, veh/h 877 1112 550
Approach Delay, s/veh 15.7 37.6 18.1
Approach LOS B D B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 38.8 25.0 12.2 26.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 20.5 8.5 22.5
Max Q Clear Time (g_c+I1), s 9.4 8.0 8.1 21.3
Green Ext Time (p_c), s 5.3 1.6 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 637 1 2 688 0100001
Future Volume (vph) 0 637 1 2 688 0100001
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 827 1 3 894 0100001
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 828 0 0 897 0010010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 637 1 2 688 0100001
Future Vol, veh/h 0 637 1 2 688 0100001
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 827 1 3 894 0100001
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 894 0 0 828 0 0 1729 1728 828 1728 1728 894 Stage 1 - - - - - - 828 828 - 900 900 -
Stage 2 - - - - - - 901 900 - 828 828 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 759 - - 803 - - 69 88 371 70 88 340
Stage 1 - - - - - - 365 386 - 333 357 -
Stage 2 - - - - - - 333 357 - 365 386 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 759 - - 803 - - 68 87 371 70 87 340
Mov Cap-2 Maneuver - - - - - - 68 87 - 70 87 -
Stage 1 - - - - - - 365 386 - 333 355 -
Stage 2 - - - - - - 329 355 - 365 386 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 59 15.6

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 68 759 - - 803 - - 340
HCM Lane V/C Ratio 0.019 - - - 0.003 - - 0.004
HCM Control Delay (s) 59 0 - - 9.5 0 - 15.6
HCM Lane LOS F A - - A A - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.865 0.865
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 640 3 8 662 1 0 0 13 0 0 1
Future Volume (vph) 0 640 3 8 662 1 0 0 13 0 0 1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 842 4 11 871 1 0 0 17 0 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 846 0 0 883 0 0 17 0010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 640 3 8 662 1 0 0 13 0 0 1
Future Vol, veh/h 0 640 3 8 662 1 0 0 13 0 0 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 842 4 11 871 1 0 0 17 0 0 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 872 0 0 846 0 0 1738 1738 844 1747 1740 872 Stage 1 - - - - - - 844 844 - 894 894 -
Stage 2 - - - - - - 894 894 - 853 846 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 773 - - 791 - - 68 87 363 67 87 350
Stage 1 - - - - - - 358 379 - 336 360 -
Stage 2 - - - - - - 336 360 - 354 378 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 773 - - 791 - - 66 85 363 63 85 350
Mov Cap-2 Maneuver - - - - - - 66 85 - 63 85 -
Stage 1 - - - - - - 358 379 - 336 350 -
Stage 2 - - - - - - 326 350 - 337 378 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 15.4 15.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 363 773 - - 791 - - 350
HCM Lane V/C Ratio 0.047 - - - 0.013 - - 0.004
HCM Control Delay (s) 15.4 0 - - 9.6 0 - 15.3
HCM Lane LOS C A - - A A - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.998 0.996 0.929 0.941
Flt Protected 0.999 0.981 0.973
Satd. Flow (prot) 0 1859 0 0 1853 0 0 1698 0 0 1706 0
Flt Permitted 0.999 0.981 0.973
Satd. Flow (perm) 0 1859 0 0 1853 0 0 1698 0 0 1706 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 6 644 9 9 659 19 12 2 16 25 0 20
Future Volume (vph) 6 644 9 9 659 19 12 2 16 25 0 20
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 8 815 11 11 834 24 15 3 20 32 0 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 834 0 0 869 0 0 38 0 0 57 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 644 9 9 659 19 12 2 16 25 0 20
Future Vol, veh/h 6 644 9 9 659 19 12 2 16 25 0 20
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
Heavy Vehicles, % 2 22222222222
Mvmt Flow 8 815 11 11 834 24 15 3 20 32 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 858 0 0 826 0 0 1718 1717 821 1716 1710 846 Stage 1 - - - - - - 837 837 - 868 868 -
Stage 2 - - - - - - 881 880 - 848 842 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 783 - - 805 - - 71 90 374 71 91 362
Stage 1 - - - - - - 361 382 - 347 370 -
Stage 2 - - - - - - 341 365 - 356 380 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 783 - - 805 - - 64 86 374 63 87 362
Mov Cap-2 Maneuver - - - - - - 64 86 - 63 87 -
Stage 1 - - - - - - 354 375 - 340 360 -
Stage 2 - - - - - - 309 356 - 328 373 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 49.4 80.6

HCM LOS E F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 118 783 - - 805 - - 100
HCM Lane V/C Ratio 0.322 0.01 - - 0.014 - - 0.57
HCM Control Delay (s) 49.4 9.6 0 - 9.5 0 - 80.6
HCM Lane LOS E A A - A A - F
HCM 95th %tile Q(veh) 1.3 0 - - 0 - - 2.7
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.977
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1820 0 Flt Permitted 0.188 0.199 0.447 0.672
Satd. Flow (perm) 332 1863 1500 351 1863 1500 789 1863 1500 1186 1820 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 211 224 143 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 20 398 245 37 426 279 213 94 112 283 186 33 Future Volume (vph) 20 398 245 37 426 279 213 94 112 283 186 33 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 25 491 302 46 526 344 263 116 138 349 230 41 Shared Lane Traffic (%)
Lane Group Flow (vph) 25 491 302 46 526 344 263 116 138 349 271 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 398 245 37 426 279 213 94 112 283 186 Future Volume (vph) 20 398 245 37 426 279 213 94 112 283 186 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 27.2 24.4 24.4 28.0 26.1 26.1 29.6 20.3 20.3 30.2 20.6 Actuated g/C Ratio 0.37 0.33 0.33 0.38 0.36 0.36 0.40 0.28 0.28 0.41 0.28 v/c Ratio 0.12 0.79 0.47 0.20 0.79 0.51 0.61 0.22 0.27 0.63 0.52 Control Delay 13.2 33.5 9.3 14.5 32.1 9.9 22.3 24.5 6.0 22.9 27.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 33.5 9.3 14.5 32.1 9.9 22.3 24.5 6.0 22.9 27.7

LOS B C A B C A C C A C C
Approach Delay 23.9 22.9 18.4 25.0
Approach LOS C C B C
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 73.2
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Maximum Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 70th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 27.5 27.5 5.0 37.0 37.0 9.5 20.0 20.0 9.5 20.0 50th %ile Term Code Skip Max Max Max Hold Hold Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 22.9 22.9 0.0 22.9 22.9 9.5 20.0 20.0 9.5 20.0 30th %ile Term Code Skip Hold Hold Skip Gap Gap Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 17.3 17.3 0.0 17.3 17.3 8.0 20.0 20.0 9.2 21.2 10th %ile Term Code Skip Hold Hold Skip Gap Gap Gap MaxR MaxR Gap Hold Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 73.2
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 80
70th %ile Actuated Cycle: 80
50th %ile Actuated Cycle: 80
30th %ile Actuated Cycle: 65.9
10th %ile Actuated Cycle: 60
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 398 245 37 426 279 213 94 112 283 186 33 Future Volume (veh/h) 20 398 245 37 426 279 213 94 112 283 186 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 25 491 302 46 526 344 263 116 138 349 230 41 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 181 581 467 211 608 488 470 510 410 556 421 75 Arrive On Green 0.03 0.31 0.31 0.04 0.33 0.33 0.13 0.27 0.27 0.13 0.27 0.27 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1545 275 Grp Volume(v), veh/h 25 491 302 46 526 344 263 116 138 349 0 271 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1821 Q Serve(g_s), s 0.7 18.0 12.7 1.3 19.4 14.7 8.1 3.5 5.4 9.5 0.0 9.3 Cycle Q Clear(g_c), s 0.7 18.0 12.7 1.3 19.4 14.7 8.1 3.5 5.4 9.5 0.0 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 181 581 467 211 608 488 470 510 410 556 0 497 V/C Ratio(X) 0.14 0.84 0.65 0.22 0.87 0.70 0.56 0.23 0.34 0.63 0.00 0.55 Avail Cap(c_a), veh/h 250 701 563 256 701 563 470 510 410 556 0 497 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 0.00 1.00 Uniform Delay (d), s/veh 18.7 23.6 21.8 18.2 23.2 21.7 16.3 20.7 21.4 17.3 0.0 22.8 Incr Delay (d2), s/veh 0.3 8.0 1.9 0.5 9.9 3.3 1.5 1.0 2.2 2.2 0.0 4.3 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 0.3 8.7 4.5 0.5 9.6 5.3 3.1 1.6 2.1 4.4 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 31.6 23.7 18.7 33.2 25.0 17.8 21.7 23.6 19.5 0.0 27.1 LnGrp LOS B C C B C C B C C B A C
Approach Vol, veh/h 818 916 517 620
Approach Delay, s/veh 28.3 29.4 20.2 22.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 24.5 7.5 27.3 14.0 24.5 6.5 28.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 20.0 5.0 27.5 9.5 20.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 11.5 7.4 3.3 20.0 10.1 11.3 2.7 21.4 Green Ext Time (p_c), s 0.0 0.8 0.0 2.6 0.0 1.0 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.990 0.887
Flt Protected 0.956 0.978
Satd. Flow (prot) 1763 0 0 1822 1652 0
Flt Permitted 0.956 0.978
Satd. Flow (perm) 1763 0 0 1822 1652 0
Link Speed (mph) 30 30 30
Link Distance (ft) 392 178 1180
Travel Time (s) 8.9 4.0 26.8
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 12 14529
Future Volume (vph) 12 14529
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 13 1 4 5 2 10
Shared Lane Traffic (%)
Lane Group Flow (vph) 14 0 0 9 12 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 4.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 14529
Future Vol, veh/h 12 14529
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 13 1 4 5 2 10
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 20 7 12 0 - 0
Stage 1 7 -----
Stage 2 13 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 997 1075 1607 - - -
Stage 1 1016 -----
Stage 2 1010 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 995 1075 1607 - - -
Mov Cap-2 Maneuver 995 -----
Stage 1 1014 -----
Stage 2 1010 -----
Approach EB NB SB
HCM Control Delay, s 8.6 3.2 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1607 - 1001 - -
HCM Lane V/C Ratio 0.003 - 0.014 - -
HCM Control Delay (s) 7.2 0 8.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.968 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3426 0 1676 3493 0 Flt Permitted 0.950 0.950 0.588 0.610
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 1038 3426 0 1076 3493 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 109 49 17
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 40 407 89 43 322 99 41 163 45 121 221 21 Future Volume (vph) 40 407 89 43 322 99 41 163 45 121 221 21 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 44 447 98 47 354 109 45 179 49 133 243 23 Shared Lane Traffic (%)
Lane Group Flow (vph) 44 447 98 47 354 109 45 228 0 133 266 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 40 407 89 43 322 99 41 163 121 221 Future Volume (vph) 40 407 89 43 322 99 41 163 121 221
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.2 17.0 17.0 5.7 17.1 17.1 19.2 19.2 19.2 19.2 Actuated g/C Ratio 0.11 0.35 0.35 0.12 0.35 0.35 0.39 0.39 0.39 0.39 v/c Ratio 0.25 0.69 0.17 0.24 0.54 0.18 0.11 0.17 0.31 0.19 Control Delay 28.1 20.5 3.6 27.2 16.5 4.0 14.6 10.5 16.8 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.1 20.5 3.6 27.2 16.5 4.0 14.6 10.5 16.8 12.2

LOS C C A C B A B B B B
Approach Delay 18.2 14.8 11.1 13.7
Approach LOS B B B B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.8
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.1 Intersection LOS: B
Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 70th %ile Term Code Max Max Max Max Hold Hold MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 19.1 19.1 0.0 19.1 19.1 18.5 18.5 18.5 18.5 50th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 12.7 12.7 0.0 12.7 12.7 18.5 18.5 18.5 18.5 30th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 9.8 9.8 0.0 9.8 9.8 18.5 18.5 18.5 18.5 10th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.8
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 46.6
30th %ile Actuated Cycle: 40.2
10th %ile Actuated Cycle: 37.3
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 407 89 43 322 99 41 163 45 121 221 21 Future Volume (veh/h) 40 407 89 43 322 99 41 163 45 121 221 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 44 447 98 47 354 109 45 179 49 133 243 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 77 569 457 81 573 460 488 1039 277 506 1230 115 Arrive On Green 0.05 0.30 0.30 0.05 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1055 2775 739 1092 3284 308 Grp Volume(v), veh/h 44 447 98 47 354 109 45 113 115 133 131 135 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1055 1777 1737 1092 1777 1815 Q Serve(g_s), s 1.3 10.8 2.4 1.3 8.0 2.7 1.5 2.1 2.2 4.6 2.4 2.5 Cycle Q Clear(g_c), s 1.3 10.8 2.4 1.3 8.0 2.7 4.0 2.1 2.2 6.8 2.4 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 0.17
Lane Grp Cap(c), veh/h 77 569 457 81 573 460 488 666 651 506 666 680 V/C Ratio(X) 0.57 0.79 0.21 0.58 0.62 0.24 0.09 0.17 0.18 0.26 0.20 0.20 Avail Cap(c_a), veh/h 171 852 684 188 871 699 488 666 651 506 666 680 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 23.1 15.7 12.8 23.0 14.7 12.8 11.8 10.3 10.3 12.6 10.4 10.4 Incr Delay (d2), s/veh 6.4 2.9 0.2 6.4 1.1 0.3 0.4 0.6 0.6 1.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.4 0.7 0.6 3.1 0.8 0.4 0.8 0.8 1.1 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.5 18.6 13.0 29.4 15.8 13.1 12.2 10.9 10.9 13.9 11.1 11.1 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 589 510 273 399
Approach Delay, s/veh 18.5 16.4 11.1 12.0
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 6.9 19.5 23.0 6.8 19.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 5.5 22.5 18.5 5.0 23.0 Max Q Clear Time (g_c+I1), s 6.0 3.3 12.8 8.8 3.3 10.0
Green Ext Time (p_c), s 1.1 0.0 2.2 1.5 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.929 0.986
Flt Protected 0.977 0.998
Satd. Flow (prot) 1691 0 3490 0 0 3532
Flt Permitted 0.977 0.998
Satd. Flow (perm) 1691 0 3490 0 0 3532
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 8 9 238 24 14 337
Future Volume (vph) 8 9 238 24 14 337
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 9 10 274 28 16 387
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 302 0 0 403
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 9 238 24 14 337
Future Vol, veh/h 8 9 238 24 14 337
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 22222
Mvmt Flow 9 10 274 28 16 387
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 514 151 0 0 302 0
Stage 1 288 -----
Stage 2 226 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 490 868 - - 1256 -
Stage 1 735 -----
Stage 2 790 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 482 868 - - 1256 -
Mov Cap-2 Maneuver 482 -----
Stage 1 735 -----
Stage 2 777 -----
Approach WB NB SB
HCM Control Delay, s 10.9 0 0.4

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 630 1256 -
HCM Lane V/C Ratio - - 0.031 0.013 -
HCM Control Delay (s) - - 10.9 7.9 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.969 0.991 0.998
Flt Protected 0.963 0.999 0.999
Satd. Flow (prot) 0000 1738 0 0 3504 0 0 3529 0
Flt Permitted 0.963 0.952 0.951
Satd. Flow (perm) 0000 1738 0 0 3339 0 0 3359 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 15 3
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 17 0 5 3 263 16 5 331 4
Future Volume (vph) 0 0 0 17 0 5 3 263 16 5 331 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 20 0 6 4 309 19 6 389 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 26 0 0 332 0 0 400 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 3 263 5 331
Future Volume (vph) 0 3 263 5 331
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 5.9 50.5 50.5
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.12 0.10 0.13
Control Delay 11.9 0.8 0.8
Queue Delay 0.0 0.0 0.0
Total Delay 11.9 0.8 0.8

LOS B A A
Approach Delay 11.9 0.8 0.8
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 53.3
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.13
Intersection Signal Delay: 1.2 Intersection LOS: A
Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Protected Phases 8 2 6
Permitted Phases 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 19.5 31.5 31.5 31.5 31.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
90th %ile Green (s) 7.2 46.5 46.5 46.5 46.5
90th %ile Term Code Gap Dwell Dwell Dwell Dwell
70th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
70th %ile Term Code Skip Dwell Dwell Dwell Dwell
50th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
50th %ile Term Code Skip Dwell Dwell Dwell Dwell
30th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
30th %ile Term Code Skip Dwell Dwell Dwell Dwell
10th %ile Green (s) 0.0 46.5 46.5 46.5 46.5
10th %ile Term Code Skip Dwell Dwell Dwell Dwell
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 53.3
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 62.7
70th %ile Actuated Cycle: 51
50th %ile Actuated Cycle: 51
30th %ile Actuated Cycle: 51
10th %ile Actuated Cycle: 51
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 3: S LORAINE AVE & E STEFFEN ST
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 17 0 5 3 263 16 5 331 4
Future Volume (veh/h) 0 0 0 17 0 5 3 263 16 5 331 4
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 0 6 4 309 19 6 389 5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222
Cap, veh/h 42 0 12 94 2503 152 97 2638 34
Arrive On Green 0.03 0.00 0.03 0.75 0.75 0.75 0.75 0.75 0.75 Sat Flow, veh/h 1332 0 400 7 3321 201 11 3500 44
Grp Volume(v), veh/h 26 0 0 175 0 157 210 0 190
Grp Sat Flow(s),veh/h/ln 1732 0 0 1864 0 1666 1862 0 1694 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.3
Cycle Q Clear(g_c), s 0.6 0.0 0.0 1.1 0.0 1.1 1.3 0.0 1.3 Prop In Lane 0.77 0.23 0.02 0.12 0.03 0.03
Lane Grp Cap(c), veh/h 54 0 0 1493 0 1255 1492 0 1277
V/C Ratio(X) 0.48 0.00 0.00 0.12 0.00 0.13 0.14 0.00 0.15 Avail Cap(c_a), veh/h 808 0 0 1493 0 1255 1492 0 1277
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.9 0.0 0.0 1.4 0.0 1.4 1.4 0.0 1.4 Incr Delay (d2), s/veh 6.5 0.0 0.0 0.2 0.0 0.2 0.2 0.0 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 0.0 0.0 1.6 0.0 1.6 1.6 0.0 1.7 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 26 332 400
Approach Delay, s/veh 26.4 1.6 1.7
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 36.0 36.0 5.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 31.5 19.5
Max Q Clear Time (g_c+I1), s 3.1 3.3 2.6
Green Ext Time (p_c), s 2.0 2.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 2.5
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.966 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3419 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3419 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 66 116
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 143 915 594 176 264 109
Future Volume (vph) 143 915 594 176 264 109
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 152 973 632 187 281 116
Shared Lane Traffic (%)
Lane Group Flow (vph) 152 973 819 0 281 116
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 143 915 594 264 109
Future Volume (vph) 143 915 594 264 109
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.7 27.9 17.4 19.4 19.4
Actuated g/C Ratio 0.15 0.49 0.31 0.34 0.34
v/c Ratio 0.59 0.56 0.74 0.27 0.20
Control Delay 34.0 10.9 22.0 15.8 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.0 10.9 22.0 15.8 4.7

LOS C B C B A
Approach Delay 14.0 22.0 12.6
Approach LOS B C B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.4
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 16.6 Intersection LOS: B
Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Protected Phases 7486
Permitted Phases 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Maximum Green (s) 9.5 32.0 18.0 19.0 19.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
90th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
90th %ile Term Code Max Hold Max MaxR MaxR
70th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
70th %ile Term Code Max Hold Max MaxR MaxR
50th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
50th %ile Term Code Max Hold Max MaxR MaxR
30th %ile Green (s) 9.0 31.4 17.9 19.0 19.0
30th %ile Term Code Gap Hold Gap MaxR MaxR
10th %ile Green (s) 0.0 14.5 14.5 19.0 19.0
10th %ile Term Code Skip Gap Hold MaxR MaxR
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.4
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 60
30th %ile Actuated Cycle: 59.4
10th %ile Actuated Cycle: 42.5
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 4: ROUTE 66 & S LORAINE AVE
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 143 915 594 176 264 109
Future Volume (veh/h) 143 915 594 176 264 109
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 152 973 632 187 281 116
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 222222
Cap, veh/h 192 1727 784 232 1078 524
Arrive On Green 0.11 0.49 0.29 0.29 0.35 0.35
Sat Flow, veh/h 1688 3647 2798 799 3092 1502
Grp Volume(v), veh/h 152 973 415 404 281 116
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1727 1546 1502
Q Serve(g_s), s 4.8 10.6 11.8 11.8 3.5 3.0
Cycle Q Clear(g_c), s 4.8 10.6 11.8 11.8 3.5 3.0
Prop In Lane 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 192 1727 515 500 1078 524
V/C Ratio(X) 0.79 0.56 0.81 0.81 0.26 0.22
Avail Cap(c_a), veh/h 294 2088 587 570 1078 524
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 23.5 9.9 17.9 17.9 12.7 12.5
Incr Delay (d2), s/veh 8.0 0.3 7.2 7.5 0.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 3.3 5.3 5.2 1.2 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 10.2 25.2 25.5 13.3 13.5
LnGrp LOS C B C C B B
Approach Vol, veh/h 1125 819 397
Approach Delay, s/veh 13.1 25.3 13.4
Approach LOS B C B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 31.0 23.5 10.7 20.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.0 19.0 9.5 18.0
Max Q Clear Time (g_c+I1), s 12.6 5.5 6.8 13.8
Green Ext Time (p_c), s 7.0 1.2 0.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 562 0 0 485 0000000
Future Volume (vph) 0 562 0 0 485 0000000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 677 0 0 584 0000000
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 677 0 0 584 0000000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 562 0 0 485 0000000
Future Vol, veh/h 0 562 0 0 485 0000000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 677 0 0 584 0000000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 584 0 0 677 0 0 1261 1261 677 1261 1261 584 Stage 1 - - - - - - 677 677 - 584 584 -
Stage 2 - - - - - - 584 584 - 677 677 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 991 - - 915 - - 147 170 453 147 170 512 Stage 1 - - - - - - 443 452 - 498 498 -
Stage 2 - - - - - - 498 498 - 443 452 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 991 - - 915 - - 147 170 453 147 170 512 Mov Cap-2 Maneuver - - - - - - 147 170 - 147 170 -
Stage 1 - - - - - - 443 452 - 498 498 -
Stage 2 - - - - - - 498 498 - 443 452 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 991 - - 915 - - -
HCM Lane V/C Ratio --------
HCM Control Delay (s) 0 0 - - 0 - - 0
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) - 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.996 0.887
Flt Protected 0.992
Satd. Flow (prot) 0 1861 0 0 1855 0 0 1639 0 0 1863 0
Flt Permitted 0.992
Satd. Flow (perm) 0 1861 0 0 1855 0 0 1639 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 1 552 4 1 481 16 209000
Future Volume (vph) 1 552 4 1 481 16 209000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 1 634 5 1 553 18 2 0 10 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 640 0 0 572 0 0 12 0000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 552 4 1 481 16 209000
Future Vol, veh/h 1 552 4 1 481 16 209000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 634 5 1 553 18 2 0 10 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 571 0 0 639 0 0 1203 1212 637 1208 1205 562 Stage 1 - - - - - - 639 639 - 564 564 -
Stage 2 - - - - - - 564 573 - 644 641 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1002 - - 945 - - 161 182 477 160 184 526 Stage 1 - - - - - - 464 470 - 510 508 -
Stage 2 - - - - - - 510 504 - 461 469 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1002 - - 945 - - 161 181 477 156 183 526 Mov Cap-2 Maneuver - - - - - - 161 181 - 156 183 -
Stage 1 - - - - - - 463 469 - 509 507 -
Stage 2 - - - - - - 509 503 - 450 468 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 15.6 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 352 1002 - - 945 - - -
HCM Lane V/C Ratio 0.036 0.001 - - 0.001 - - -
HCM Control Delay (s) 15.6 8.6 0 - 8.8 0 - 0
HCM Lane LOS C A A - A A - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.995 0.989 0.929 0.970
Flt Protected 0.999 0.999 0.979 0.964
Satd. Flow (prot) 0 1852 0 0 1840 0 0 1694 0 0 1742 0
Flt Permitted 0.999 0.999 0.979 0.964
Satd. Flow (perm) 0 1852 0 0 1840 0 0 1694 0 0 1742 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 12 531 20 14 488 43 8 1 10 37 2 11 Future Volume (vph) 12 531 20 14 488 43 8 1 10 37 2 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 14 610 23 16 561 49 9 1 11 43 2 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 647 0 0 626 0 0 21 0 0 58 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 531 20 14 488 43 8 1 10 37 2 11
Future Vol, veh/h 12 531 20 14 488 43 8 1 10 37 2 11
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 14 610 23 16 561 49 9 1 11 43 2 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 610 0 0 633 0 0 1275 1292 622 1274 1279 586 Stage 1 - - - - - - 650 650 - 618 618 -
Stage 2 - - - - - - 625 642 - 656 661 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 969 - - 950 - - 144 163 487 144 166 510 Stage 1 - - - - - - 458 465 - 477 481 -
Stage 2 - - - - - - 473 469 - 454 460 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 969 - - 950 - - 134 155 487 135 158 510 Mov Cap-2 Maneuver - - - - - - 134 155 - 135 158 -
Stage 1 - - - - - - 448 455 - 467 468 -
Stage 2 - - - - - - 447 457 - 432 450 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 23.3 39

HCM LOS C E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 219 969 - - 950 - - 162
HCM Lane V/C Ratio 0.1 0.014 - - 0.017 - - 0.355
HCM Control Delay (s) 23.3 8.8 0 - 8.9 0 - 39
HCM Lane LOS C A A - A A - E
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 1.5
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.969
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1805 0 Flt Permitted 0.298 0.230 0.701 0.704
Satd. Flow (perm) 526 1863 1500 406 1863 1500 1237 1863 1500 1242 1805 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 176 230 176 18
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 15 420 121 20 362 215 179 74 28 218 62 16 Future Volume (vph) 15 420 121 20 362 215 179 74 28 218 62 16 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 16 462 133 22 398 236 197 81 31 240 68 18 Shared Lane Traffic (%)
Lane Group Flow (vph) 16 462 133 22 398 236 197 81 31 240 86 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 420 121 20 362 215 179 74 28 218 62 Future Volume (vph) 15 420 121 20 362 215 179 74 28 218 62 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 18.3 17.4 17.4 18.3 17.4 17.4 23.7 18.5 18.5 23.7 18.5 Actuated g/C Ratio 0.33 0.31 0.31 0.33 0.31 0.31 0.42 0.33 0.33 0.42 0.33 v/c Ratio 0.06 0.80 0.23 0.09 0.69 0.38 0.35 0.13 0.05 0.43 0.14 Control Delay 12.1 31.9 2.8 12.6 25.7 5.1 12.0 15.6 0.1 13.2 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.1 31.9 2.8 12.6 25.7 5.1 12.0 15.6 0.1 13.2 13.2

LOS B C A B C A B B A B B
Approach Delay 25.0 17.9 11.8 13.2
Approach LOS C B B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.3
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 18.4 Intersection LOS: B
Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Maximum Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 70th %ile Term Code Skip Max Max Skip Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 50th %ile Term Code Skip Max Max Skip Max Max Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 17.7 17.7 0.0 17.7 17.7 5.1 18.4 18.4 5.1 18.4 30th %ile Term Code Skip Gap Gap Skip Hold Hold Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 13.8 13.8 0.0 13.8 13.8 5.1 18.4 18.4 5.1 18.4 10th %ile Term Code Skip Gap Gap Skip Hold Hold Max MaxR MaxR Max MaxR Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.3
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 65
70th %ile Actuated Cycle: 55.5
50th %ile Actuated Cycle: 55.5
30th %ile Actuated Cycle: 54.7
10th %ile Actuated Cycle: 50.8
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 420 121 20 362 215 179 74 28 218 62 16 Future Volume (veh/h) 15 420 121 20 362 215 179 74 28 218 62 16 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 16 462 133 22 398 236 197 81 31 240 68 18 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 225 528 424 200 540 433 602 574 461 598 437 116 Arrive On Green 0.02 0.28 0.28 0.03 0.29 0.29 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1425 377 Grp Volume(v), veh/h 16 462 133 22 398 236 197 81 31 240 0 86 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1802 Q Serve(g_s), s 0.4 14.1 4.2 0.5 11.5 8.0 4.8 1.9 0.9 5.1 0.0 2.1 Cycle Q Clear(g_c), s 0.4 14.1 4.2 0.5 11.5 8.0 4.8 1.9 0.9 5.1 0.0 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 225 528 424 200 540 433 602 574 461 598 0 553 V/C Ratio(X) 0.07 0.87 0.31 0.11 0.74 0.54 0.33 0.14 0.07 0.40 0.00 0.16 Avail Cap(c_a), veh/h 333 577 463 297 577 463 602 574 461 598 0 553 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 0.00 1.00 Uniform Delay (d), s/veh 15.8 20.5 16.9 16.3 19.3 18.0 12.6 15.1 14.7 13.2 0.0 15.1 Incr Delay (d2), s/veh 0.1 13.2 0.4 0.2 4.6 1.1 0.3 0.5 0.3 0.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.5 1.4 0.2 5.2 2.6 1.7 0.8 0.3 2.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.9 33.7 17.4 16.5 23.9 19.2 12.9 15.6 15.0 13.6 0.0 15.7 LnGrp LOS B C B B C BBBBBAB
Approach Vol, veh/h 611 656 309 326
Approach Delay, s/veh 29.7 22.0 13.8 14.2
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 22.9 6.0 21.4 9.6 22.9 5.7 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.4 5.0 18.5 5.1 18.4 5.0 18.5 Max Q Clear Time (g_c+I1), s 7.1 3.9 2.5 16.1 6.8 4.1 2.4 13.5 Green Ext Time (p_c), s 0.0 0.4 0.0 0.8 0.0 0.3 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.958 0.899
Flt Protected 0.967 0.976
Satd. Flow (prot) 1726 0 0 1818 1675 0
Flt Permitted 0.967 0.976
Satd. Flow (perm) 1726 0 0 1818 1675 0
Link Speed (mph) 30 30 30
Link Distance (ft) 392 178 1180
Travel Time (s) 8.9 4.0 26.8
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 8 4 3 3 5 14
Future Volume (vph) 8 4 3 3 5 14
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 9 4 3 3 5 15
Shared Lane Traffic (%)
Lane Group Flow (vph) 13 0 0 6 20 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
EXISTING WITH PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 4 3 3 5 14
Future Vol, veh/h 8 4 3 3 5 14
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 9 4 3 3 5 15
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 22 13 20 0 - 0
Stage 1 13 -----
Stage 2 9 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 995 1067 1596 - - -
Stage 1 1010 -----
Stage 2 1014 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 993 1067 1596 - - -
Mov Cap-2 Maneuver 993 -----
Stage 1 1008 -----
Stage 2 1014 -----
Approach EB NB SB
HCM Control Delay, s 8.6 3.6 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1596 - 1016 - -
HCM Lane V/C Ratio 0.002 - 0.013 - -
HCM Control Delay (s) 7.3 0 8.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
Forecast Opening Year Without Project Conditions
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.961 0.981
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3401 0 1676 3472 0 Flt Permitted 0.950 0.950 0.385 0.471
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 679 3401 0 831 3472 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 94 94 75 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 30 424 69 64 505 148 59 261 90 172 389 57 Future Volume (vph) 30 424 69 64 505 148 59 261 90 172 389 57 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 37 517 84 78 616 180 72 318 110 210 474 70 Shared Lane Traffic (%)
Lane Group Flow (vph) 37 517 84 78 616 180 72 428 0 210 544 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 30 424 69 64 505 148 59 261 172 389 Future Volume (vph) 30 424 69 64 505 148 59 261 172 389 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.1 22.7 22.7 5.6 26.8 26.8 24.4 24.4 24.4 24.4 Actuated g/C Ratio 0.08 0.36 0.36 0.09 0.42 0.42 0.38 0.38 0.38 0.38 v/c Ratio 0.28 0.78 0.14 0.53 0.79 0.26 0.28 0.32 0.66 0.41 Control Delay 36.1 28.2 3.8 46.2 26.2 8.0 20.1 13.6 32.4 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 28.2 3.8 46.2 26.2 8.0 20.1 13.6 32.4 16.4

LOS D C A D C A C B C B
Approach Delay 25.4 24.2 14.5 20.8
Approach LOS C C B C
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 63.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 21.8 Intersection LOS: C
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Maximum Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 70th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 24.0 24.0 5.5 34.0 34.0 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 20.2 20.2 5.5 30.2 30.2 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 16.2 16.2 0.0 16.2 16.2 24.0 24.0 24.0 24.0 10th %ile Term Code Skip Hold Hold Skip Gap Gap MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 63.9
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 70
70th %ile Actuated Cycle: 70
50th %ile Actuated Cycle: 67
30th %ile Actuated Cycle: 63.2
10th %ile Actuated Cycle: 49.2
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 424 69 64 505 148 59 261 90 172 389 57 Future Volume (veh/h) 30 424 69 64 505 148 59 261 90 172 389 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 37 517 84 78 616 180 72 318 110 210 474 70 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 222222222222
Cap, veh/h 64 663 532 99 702 564 327 978 332 373 1167 172 Arrive On Green 0.04 0.35 0.35 0.06 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 817 2604 884 909 3108 457 Grp Volume(v), veh/h 37 517 84 78 616 180 72 215 213 210 270 274 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 817 1777 1711 909 1777 1788 Q Serve(g_s), s 1.4 15.8 2.4 2.9 19.6 5.4 4.6 5.5 5.7 13.7 7.1 7.2 Cycle Q Clear(g_c), s 1.4 15.8 2.4 2.9 19.6 5.4 11.8 5.5 5.7 19.4 7.1 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 0.26
Lane Grp Cap(c), veh/h 64 663 532 99 702 564 327 667 643 373 667 672 V/C Ratio(X) 0.58 0.78 0.16 0.79 0.88 0.32 0.22 0.32 0.33 0.56 0.40 0.41 Avail Cap(c_a), veh/h 132 790 634 145 805 646 327 667 643 373 667 672 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 30.3 18.4 14.1 29.7 18.6 14.2 19.1 14.2 14.2 21.1 14.7 14.7 Incr Delay (d2), s/veh 8.2 4.2 0.1 15.9 9.8 0.3 1.5 1.3 1.4 6.0 1.8 1.8 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 0.7 6.9 0.8 1.6 9.5 1.7 0.9 2.2 2.2 3.3 3.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.4 22.6 14.2 45.6 28.4 14.5 20.6 15.5 15.6 27.1 16.5 16.5 LnGrp LOS D C B D C B C B B C B B
Approach Vol, veh/h 638 874 500 754
Approach Delay, s/veh 22.4 27.1 16.3 19.5
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.5 8.2 27.2 28.5 6.9 28.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 5.5 27.0 24.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 13.8 4.9 17.8 21.4 3.4 21.6 Green Ext Time (p_c), s 2.2 0.0 2.5 1.2 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.902 0.993
Flt Protected 0.987 0.999
Satd. Flow (prot) 1658 0 3514 0 0 3536
Flt Permitted 0.987 0.999
Satd. Flow (perm) 1658 0 3514 0 0 3536
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 10 28 382 18 13 497
Future Volume (vph) 10 28 382 18 13 497
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 13 35 478 23 16 621
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 0 501 0 0 637
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 28 382 18 13 497
Future Vol, veh/h 10 28 382 18 13 497
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 2 22222
Mvmt Flow 13 35 478 23 16 621
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 833 251 0 0 501 0
Stage 1 490 -----
Stage 2 343 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 307 749 - - 1059 -
Stage 1 581 -----
Stage 2 690 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 300 749 - - 1059 -
Mov Cap-2 Maneuver 300 -----
Stage 1 581 -----
Stage 2 674 -----
Approach WB NB SB
HCM Control Delay, s 12.4 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 537 1059 -
HCM Lane V/C Ratio - - 0.088 0.015 -
HCM Control Delay (s) - - 12.4 8.5 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.943 0.998 0.997
Flt Protected 0.972 0.999
Satd. Flow (prot) 0000 1707 0 0 3529 0 0 3529 0
Flt Permitted 0.972 0.945 0.953
Satd. Flow (perm) 0000 1707 0 0 3338 0 0 3363 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 4 5
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 9 0 7 8 383 6 3 497 11
Future Volume (vph) 0 0 0 9 0 7 8 383 6 3 497 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 11 0 8 10 461 7 4 599 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 19 0 0 478 0 0 616 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 8 383 3 497
Future Volume (vph) 0 8 383 3 497
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.0 37.0 37.0 37.0 37.0
Total Split (%) 38.3% 61.7% 61.7% 61.7% 61.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 5.8 51.5 51.5
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.09 0.15 0.19
Control Delay 10.2 0.8 0.9
Queue Delay 0.0 0.0 0.0
Total Delay 10.2 0.8 0.9

LOS B A A
Approach Delay 10.3 0.8 0.9
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 54.2
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.19
Intersection Signal Delay: 1.0 Intersection LOS: A
Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 9 0 7 8 383 6 3 497 11
Future Volume (veh/h) 0 0 0 9 0 7 8 383 6 3 497 11
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 8 10 461 7 4 599 13
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222
Cap, veh/h 23 0 17 104 2649 40 88 2658 57
Arrive On Green 0.02 0.00 0.02 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 980 0 713 20 3464 52 4 3477 75
Grp Volume(v), veh/h 19 0 0 250 0 228 323 0 293
Grp Sat Flow(s),veh/h/ln 1693 0 0 1844 0 1693 1867 0 1689 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 1.6 0.0 0.0 2.1
Cycle Q Clear(g_c), s 0.5 0.0 0.0 1.5 0.0 1.6 2.1 0.0 2.1 Prop In Lane 0.58 0.42 0.04 0.03 0.01 0.04
Lane Grp Cap(c), veh/h 40 0 0 1498 0 1294 1513 0 1291
V/C Ratio(X) 0.47 0.00 0.00 0.17 0.00 0.18 0.21 0.00 0.23 Avail Cap(c_a), veh/h 737 0 0 1498 0 1294 1513 0 1291
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.5 0.0 0.0 1.4 0.0 1.4 1.4 0.0 1.4 Incr Delay (d2), s/veh 8.5 0.0 0.0 0.2 0.0 0.3 0.3 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 0.0 0.0 1.6 0.0 1.7 1.7 0.0 1.8 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 19 478 616
Approach Delay, s/veh 29.0 1.6 1.8
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 37.0 37.0 5.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 3.6 4.1 2.5
Green Ext Time (p_c), s 3.1 4.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.2
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.969 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3429 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3429 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 55 171
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 152 684 834 219 353 156
Future Volume (vph) 152 684 834 219 353 156
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 167 752 916 241 388 171
Shared Lane Traffic (%)
Lane Group Flow (vph) 167 752 1157 0 388 171
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 152 684 834 353 156
Future Volume (vph) 152 684 834 353 156
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 40.0 27.0 25.0 25.0
Total Split (%) 20.0% 61.5% 41.5% 38.5% 38.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.4 35.4 22.5 20.5 20.5
Actuated g/C Ratio 0.13 0.55 0.35 0.32 0.32
v/c Ratio 0.77 0.39 0.95 0.40 0.29
Control Delay 53.2 9.3 37.1 18.9 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 53.2 9.3 37.1 18.9 4.6

LOS D A D B A
Approach Delay 17.2 37.1 14.6
Approach LOS B D B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 64.9
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 25.4 Intersection LOS: C
Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Protected Phases 7486
Permitted Phases 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 40.0 27.0 25.0 25.0
Total Split (%) 20.0% 61.5% 41.5% 38.5% 38.5%
Maximum Green (s) 8.5 35.5 22.5 20.5 20.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
90th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
90th %ile Term Code Max Hold Max MaxR MaxR
70th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
70th %ile Term Code Max Hold Max MaxR MaxR
50th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
50th %ile Term Code Max Hold Max MaxR MaxR
30th %ile Green (s) 8.5 35.5 22.5 20.5 20.5
30th %ile Term Code Max Hold Max MaxR MaxR
10th %ile Green (s) 8.0 35.0 22.5 20.5 20.5
10th %ile Term Code Gap Hold Max MaxR MaxR
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 64.9
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 65
70th %ile Actuated Cycle: 65
50th %ile Actuated Cycle: 65
30th %ile Actuated Cycle: 65
10th %ile Actuated Cycle: 64.5
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 152 684 834 219 353 156
Future Volume (veh/h) 152 684 834 219 353 156
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 167 752 916 241 388 171
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 205 1923 974 256 986 479
Arrive On Green 0.12 0.54 0.35 0.35 0.32 0.32
Sat Flow, veh/h 1688 3647 2878 731 3092 1502
Grp Volume(v), veh/h 167 752 584 573 388 171
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1739 1546 1502
Q Serve(g_s), s 6.2 7.9 20.5 20.5 6.3 5.6
Cycle Q Clear(g_c), s 6.2 7.9 20.5 20.5 6.3 5.6
Prop In Lane 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 205 1923 622 608 986 479
V/C Ratio(X) 0.82 0.39 0.94 0.94 0.39 0.36
Avail Cap(c_a), veh/h 223 1962 622 608 986 479
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 27.5 8.6 20.2 20.3 17.1 16.8
Incr Delay (d2), s/veh 19.1 0.1 22.3 23.1 1.2 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 2.6 11.5 11.4 2.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 8.7 42.6 43.4 18.2 18.9
LnGrp LOS D A D D B B
Approach Vol, veh/h 919 1157 559
Approach Delay, s/veh 15.6 43.0 18.4
Approach LOS B D B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 39.3 25.0 12.3 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 20.5 8.5 22.5
Max Q Clear Time (g_c+I1), s 9.9 8.3 8.2 22.5
Green Ext Time (p_c), s 5.7 1.7 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1770 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 683 1 2 725 0100001
Future Volume (vph) 0 683 1 2 725 0100001
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 887 1 3 942 0100001
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 888 0 0 945 0010010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 683 1 2 725 0100001
Future Vol, veh/h 0 683 1 2 725 0100001
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 887 1 3 942 0100001
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 942 0 0 888 0 0 1837 1836 888 1836 1836 942 Stage 1 - - - - - - 888 888 - 948 948 -
Stage 2 - - - - - - 949 948 - 888 888 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 728 - - 763 - - 58 76 343 58 76 319
Stage 1 - - - - - - 338 362 - 313 339 -
Stage 2 - - - - - - 313 339 - 338 362 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 728 - - 763 - - 57 75 343 58 75 319
Mov Cap-2 Maneuver - - - - - - 57 75 - 58 75 -
Stage 1 - - - - - - 338 362 - 313 336 -
Stage 2 - - - - - - 309 336 - 338 362 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 69.6 16.3

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 57 728 - - 763 - - 319
HCM Lane V/C Ratio 0.023 - - - 0.003 - - 0.004
HCM Control Delay (s) 69.6 0 - - 9.7 0 - 16.3
HCM Lane LOS F A - - A A - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.865 0.865
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 1861 0 0 1611 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 685 4 11 698 1 0 0 18 0 0 1
Future Volume (vph) 0 685 4 11 698 1 0 0 18 0 0 1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 901 5 14 918 1 0 0 24 0 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 906 0 0 933 0 0 24 0010
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 685 4 11 698 1 0 0 18 0 0 1
Future Vol, veh/h 0 685 4 11 698 1 0 0 18 0 0 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 901 5 14 918 1 0 0 24 0 0 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 919 0 0 906 0 0 1851 1851 904 1863 1853 919 Stage 1 - - - - - - 904 904 - 947 947 -
Stage 2 - - - - - - 947 947 - 916 906 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 743 - - 751 - - 57 74 335 56 74 329
Stage 1 - - - - - - 331 356 - 314 340 -
Stage 2 - - - - - - 314 340 - 326 355 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 743 - - 751 - - 55 71 335 51 71 329
Mov Cap-2 Maneuver - - - - - - 55 71 - 51 71 -
Stage 1 - - - - - - 331 356 - 314 327 -
Stage 2 - - - - - - 301 327 - 303 355 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 16.6 16

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 335 743 - - 751 - - 329
HCM Lane V/C Ratio 0.071 - - - 0.019 - - 0.004
HCM Control Delay (s) 16.6 0 - - 9.9 0 - 16
HCM Lane LOS C A - - A A - C
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.996 0.962 0.942
Flt Protected 0.973 0.972
Satd. Flow (prot) 0 1861 0 0 1855 0 0 1744 0 0 1706 0
Flt Permitted 0.973 0.972
Satd. Flow (perm) 0 1861 0 0 1855 0 0 1744 0 0 1706 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 6 700 3 4 702 19 8 2 4 26 0 20
Future Volume (vph) 6 700 3 4 702 19 8 2 4 26 0 20
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 8 886 4 5 889 24 10 3 5 33 0 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 898 0 0 918 0 0 18 0 0 58 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 3.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 700 3 4 702 19 8 2 4 26 0 20
Future Vol, veh/h 6 700 3 4 702 19 8 2 4 26 0 20
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
Heavy Vehicles, % 2 22222222222
Mvmt Flow 8 886 4 5 889 24 10 3 5 33 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 913 0 0 890 0 0 1828 1827 888 1819 1817 901 Stage 1 - - - - - - 904 904 - 911 911 -
Stage 2 - - - - - - 924 923 - 908 906 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 746 - - 761 - - 59 77 343 60 78 337
Stage 1 - - - - - - 331 356 - 328 353 -
Stage 2 - - - - - - 323 349 - 330 355 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 746 - - 761 - - 53 74 343 56 75 337
Mov Cap-2 Maneuver - - - - - - 53 74 - 56 75 -
Stage 1 - - - - - - 324 349 - 321 348 -
Stage 2 - - - - - - 295 344 - 316 348 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 68.3 103.9

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 74 746 - - 761 - - 88
HCM Lane V/C Ratio 0.239 0.01 - - 0.007 - - 0.662
HCM Control Delay (s) 68.3 9.9 0 - 9.8 0 - 103.9
HCM Lane LOS F A A - A A - F
HCM 95th %tile Q(veh) 0.8 0 - - 0 - - 3.2
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.977
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1820 0 Flt Permitted 0.167 0.165 0.428 0.674
Satd. Flow (perm) 295 1863 1500 291 1863 1500 755 1863 1500 1189 1820 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 209 218 143 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 19 428 261 38 448 285 229 96 114 289 190 34 Future Volume (vph) 19 428 261 38 448 285 229 96 114 289 190 34 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 23 528 322 47 553 352 283 119 141 357 235 42 Shared Lane Traffic (%)
Lane Group Flow (vph) 23 528 322 47 553 352 283 119 141 357 277 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 19 428 261 38 448 285 229 96 114 289 190 Future Volume (vph) 19 428 261 38 448 285 229 96 114 289 190 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 28.0 25.2 25.2 28.8 27.0 27.0 29.7 20.2 20.2 30.0 20.4 Actuated g/C Ratio 0.38 0.34 0.34 0.39 0.36 0.36 0.40 0.27 0.27 0.41 0.28 v/c Ratio 0.11 0.83 0.50 0.23 0.81 0.51 0.67 0.23 0.27 0.66 0.54 Control Delay 13.2 36.4 10.3 14.9 33.7 10.4 25.6 24.7 6.2 23.9 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 36.4 10.3 14.9 33.7 10.4 25.6 24.7 6.2 23.9 28.5

LOS B D B B C B C C A C C
Approach Delay 26.2 24.1 20.4 25.9
Approach LOS CCCC
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 74
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 24.4 Intersection LOS: C
Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 32.0 32.0 9.5 32.0 32.0 14.0 24.5 24.5 14.0 24.5 Total Split (%) 11.9% 40.0% 40.0% 11.9% 40.0% 40.0% 17.5% 30.6% 30.6% 17.5% 30.6% Maximum Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 5.0 27.5 27.5 5.0 27.5 27.5 9.5 20.0 20.0 9.5 20.0 70th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 27.5 27.5 5.0 37.0 37.0 9.5 20.0 20.0 9.5 20.0 50th %ile Term Code Skip Max Max Max Hold Hold Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 24.9 24.9 0.0 24.9 24.9 9.5 20.0 20.0 9.5 20.0 30th %ile Term Code Skip Hold Hold Skip Gap Gap Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 19.0 19.0 0.0 19.0 19.0 8.8 20.0 20.0 9.5 20.7 10th %ile Term Code Skip Hold Hold Skip Gap Gap Gap MaxR MaxR Max Hold Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 74
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 80
70th %ile Actuated Cycle: 80
50th %ile Actuated Cycle: 80
30th %ile Actuated Cycle: 67.9
10th %ile Actuated Cycle: 62
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 428 261 38 448 285 229 96 114 289 190 34 Future Volume (veh/h) 19 428 261 38 448 285 229 96 114 289 190 34 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 23 528 322 47 553 352 283 119 141 357 235 42 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 176 605 485 202 635 510 452 500 401 541 413 74 Arrive On Green 0.03 0.32 0.32 0.04 0.34 0.34 0.13 0.27 0.27 0.13 0.27 0.27 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1545 276 Grp Volume(v), veh/h 23 528 322 47 553 352 283 119 141 357 0 277 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1821 Q Serve(g_s), s 0.7 19.9 13.8 1.4 20.7 15.1 9.1 3.7 5.7 9.5 0.0 9.8 Cycle Q Clear(g_c), s 0.7 19.9 13.8 1.4 20.7 15.1 9.1 3.7 5.7 9.5 0.0 9.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 176 605 485 202 635 510 452 500 401 541 0 487 V/C Ratio(X) 0.13 0.87 0.66 0.23 0.87 0.69 0.63 0.24 0.35 0.66 0.00 0.57 Avail Cap(c_a), veh/h 245 688 552 244 688 552 452 500 401 541 0 487 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 0.00 1.00 Uniform Delay (d), s/veh 18.7 23.9 21.8 18.4 23.2 21.3 17.4 21.4 22.2 18.4 0.0 23.7 Incr Delay (d2), s/veh 0.3 10.9 2.5 0.6 11.1 3.3 2.7 1.1 2.4 2.9 0.0 4.8 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 0.3 10.1 4.9 0.5 10.5 5.4 3.6 1.7 2.2 4.8 0.0 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 34.8 24.3 19.0 34.3 24.6 20.1 22.6 24.6 21.4 0.0 28.4 LnGrp LOS B C C B CCCCCCAC
Approach Vol, veh/h 873 952 543 634
Approach Delay, s/veh 30.5 29.9 21.8 24.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 24.5 7.6 28.7 14.0 24.5 6.4 29.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 20.0 5.0 27.5 9.5 20.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 11.5 7.7 3.4 21.9 11.1 11.8 2.7 22.7 Green Ext Time (p_c), s 0.0 0.8 0.0 2.3 0.0 1.0 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.968 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3426 0 1676 3493 0 Flt Permitted 0.950 0.950 0.583 0.608
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 1029 3426 0 1073 3493 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 109 49 16
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 41 450 97 44 370 99 47 165 45 117 228 21 Future Volume (vph) 41 450 97 44 370 99 47 165 45 117 228 21 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 45 495 107 48 407 109 52 181 49 129 251 23 Shared Lane Traffic (%)
Lane Group Flow (vph) 45 495 107 48 407 109 52 230 0 129 274 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 41 450 97 44 370 99 47 165 117 228 Future Volume (vph) 41 450 97 44 370 99 47 165 117 228
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.2 18.1 18.1 5.7 20.1 20.1 19.2 19.2 19.2 19.2 Actuated g/C Ratio 0.10 0.35 0.35 0.11 0.39 0.39 0.37 0.37 0.37 0.37 v/c Ratio 0.27 0.76 0.18 0.26 0.57 0.17 0.14 0.18 0.32 0.21 Control Delay 29.8 24.5 4.0 28.8 16.5 3.9 15.9 11.5 18.3 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.8 24.5 4.0 28.8 16.5 3.9 15.9 11.5 18.3 13.6

LOS C C A C B A B B B B
Approach Delay 21.5 15.1 12.3 15.1
Approach LOS C B B B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 51.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 16.9 Intersection LOS: B
Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.0 27.0 10.0 27.5 27.5 23.0 23.0 23.0 23.0 Total Split (%) 15.8% 45.0% 45.0% 16.7% 45.8% 45.8% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 22.5 22.5 5.5 23.0 23.0 18.5 18.5 18.5 18.5 70th %ile Term Code Max Max Max Max Hold Hold MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 21.1 21.1 5.5 31.1 31.1 18.5 18.5 18.5 18.5 50th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 15.0 15.0 0.0 15.0 15.0 18.5 18.5 18.5 18.5 30th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 10.8 10.8 0.0 10.8 10.8 18.5 18.5 18.5 18.5 10th %ile Term Code Skip Gap Gap Skip Hold Hold MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 51.9
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 58.6
30th %ile Actuated Cycle: 42.5
10th %ile Actuated Cycle: 38.3
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 450 97 44 370 99 47 165 45 117 228 21 Future Volume (veh/h) 41 450 97 44 370 99 47 165 45 117 228 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 45 495 107 48 407 109 52 181 49 129 251 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 78 609 489 82 613 492 464 1007 265 486 1192 108 Arrive On Green 0.05 0.33 0.33 0.05 0.33 0.33 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1047 2782 733 1090 3294 299 Grp Volume(v), veh/h 45 495 107 48 407 109 52 114 116 129 134 140 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1047 1777 1738 1090 1777 1816 Q Serve(g_s), s 1.3 12.4 2.6 1.4 9.6 2.7 1.8 2.2 2.3 4.7 2.7 2.7 Cycle Q Clear(g_c), s 1.3 12.4 2.6 1.4 9.6 2.7 4.6 2.2 2.3 7.0 2.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 0.16
Lane Grp Cap(c), veh/h 78 609 489 82 613 492 464 643 629 486 643 657 V/C Ratio(X) 0.58 0.81 0.22 0.59 0.66 0.22 0.11 0.18 0.18 0.27 0.21 0.21 Avail Cap(c_a), veh/h 165 823 661 182 842 676 464 643 629 486 643 657 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 23.9 15.8 12.5 23.8 14.8 12.5 12.8 11.1 11.2 13.6 11.3 11.3 Incr Delay (d2), s/veh 6.6 4.6 0.2 6.6 1.2 0.2 0.5 0.6 0.6 1.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 5.3 0.8 0.7 3.7 0.8 0.4 0.9 0.9 1.2 1.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 20.4 12.7 30.4 16.0 12.7 13.3 11.7 11.8 14.9 12.0 12.0 LnGrp LOS C C B C BBBBBBBB
Approach Vol, veh/h 647 564 282 403
Approach Delay, s/veh 19.8 16.6 12.0 12.9
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 7.0 21.1 23.0 6.9 21.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 5.5 22.5 18.5 5.0 23.0 Max Q Clear Time (g_c+I1), s 6.6 3.4 14.4 9.0 3.3 11.6
Green Ext Time (p_c), s 1.2 0.0 2.2 1.5 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.932 0.987
Flt Protected 0.976 0.998
Satd. Flow (prot) 1694 0 3493 0 0 3532
Flt Permitted 0.976 0.998
Satd. Flow (perm) 1694 0 3493 0 0 3532
Link Speed (mph) 30 30 30
Link Distance (ft) 867 546 630
Travel Time (s) 19.7 12.4 14.3
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 7 7 249 24 15 351
Future Volume (vph) 7 7 249 24 15 351
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 8 8 286 28 17 403
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 0 314 0 0 420
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 7 249 24 15 351
Future Vol, veh/h 7 7 249 24 15 351
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 22222
Mvmt Flow 8 8 286 28 17 403
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 536 157 0 0 314 0
Stage 1 300 -----
Stage 2 236 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 475 861 - - 1243 -
Stage 1 725 -----
Stage 2 781 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 466 861 - - 1243 -
Mov Cap-2 Maneuver 466 -----
Stage 1 725 -----
Stage 2 767 -----
Approach WB NB SB
HCM Control Delay, s 11.1 0 0.4

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 605 1243 -
HCM Lane V/C Ratio - - 0.027 0.014 -
HCM Control Delay (s) - - 11.1 7.9 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor
Frt 0.959 0.995 0.998
Flt Protected 0.966 0.999 0.999
Satd. Flow (prot) 0000 1726 0 0 3518 0 0 3529 0
Flt Permitted 0.966 0.952 0.952
Satd. Flow (perm) 0000 1726 0 0 3352 0 0 3363 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 8 3
Link Speed (mph) 30 30 30 30
Link Distance (ft) 204 776 1474 546
Travel Time (s) 4.6 17.6 33.5 12.4
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 0 0 12 0 5 3 274 9 5 345 4
Future Volume (vph) 0 0 0 12 0 5 3 274 9 5 345 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 14 0 6 4 322 11 6 406 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 20 0 0 337 0 0 417 0
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 0 3 274 5 345
Future Volume (vph) 0 3 274 5 345
Turn Type NA Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 2 6
Detector Phase 82266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Max Max Max Max
Act Effct Green (s) 5.8 50.5 50.5
Actuated g/C Ratio 0.11 0.95 0.95
v/c Ratio 0.09 0.11 0.13
Control Delay 10.5 0.8 0.8
Queue Delay 0.0 0.0 0.0
Total Delay 10.5 0.8 0.8

LOS B A A
Approach Delay 10.5 0.8 0.8
Approach LOS B A A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 53.2
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.13
Intersection Signal Delay: 1.0 Intersection LOS: A
Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: S LORAINE AVE & E STEFFEN ST
Phasings WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 12 0 5 3 274 9 5 345 4
Future Volume (veh/h) 0 0 0 12 0 5 3 274 9 5 345 4
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 0 6 4 322 11 6 406 5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222
Cap, veh/h 30 0 13 94 2596 88 97 2658 32
Arrive On Green 0.02 0.00 0.02 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1202 0 515 7 3423 116 10 3504 43
Grp Volume(v), veh/h 20 0 0 177 0 160 219 0 198
Grp Sat Flow(s),veh/h/ln 1718 0 0 1864 0 1681 1862 0 1694 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.3
Cycle Q Clear(g_c), s 0.5 0.0 0.0 1.0 0.0 1.1 1.3 0.0 1.3 Prop In Lane 0.70 0.30 0.02 0.07 0.03 0.03
Lane Grp Cap(c), veh/h 43 0 0 1502 0 1275 1502 0 1285
V/C Ratio(X) 0.47 0.00 0.00 0.12 0.00 0.13 0.15 0.00 0.15 Avail Cap(c_a), veh/h 806 0 0 1502 0 1275 1502 0 1285
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.0 0.0 0.0 1.3 0.0 1.3 1.4 0.0 1.4 Incr Delay (d2), s/veh 7.8 0.0 0.0 0.2 0.0 0.2 0.2 0.0 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 0.0 0.0 1.5 0.0 1.5 1.6 0.0 1.6 LnGrp LOS C AAAAAAAA
Approach Vol, veh/h 20 337 417
Approach Delay, s/veh 27.8 1.5 1.6
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 36.0 36.0 5.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 31.5 19.5
Max Q Clear Time (g_c+I1), s 3.1 3.3 2.5
Green Ext Time (p_c), s 2.0 2.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.2
HCM 6th LOS A
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1900 1900 1900 1700 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 100 0 150 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.966 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1676 3539 3419 0 3072 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1676 3539 3419 0 3072 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 63 115
Link Speed (mph) 30 30 30
Link Distance (ft) 1469 3035 1474
Travel Time (s) 33.4 69.0 33.5
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT WBR SBL SBR
Traffic Volume (vph) 141 957 633 182 275 108
Future Volume (vph) 141 957 633 182 275 108
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 150 1018 673 194 293 115
Shared Lane Traffic (%)
Lane Group Flow (vph) 150 1018 867 0 293 115
Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 141 957 633 275 108
Future Volume (vph) 141 957 633 275 108
Turn Type Prot NA NA Prot Perm
Protected Phases 7486
Permitted Phases 6
Detector Phase 74866
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Max Max
Act Effct Green (s) 8.7 28.0 17.5 19.3 19.3
Actuated g/C Ratio 0.15 0.50 0.31 0.34 0.34
v/c Ratio 0.58 0.58 0.79 0.28 0.20
Control Delay 33.8 11.2 23.8 15.9 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.8 11.2 23.8 15.9 4.7

LOS C B C B A
Approach Delay 14.1 23.8 12.7
Approach LOS B C B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.5
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: ROUTE 66 & S LORAINE AVE
Phasings WOODLAND RESIDENTIAL PROJECT
4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT WBT SBL SBR
Protected Phases 7486
Permitted Phases 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5
Total Split (s) 14.0 36.5 22.5 23.5 23.5
Total Split (%) 23.3% 60.8% 37.5% 39.2% 39.2%
Maximum Green (s) 9.5 32.0 18.0 19.0 19.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
90th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
90th %ile Term Code Max Max Max MaxR MaxR
70th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
70th %ile Term Code Max Hold Max MaxR MaxR
50th %ile Green (s) 9.5 32.0 18.0 19.0 19.0
50th %ile Term Code Max Hold Max MaxR MaxR
30th %ile Green (s) 8.9 31.4 18.0 19.0 19.0
30th %ile Term Code Gap Hold Max MaxR MaxR
10th %ile Green (s) 0.0 15.0 15.0 19.0 19.0
10th %ile Term Code Skip Gap Hold MaxR MaxR
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.5
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 60
70th %ile Actuated Cycle: 60
50th %ile Actuated Cycle: 60
30th %ile Actuated Cycle: 59.4
10th %ile Actuated Cycle: 43
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 4: ROUTE 66 & S LORAINE AVE
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 141 957 633 182 275 108
Future Volume (veh/h) 141 957 633 182 275 108
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1870 1673 1772
Adj Flow Rate, veh/h 150 1018 673 194 293 115
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 222222
Cap, veh/h 189 1747 811 234 1067 518
Arrive On Green 0.11 0.49 0.30 0.30 0.34 0.34
Sat Flow, veh/h 1688 3647 2815 784 3092 1502
Grp Volume(v), veh/h 150 1018 439 428 293 115
Grp Sat Flow(s),veh/h/ln 1688 1777 1777 1729 1546 1502
Q Serve(g_s), s 4.8 11.2 12.7 12.7 3.8 3.0
Cycle Q Clear(g_c), s 4.8 11.2 12.7 12.7 3.8 3.0
Prop In Lane 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 189 1747 529 515 1067 518
V/C Ratio(X) 0.79 0.58 0.83 0.83 0.27 0.22
Avail Cap(c_a), veh/h 291 2065 581 565 1067 518
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 23.8 10.0 18.0 18.0 13.1 12.8
Incr Delay (d2), s/veh 8.1 0.3 9.2 9.4 0.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 3.6 5.9 5.8 1.2 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.9 10.3 27.2 27.5 13.7 13.8
LnGrp LOS C B C C B B
Approach Vol, veh/h 1168 867 408
Approach Delay, s/veh 13.1 27.3 13.7
Approach LOS B C B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 31.6 23.5 10.7 20.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.0 19.0 9.5 18.0
Max Q Clear Time (g_c+I1), s 13.2 5.8 6.8 14.7
Green Ext Time (p_c), s 7.2 1.2 0.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 202 934 438 161
Travel Time (s) 4.6 21.2 10.0 3.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 0 600 0 0 536 0000000
Future Volume (vph) 0 600 0 0 536 0000000
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 723 0 0 646 0000000
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 723 0 0 646 0000000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
5: ALLEY & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 600 0 0 536 0000000
Future Vol, veh/h 0 600 0 0 536 0000000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 723 0 0 646 0000000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 646 0 0 723 0 0 1369 1369 723 1369 1369 646 Stage 1 - - - - - - 723 723 - 646 646 -
Stage 2 - - - - - - 646 646 - 723 723 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 939 - - 879 - - 124 146 426 124 146 472 Stage 1 - - - - - - 417 431 - 460 467 -
Stage 2 - - - - - - 460 467 - 417 431 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 939 - - 879 - - 124 146 426 124 146 472 Mov Cap-2 Maneuver - - - - - - 124 146 - 124 146 -
Stage 1 - - - - - - 417 431 - 460 467 -
Stage 2 - - - - - - 460 467 - 417 431 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 939 - - 879 - - -
HCM Lane V/C Ratio --------
HCM Control Delay (s) 0 0 - - 0 - - 0
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) - 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.999 0.996 0.882
Flt Protected 0.994
Satd. Flow (prot) 0 1861 0 0 1855 0 0 1633 0 0 1863 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1861 0 0 1855 0 0 1633 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 934 403 732 248
Travel Time (s) 21.2 9.2 16.6 5.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 1 588 6 1 532 16 2 0 12 0 0 0
Future Volume (vph) 1 588 6 1 532 16 2 0 12 0 0 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 1 676 7 1 611 18 2 0 14 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 684 0 0 630 0 0 16 0000
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
6: S TREANOR AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 588 6 1 532 16 2 0 12 0 0 0
Future Vol, veh/h 1 588 6 1 532 16 2 0 12 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 676 7 1 611 18 2 0 14 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 629 0 0 683 0 0 1304 1313 680 1311 1307 620 Stage 1 - - - - - - 682 682 - 622 622 -
Stage 2 - - - - - - 622 631 - 689 685 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 953 - - 910 - - 137 158 451 136 160 488 Stage 1 - - - - - - 440 450 - 474 479 -
Stage 2 - - - - - - 474 474 - 436 448 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 953 - - 910 - - 137 157 451 131 159 488 Mov Cap-2 Maneuver - - - - - - 137 157 - 131 159 -
Stage 1 - - - - - - 439 449 - 473 478 -
Stage 2 - - - - - - 473 473 - 422 447 -
Approach EB WB NB SB
HCM Control Delay, s 0 0 16.1 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 340 953 - - 910 - - -
HCM Lane V/C Ratio 0.047 0.001 - - 0.001 - - -
HCM Control Delay (s) 16.1 8.8 0 - 9 0 - 0
HCM Lane LOS C A A - A A - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 90 0 115 115 200 200 100 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.998 0.990 0.970 0.970
Flt Protected 0.999 0.999 0.968 0.964
Satd. Flow (prot) 0 1857 0 0 1842 0 0 1749 0 0 1742 0
Flt Permitted 0.999 0.999 0.968 0.964
Satd. Flow (perm) 0 1857 0 0 1842 0 0 1749 0 0 1742 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 1048 1180 511
Travel Time (s) 9.2 23.8 26.8 11.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 12 582 8 7 542 44 5 1 2 38 2 11
Future Volume (vph) 12 582 8 7 542 44 5 1 2 38 2 11
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 14 669 9 8 623 51 6 1 2 44 2 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 692 0 0 682 0 0 9 0 0 59 0
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
7: SAN JOSE DR & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 582 8 7 542 44 5 1 2 38 2 11
Future Vol, veh/h 12 582 8 7 542 44 5 1 2 38 2 11
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 14 669 9 8 623 51 6 1 2 44 2 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 674 0 0 678 0 0 1374 1392 674 1368 1371 649 Stage 1 - - - - - - 702 702 - 665 665 -
Stage 2 - - - - - - 672 690 - 703 706 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 917 - - 914 - - 123 142 455 124 146 470 Stage 1 - - - - - - 429 440 - 449 458 -
Stage 2 - - - - - - 445 446 - 428 439 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 917 - - 914 - - 115 136 455 119 140 470 Mov Cap-2 Maneuver - - - - - - 115 136 - 119 140 -
Stage 1 - - - - - - 418 429 - 438 452 -
Stage 2 - - - - - - 425 440 - 414 428 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 31.5 46.6

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 145 917 - - 914 - - 143
HCM Lane V/C Ratio 0.063 0.015 - - 0.009 - - 0.41
HCM Control Delay (s) 31.5 9 0 - 9 0 - 46.6
HCM Lane LOS D A A - A A - E
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 1.8
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1800 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 100 100 100 100 200 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Ped Bike Factor
Frt 0.850 0.850 0.850 0.972
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 1863 1500 1676 1811 0 Flt Permitted 0.258 0.221 0.702 0.704
Satd. Flow (perm) 455 1863 1500 390 1863 1500 1239 1863 1500 1242 1811 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 176 215 176 16
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1048 1602 1658 950
Travel Time (s) 23.8 36.4 37.7 21.6
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 14 446 138 20 394 219 196 75 29 222 63 15 Future Volume (vph) 14 446 138 20 394 219 196 75 29 222 63 15 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 15 490 152 22 433 241 215 82 32 244 69 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 15 490 152 22 433 241 215 82 32 244 85 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 14 446 138 20 394 219 196 75 29 222 63 Future Volume (vph) 14 446 138 20 394 219 196 75 29 222 63 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max Max None Max Act Effct Green (s) 18.9 18.1 18.1 18.9 18.1 18.1 23.6 18.5 18.5 23.6 18.5 Actuated g/C Ratio 0.33 0.32 0.32 0.33 0.32 0.32 0.41 0.33 0.33 0.41 0.33 v/c Ratio 0.06 0.83 0.26 0.09 0.73 0.39 0.39 0.14 0.05 0.44 0.14 Control Delay 12.1 33.8 3.8 12.6 27.7 5.9 12.6 15.7 0.2 13.5 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.1 33.8 3.8 12.6 27.7 5.9 12.6 15.7 0.2 13.5 13.5

LOS B C A B C A B B A B B
Approach Delay 26.4 19.7 12.2 13.5
Approach LOS C B B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.9
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 19.6 Intersection LOS: B
Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: S VALLEY CENTER AVE & E FOOTHILL BLVD Phasings WOODLAND RESIDENTIAL PROJECT
8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.5 23.0 23.0 9.5 23.0 23.0 9.6 22.9 22.9 9.6 22.9 Total Split (%) 14.6% 35.4% 35.4% 14.6% 35.4% 35.4% 14.8% 35.2% 35.2% 14.8% 35.2% Maximum Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
90th %ile Green (s) 5.0 18.5 18.5 5.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 90th %ile Term Code Max Max Max Max Max Max Max MaxR MaxR Max MaxR 70th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 70th %ile Term Code Skip Max Max Skip Max Max Max MaxR MaxR Max MaxR 50th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 50th %ile Term Code Skip Max Max Skip Max Max Max MaxR MaxR Max MaxR 30th %ile Green (s) 0.0 18.5 18.5 0.0 18.5 18.5 5.1 18.4 18.4 5.1 18.4 30th %ile Term Code Skip Max Max Skip Hold Hold Max MaxR MaxR Max MaxR 10th %ile Green (s) 0.0 16.0 16.0 0.0 16.0 16.0 5.1 18.4 18.4 5.1 18.4 10th %ile Term Code Skip Gap Gap Skip Hold Hold Max MaxR MaxR Max MaxR Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 56.9
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 65
70th %ile Actuated Cycle: 55.5
50th %ile Actuated Cycle: 55.5
30th %ile Actuated Cycle: 55.5
10th %ile Actuated Cycle: 53
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 8: S VALLEY CENTER AVE & E FOOTHILL BLVD
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

PM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 446 138 20 394 219 196 75 29 222 63 15 Future Volume (veh/h) 14 446 138 20 394 219 196 75 29 222 63 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1772 1772 1870 1870 Adj Flow Rate, veh/h 15 490 152 22 433 241 215 82 32 244 69 16 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 213 546 439 192 560 449 593 566 454 588 444 103 Arrive On Green 0.02 0.29 0.29 0.03 0.30 0.30 0.08 0.30 0.30 0.08 0.30 0.30 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 1469 341 Grp Volume(v), veh/h 15 490 152 22 433 241 215 82 32 244 0 85 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 1688 1870 1502 1688 0 1809 Q Serve(g_s), s 0.4 15.3 4.8 0.5 12.8 8.1 5.1 1.9 0.9 5.1 0.0 2.1 Cycle Q Clear(g_c), s 0.4 15.3 4.8 0.5 12.8 8.1 5.1 1.9 0.9 5.1 0.0 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 213 546 439 192 560 449 593 566 454 588 0 547 V/C Ratio(X) 0.07 0.90 0.35 0.11 0.77 0.54 0.36 0.14 0.07 0.42 0.00 0.16 Avail Cap(c_a), veh/h 321 569 457 288 569 457 593 566 454 588 0 547 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 0.00 1.00 Uniform Delay (d), s/veh 15.9 20.6 17.0 16.3 19.4 17.8 13.3 15.5 15.1 13.7 0.0 15.5 Incr Delay (d2), s/veh 0.1 16.5 0.5 0.3 6.5 1.2 0.4 0.5 0.3 0.5 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 8.5 1.6 0.2 6.1 2.7 1.9 0.8 0.3 2.2 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 37.2 17.4 16.6 25.9 19.0 13.6 16.0 15.4 14.2 0.0 16.1 LnGrp LOS B D B B C BBBBBAB
Approach Vol, veh/h 657 696 329 329
Approach Delay, s/veh 32.1 23.2 14.4 14.7
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 22.9 6.1 22.3 9.6 22.9 5.6 22.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.4 5.0 18.5 5.1 18.4 5.0 18.5 Max Q Clear Time (g_c+I1), s 7.1 3.9 2.5 17.3 7.1 4.1 2.4 14.8 Green Ext Time (p_c), s 0.0 0.4 0.0 0.5 0.0 0.3 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
9: WOODLAND LANE & SAN JOSE DR
OPENING YEAR WITHOUT PROJECT CONDITIONS Synchro 11 Report

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1622 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Forecast Opening Year With Project Conditions
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Ideal Flow (vphpl) 1800 1900 1800 1800 1900 1800 1800 1900 1900 1800 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 60 60 60 0 60 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.962 0.981
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1676 1863 1500 1676 1863 1500 1676 3405 0 1676 3472 0 Flt Permitted 0.950 0.950 0.387 0.469
Satd. Flow (perm) 1676 1863 1500 1676 1863 1500 683 3405 0 828 3472 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 94 94 74 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1565 202 630 735
Travel Time (s) 35.6 4.6 14.3 16.7
Intersection Summary
Area Type: Other
Volume WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Volume (vph) 30 425 70 63 507 150 61 262 90 176 386 57 Future Volume (vph) 30 425 70 63 507 150 61 262 90 176 386 57 Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 37 518 85 77 618 183 74 320 110 215 471 70 Shared Lane Traffic (%)
Lane Group Flow (vph) 37 518 85 77 618 183 74 430 0 215 541 0 Intersection Summary
Timings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 30 425 70 63 507 150 61 262 176 386 Future Volume (vph) 30 425 70 63 507 150 61 262 176 386 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 7443882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 5.1 22.8 22.8 5.6 26.9 26.9 24.4 24.4 24.4 24.4 Actuated g/C Ratio 0.08 0.36 0.36 0.09 0.42 0.42 0.38 0.38 0.38 0.38 v/c Ratio 0.28 0.78 0.14 0.53 0.79 0.27 0.28 0.32 0.68 0.40 Control Delay 36.1 28.2 3.8 45.9 26.2 8.1 20.2 13.6 33.6 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 28.2 3.8 45.9 26.2 8.1 20.2 13.6 33.6 16.4

LOS D C A D C A C B C B
Approach Delay 25.4 24.2 14.6 21.3
Approach LOS C C B C
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 64
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: S LORAINE AVE & E FOOTHILL BLVD
Phasings WOODLAND RESIDENTIAL PROJECT
1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 31.5 31.5 10.0 32.0 32.0 28.5 28.5 28.5 28.5 Total Split (%) 13.6% 45.0% 45.0% 14.3% 45.7% 45.7% 40.7% 40.7% 40.7% 40.7% Maximum Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 000000
90th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 90th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 5.0 27.0 27.0 5.5 27.5 27.5 24.0 24.0 24.0 24.0 70th %ile Term Code Max Max Max Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 24.1 24.1 5.5 34.1 34.1 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 20.3 20.3 5.5 30.3 30.3 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Gap Gap Max Hold Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 16.4 16.4 0.0 16.4 16.4 24.0 24.0 24.0 24.0 10th %ile Term Code Skip Hold Hold Skip Gap Gap MaxR MaxR MaxR MaxR Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 64
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 70
70th %ile Actuated Cycle: 70
50th %ile Actuated Cycle: 67.1
30th %ile Actuated Cycle: 63.3
10th %ile Actuated Cycle: 49.4
HCM 6th Signalized Intersection Summary WOODLAND RESIDENTIAL PROJECT 1: S LORAINE AVE & E FOOTHILL BLVD
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 425 70 63 507 150 61 262 90 176 386 57 Future Volume (veh/h) 30 425 70 63 507 150 61 262 90 176 386 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1772 1772 1870 1772 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 37 518 85 77 618 183 74 320 110 215 471 70 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 222222222222
Cap, veh/h 64 665 534 98 704 565 328 978 330 372 1165 172 Arrive On Green 0.04 0.36 0.36 0.06 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1688 1870 1502 1688 1870 1502 819 2608 880 908 3105 459 Grp Volume(v), veh/h 37 518 85 77 618 183 74 216 214 215 268 273 Grp Sat Flow(s),veh/h/ln 1688 1870 1502 1688 1870 1502 819 1777 1712 908 1777 1788 Q Serve(g_s), s 1.4 15.8 2.5 2.9 19.7 5.5 4.7 5.5 5.7 14.2 7.1 7.2 Cycle Q Clear(g_c), s 1.4 15.8 2.5 2.9 19.7 5.5 11.9 5.5 5.7 19.9 7.1 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.26
Lane Grp Cap(c), veh/h 64 665 534 98 704 565 328 666 642 372 666 671 V/C Ratio(X) 0.58 0.78 0.16 0.78 0.88 0.32 0.23 0.32 0.33 0.58 0.40 0.41 Avail Cap(c_a), veh/h 132 789 634 145 804 645 328 666 642 372 666 671 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 30.3 18.4 14.1 29.7 18.6 14.2 19.1 14.2 14.3 21.4 14.7 14.7 Incr Delay (d2), s/veh 8.2 4.2 0.1 15.1 9.9 0.3 1.6 1.3 1.4 6.4 1.8 1.8 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 0.7 6.9 0.8 1.5 9.5 1.8 1.0 2.3 2.3 3.4 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 22.6 14.2 44.9 28.5 14.5 20.7 15.5 15.7 27.8 16.5 16.6 LnGrp LOS D C B D C B C B B C B B
Approach Vol, veh/h 640 878 504 756
Approach Delay, s/veh 22.4 27.0 16.3 19.7
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.5 8.2 27.3 28.5 6.9 28.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 5.5 27.0 24.0 5.0 27.5 Max Q Clear Time (g_c+I1), s 13.9 4.9 17.8 21.9 3.4 21.7 Green Ext Time (p_c), s 2.2 0.0 2.5 1.0 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Lane Group WBL WBR NBT NBR SBL SBT
Traffic Volume (vph) 12 31 382 18 9 498
Future Volume (vph) 12 31 382 18 9 498
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 000000
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 15 39 478 23 11 623
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 0 501 0 0 634
Intersection Summary
HCM 6th TWSC WOODLAND RESIDENTIAL PROJECT
2: S LORAINE AVE & E CARROLL AVE
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

AM PEAK HOUR
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 31 382 18 9 498
Future Vol, veh/h 12 31 382 18 9 498
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 2 22222
Mvmt Flow 15 39 478 23 11 623
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 824 251 0 0 501 0
Stage 1 490 -----
Stage 2 334 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 311 749 - - 1059 -
Stage 1 581 -----
Stage 2 697 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 306 749 - - 1059 -
Mov Cap-2 Maneuver 306 -----
Stage 1 581 -----
Stage 2 686 -----
Approach WB NB SB
HCM Control Delay, s 12.5 0 0.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 533 1059 -
HCM Lane V/C Ratio - - 0.101 0.011 -
HCM Control Delay (s) - - 12.5 8.4 0.1
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Lanes and Geometrics WOODLAND RESIDENTIAL PROJECT
3: S LORAINE AVE & E STEFFEN ST
OPENING YEAR WITH PROJECT CONDITIONS Synchro 11 Report

Glendora City CouncilAugust 26, 2025

Glendora City Council
August 26, 2025