RFP No. 2022-14 - Rosemead Intersection with I-10 FWY Westbound Ramps TerminiPage 1
CITY OF ROSEMEAD
REQUEST FOR PROPOSALS
FOR
DESIGN SERVICES FOR INTERSECTION IMPROVEMENTS ON ROSEMEAD BLVD
AT INTERSTATE 10 (I-10) FREEWAY WESTBOUND RAMPS TERMINI
RFP NO. 2022-14
SUBMITTALS:
Four (4) bound copies and one (1) electronic PDF file on flash drive or CD of the
proposal in sealed envelope(s) must be received by the City of Rosemead's City Clerk's
Office by:
no later than 3:00 pm Tuesday July 12, 2022
TECHNICAL CONTACT PERSON:
Eddie Chan, City Engineer
City of Rosemead
8838 E. Valley Boulevard
Rosemead, California 91770
(626) 569-2154
echan@cityofrosemead.org
PROPOSALS RECEIVED AFTER THE TIME AND DATE STATED ABOVE SHALL
NOT BE CONSIDERED. FACSIMILE AND E-MAIL PROPOSAL WILL NOT BE
ACCEPTED.
Please direct any questions or concerns regarding this RFP to Eddie Chan, City
Engineer via email: echan@cityofrosemead.org no later than 3:00 pm June 28, 2022.
Answers to submitted questions will be posted on the City's website by July 5, 2022.
This RFP is posted on the City's website.
Please review the requirements of the RFP and submit your proposal by the date
specified.
RFP issued by Eddie Chan, City Engineer, City of Rosemead
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CITY OF ROSEMEAD
REQUEST FOR PROPOSALS
FOR
DESIGN SERVICES FOR INTERSECTION IMPROVEMENTS ON ROSEMEAD BLVD
AT I-10 FREEWAY WESTBOUND RAMPS TERMINI
RFP NO. 2022-14
A. INTRODUCTION/OBJECTIVE
The purpose of this Request for Proposals (RFP) is to select the most-qualified
Consultant to provide Design Services for intersection improvements on Rosemead Blvd
at I-10 Freeway westbound ramps termini. The City wishes to obtain these services under
a Professional Services Agreement.
B. BACKGROUND ABOUT THE CITY
The City of Rosemead is an urban suburb located in the San Gabriel Valley, 10 miles east
of downtown Los Angeles. It is bounded on the north by the cities of Temple City and San
Gabriel, on the west by Monterey Park, Alhambra, and the unincorporated Los Angeles
County community of South San Gabriel, on the south by Montebello, and by El Monte
and South El Monte on the east. The City is 5.5 square miles in size.
Rosemead is a working-class suburb with a diverse population base. According to the
2010 Census, the City had a population of 53,764. The estimated makeup of the City was
4.7% White, 0.3% African American, 60.3% Asian, 33% Hispanic/Latino (of any race),
and 0.7% Non-Hispanic Other. As a substantially built-out city, Rosemead only added
259 residents to its population during the last decade (2000-2010).
Rosemead's appeal as a new kind of small town in the heart of an urban environment is
accomplished by honoring tradition, uniting in diversity, and evolving for the future. This
is evident in Rosemead's Key Organizational Goals which aim to: improve public areas
including infrastructure and community facilities; enhance public safety and the overall
community environment and opportunities for residents through programs, services,
education, and recreation; and ensure the City's financial stability in order to continually
meet these goals and provide basic services to the community.
C. DESCRIPTION OF PROJECT AND SERVICES
PROJECT TITLE:
Rosemead Boulevard/I-10 Freeway Westbound Ramps Termini Improvements.
PROJECT LOCATION:
The project is located in the City of Rosemead at the intersection of Rosemead Boulevard
(State Route [SR]-164), Glendon Way, and Interstate 10 (I-10) Freeway Westbound (WB)
On and Off Ramps at Rosemead Boulevard.
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PROJECT LIMITS:
This project limits are the following: the intersection of Rosemead Boulevard (SR-164)
and Glendon Way (approximate postmile: Route 164, LA 5.7) and I-10 Freeway WB On
and Off Ramps at Rosemead Boulevard (approximate postmile: Route 10, LA 26.8), and
extend approximately 500' north, east, south and west of the intersection to accommodate
geometric/lane adjustments as necessary.
NEXUS TO HIGHWAY OPERATION, DEFINITION/PROJECT PURPOSE:
The proposed project involves improvements to Rosemead Boulevard (SR-164) and
Glendon Way (approximate postmile: Route 164, LA 5.7) and I-10 Freeway WB On and
Off Ramps at Rosemead Boulevard (approximate postmile: Route 10, LA 26.8). The
improvements include geometric realignment and additional lanes to increase operational
capacity, improve traffic flow, and reduce congestion at the intersection, which will
continue to worsen over time without improvements.
PROJECT BACKGROUND:
The proposed project was identified and awarded by LA Metro Measure R funding, as
part of a broader package of projects known as the SR-710 Mobility Improvement Projects
(MIPs). The SR- 710 MIPs are the result of reallocated Measure R Funds for the SR-710
North Project to new mobility improvement projects within the San Gabriel Valley
subregion. These projects are consistent with the purpose and need of the Gap Closure
Project to relieve congestion on local streets along the SR-710 alignment between
Interstates 10 and 210, with the highest priority for projects proximate to the Interstate 10
freeway. Rosemead Boulevard is one of the busiest regional corridors that extends from
SR-60 to I-10 and from I-10 to the I-210 Freeways. Due to insufficient geometric
configuration and lane capacities at the Rosemead Boulevard and I-10 Freeway WB On
and Off Ramps, significant delays are experienced throughout the day.
PROJECT SCOPE:
The City plans to improve Rosemead Boulevard (SR-164) and Glendon Way and I-10
Freeway WB On and Off Ramps at Rosemead Boulevard and prepare PA/ED, PS&E,
R/W, and Construction phase documents.
The purpose of this Request for Proposals (RFP) is to select the most-qualified
Consultant to provide Design Services for intersection improvements on Rosemead Blvd
at I-10 Freeway westbound ramps termini.
The proposed conceptual project scope involves improvements to Rosemead Boulevard
(SR-164) and Glendon Way (approximate postmile: Route 164, LA 5.7) and I-10 Freeway
WB On and Off Ramps at Rosemead Boulevard (approximate postmile: Route 10, LA
26.8). The conceptual improvements include but are not limited to: geometric realignment,
reconfigure lanes to enhance operational capacity and efficiency of the turning
movements, and modify and upgrade the existing traffic signal as well as any additional
signalization needs to improve traffic flow, and reduce congestion at the intersection.
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The project scope, proposed improvements and preliminary concept plans are shown on
Figure 1 of the Traffic Study as depicted on the next page. The full Traffic Impact Study
is included as Attachment A. The proposed improvements include but are not limited to:
1. Widen east side of Rosemead Boulevard to add an exclusive right turn lane from
NB Rosemead Boulevard to WB I-10 Freeway easterly On Ramp.
2. Add an exclusive left turn lane from WB Glendon Way to SB Rosemead Boulevard.
3. Eliminate left tum lane from I-10 Freeway westerly WB Off-Ramp to WB Glendon
Way.
4. Reconfigure geometric alignment of west approach on Glendon Way west of
Rosemead Boulevard and provide a left turn lane for from WB Glendon Way to
WB I-10 Freeway westerly On Ramp.
5. Widen south-west corner of Glendon Way and I-10 WB westerly On-ramp to
provide proper right turn lane and curb return to accommodate right turn traffic onto
the ramps.
6. Improve signage and striping for the northbound left-turn lane from the westbound
I-10 easterly off-ramp to westbound Glendon Way. Per the Traffic Study findings
and recommendations, evaluate potential signalization of the WB off ramp with the
WB exit lane from the shopping center. In addition, if geometrically feasible, modify
the off ramp to accommodate dual left-turn lane option from the westbound I-10
easterly off-ramp to westbound Glendon Way.
7. As part of Items 1, 2 and 6 above, modify and upgrade the existing traffic signal at
Rosemead Boulevard/Glendon Way as needed in accordance with Caltrans
standards and requirements. Design additional signalization needs as described
in Item 6 based on evaluation of the concept.
8. If determined to be feasible after further engineering analysis, widen west side of
Rosemead Boulevard north of Glendon Way to provide a wider right tum lane
(current right turn lane is approx. 10' wide, which is narrow). Widening this right
turn lane by 1' or 2' (which will require narrowing the sidewalk, accordingly) would
improve the traffic flow.
The project will not use federal or state funds. Project will be funded using Measure R
local funding sources.
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SCOPE OF SERVICES
The services to be provided by the selected consultant include the project phases listed
below. Scope of Services and Fee Proposal should be structured using a preliminary
Work Breakdown Structure (WBS) and consultant may expand items into subtasks to
depict level of efforts anticipated for each task. Consultant shall clearly indicate
deliverables to be provided and list any assumptions and exclusions made. Consultant
shall hold periodic project status meetings with the City team to report on the progress of
the various project phases.
1. Preliminary Design Phase:
Tasks to be performed include, but are not limited to, the following:
A. Conduct field visits of the project area to identify design issues. Record existing
site conditions in photographs and/or video.
B. Conduct survey of the project area, establishing horizontal and vertical control for
the project as necessary.
C. Identify and coordinate with all utilities in the project area to facilitate the final
design of the Project.
D. Verify if a geotechnical survey will be necessary. If yes, conduct geotechnical
investigations as necessary.
E. Verify if right-of-way (R/W) acquisitions and/or vacations will be necessary. At
this point all work assumed to be within existing City and Caltrans R/W.
F. Coordinate with Caltrans for work within Caltrans R/W and establish required
environmental, review, approval and permitting process.
G. Prepare construction cost estimate.
H. Prepare Basis of Design Document
The Consultant shall include the aforementioned preliminary design phase tasks
in a Basis of Design (BOD) document which shall be initiated at the beginning of
preliminary design, be kept current throughout design. The BOD shall also
include but not be limited to:
a. Description of the Project.
b. Executive Summary.
c. Summary and results of the Environmental Analysis.
d. List of legal, regulatory, and permit requirements.
e. List of applicable codes and standards to be used in design.
f. List of design assumptions and criteria.
g. Description of site-related field investigations conducted, and research
completed
h. The Work Breakdown Structure (WBS) based Scope of Work
i. The WBS based cost loaded, Schedule for the Work.
j. A WBS based Consultant’s opinion of estimated cost for the Project.
k. A Construction Packaging Plan establishing composition of Project
elements into Construction Bid Packages and defining the relationships
between packages; and
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l. A Construction Phasing Plan.
This phase will cover all services until the start of Detailed Design, and will include:
Utilizing the recommended outcome in the Traffic Impact Study (TIS) performed by
others, perform analysis and activities to prepare preliminary design plans highlighting
the overall design framework and related key characteristic to perform the following
tasks: Conduct analysis relevant to the Caltrans Quality Management Assessment
Process (MAP). Consultant will investigate the QMAP Checklist (Attachment B) to
support Caltrans in its decision to arrive at the proper review methodology based on
information relevant to the Project’s characteristics. Possible methodologies consist
of an Encroachment Permit (EP) process requiring the Permit Engineering Evaluation
Report (PEER) or the Design Engineering Evaluation Report (DEER).
The Consultant will provide for all the necessary data collection and analysis in
support of performing PEER and/or DEER, whichever is determined to be the
appropriate review process by Caltrans. Full knowledge and understanding of QMAP,
the latest versions of Caltrans Project Development Procedures Manual (PDPM),
Caltrans Highway Design Manual (HDM), Caltrans Local Assistance Program Manual,
Caltrans Encroachment Permits Manual, and Caltrans Standard Plans, Specifications
and Estimates, and other required documents is required.
The Consultant is to coordinate with Caltrans through that agency’s available
conceptual Encroachment Permits (EP) review and consultation process to ensure
the above efforts are in full alignment with the succeeding detailed design phase in
accordance with Caltrans Project Development and Local Streets Procedures and
requirements.
Caltrans is in the process of upgrading several curb ramps in the Rosemead Corridor
for ADA compatibility. The Consultant is required to coordinate with Caltrans so there
are no duplication of efforts, and if Caltrans project is constructed first, that their project
will accommodate the design needs under this project.
2. Environmental Analysis
It is anticipated this project will be either an exempt project or a Mitigated Negative
Declaration (MND). Tasks to be performed include, but are not limited to the
following:
A. Prepare Initial Study (IS), consistent with CEQA Guidelines.
B. If IS results in any impacts, prepare MND or any other applicable environmental
document as necessary.
C. Prepare the Draft IS and Draft MND for public circulation as necessary, respond
to questions and comments and finalize the environmental process.
D. Coordinate with Caltrans for work within Caltrans R/W for required
environmental review and approval.
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3. Detailed Design Phase.
Tasks to be performed include, but are not limited to, the following:
A. Prepare plans for the required improvements, consistent with City and/or Caltrans
format.
B. Assist the City for any Community Information Workshop if necessary.
C. Prepare construction specifications.
D. Prepare an engineer's construction cost estimate based on the itemized quantity
take-off from the construction documents.
E. Coordinate with Caltrans for work within Caltrans R/W and obtain required
approval and permits.
F. Conduct research for overhead, underground and at-grade utilities that may need
to be protected in-place or if necessary, relocated to avoid any conflict with final
design documents
G. Coordinate with City staff, agencies, and Project stakeholders.
H. Complete Final Plans, Specifications and Estimates (PS&E) Bid Package.
This phase will cover all services during Detailed Design phase. It includes preparation
of 100% completed Plans, Specifications and Estimates (PS&E) and its submittal
along with PEER or DEER, the Transportation Management Plan (TMP), and other
required documentation as part of the 100% completed EP Application package to the
Caltrans EP Office, review of Caltrans EP plan check comments, and the necessary
resubmittals of revised documents within Caltrans EP required timelines towards
obtaining the approved EP for the Project.
For all projects, regardless of funding source, the City follows the requirements of
Caltrans Local Assistance Procedures Manual. Therefore, the Preliminary and
Detailed Design phases of the project shall be managed and administered in
compliance with Caltrans Local Assistance Procedures Manual.
Selected consultant shall provide all necessary project personnel, necessary to
manage all aspects of this project effectively and efficiently with minimal support from
City Staff.
The following are anticipated project tasks to be performed by the selected consultant.
Consultant shall provide any additional information to demonstrate their
understanding of the scope and experience in similar types of projects and services.
Deliver services in accordance with the PEER or DEER, and project plans,
specifications, and estimates (PS&E).
Manage and coordinate all aspects of the project inclusive of services identified
in the RFP.
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Prior to start of Detailed Design phase, conduct up to two EP conceptual
meetings with Caltrans to receive initial guidance on Encroachment
Permits and Project Development Procedures requirements.
Subject to the Caltrans EP requirements, it is anticipated that the
detailed design phase will include the following design submittals
at a 65%, 90% and final draft. Each submittal shall include
engineering calculations, reports, PS&E, and all other deliverables
required within the Scope of Services.
Design plans for each submittal shall include, but are not limited to the following:
o Civil Design Plan and Profile for any road widening and reconfiguration
o Traffic Signal Modification Plans to update the following:
Revised Equipment Schedule reflecting the necessary removal of
existing traffic signal poles and installation of new ones to
accommodate changes in the proposed road geometry as reflected
in the TIS and PEER or DEER documents
Preparation of design plans for potential installation of a CCTV pole
at the intersection.
Updated traffic signal conduit schedule and wiring.
Other upgrades required by CAMUTCD’s latest edition such as
accessible pedestrian push buttons, bicycle detection, LED safety
lighting and others to be determined during the design as required
by Caltrans staff.
o Signing and striping plan to reflect revised lane configurations and required
traffic signs and markings.
o Potential impacts to storm water drainage plans.
o Existing site plans showing existing roadway conditions, lane
configurations, existing utilities, etc.
o Any demolition plans.
o Construction staging and Traffic control plan.
o All design plan sheets shall conform with the requirements as shown in
Caltrans Encroachment Permit Guide as shown in the following link:
https://dot.ca.gov/-/media/dot-media/programs/traffic-
operations/documents/encroachment-permits/ep-application-guide-
booklet-a11y.pdf
Design Review:
Design reviews are performed at the 65%, 90%, and Final design phases.
For each design review submittal, the Consultant shall provide PDFs and two sets
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of hardcopies of Drawings (11x17), Specifications, and all other material required
by the Scope of Services. Electronic CAD Files of the final drawing set must also
be submitted on DVD or other electronic media. The City will require 15 working
days for review of submittal documents at each design review.
The Consultant shall provide a written response to all review comments within
fourteen (14) calendar days of receipt. This comment log, in the form of an MS-
Excel spreadsheet, must show the disposition of all comments and should include,
at a minimum, the comment, drawing or specification reference, originator of the
comment, and detailed response to the comment. The comment log may also
reference highlights or annotations to the original documents (drawing and
specifications).
4. Construction Support
The Consultant shall provide construction support during the Pre-construction,
Construction, and Post-Construction Phases:
A. Assist City staff in response to RFIs and issuance of Addendums to the bid
package as necessary during the bidding process.
B. Attend the Pre-Bid meeting.
C. Assist City staff in evaluating bid responses.
D. Attend the Pre-Construction meeting.
E. Respond to RFIs to address the contractor’s questions.
F. Review submittals and shop drawings for approval during construction.
G. Upon project completion, coordinate with the contractor to prepare and submit as-
built plans to the City as necessary.
H. Assist City staff to conduct final inspection upon project completion.
I. Prepare and final the As-built drawings
D. PROPOSAL SCHEDULE AND SUBMISSION
Proposals shall be submitted in 2 separate sealed envelopes as follows:
1. Technical Proposal, 4 bound copies and 1 PDF file on thumb drive
2. Fee Schedule, 1 bound copy and 1 PDF file on thumb drive
1. Advertise the RFP on the City’s website:
Thursday June 9, 2022
2. There will be one Optional/Non-Mandatory Pre-Proposal Meeting on Zoom
on Thursday June 23, 2022, at 3:00 p.m.
Optional/Non-Mandatory Pre-Proposal ZOOM Meeting LINK:
https://us02web.zoom.us/j/89525947192?pwd=a25KR09vUkxlZTh2bkQxaDRaVk
E1dz09
Meeting ID: 895 2594 7192, Passcode: 136357, Dial: 669 900 9128
Prospective consultants are encouraged to attend.
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3. Written Questions or Concerns about the RFP:
Tuesday June 28, 2022 at 3:00 p.m.
4. Response to written questions posted on the City’s website:
Tuesday July 5, 2022
5. Proposal submittal due date:
Tuesday July 12, 2022 at 3:00 p.m.
Proposals shall be addressed to:
City of Rosemead-City Hall
City Clerk's Office
8838 E. Valley Blvd.
Rosemead, CA 91770
Attn : Ericka Hernandez, City Clerk
Late Proposals will not be accepted.
E. CONSULTANT SELECTION SCHEDULE
Selection of Proposer (Tentative Date): Late July/August, 2022
Award of Consultant Contract by the City Council (Tentative Date): August 9, 2022
F. STANDARD CITY CONTRACT AND INSURANCE REQUIREMENTS
City's Standard Professional Services Agreement is provided as Attachment C.
Please review and provide any comments you have. City does not guarantee that any
revisions to contract will be accepted.
G. CONSULTANT SELECTION METHODOLOGY
The City will evaluate the Proposals submitted and select the most qualified
consultant. In evaluating the Proposals, the City may consider the following factors:
Completeness of the RFP and compliance with the required format.
Project understanding and approach to provide the requested services
efficiently.
Experience and qualifications of the project team members.
Experience and qualifications of the firm.
Experience in local area and project requirements and process.
During the evaluation process, the City may also contact listed references (or request
additional references), and include the feedback received in the evaluation factors
listed above as applicable.
H. PROPOSAL SUBMITTAL FORMAT
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Proposal shall be submitted in the format specified below:
Cover Letter: Provide an executive summary of your proposal.
Table of Contents: Provide contents of proposal with page number references
foreach proposal section listed below.
Section 1. Approach, and Scope of Work: Provide your understanding of the
project, scope of work, and describe your approach in providing services.
Section 2. Project Team, Key Personnel and Resumes: Provide an organization
chart showing the names and responsibilities of key personnel and subconsultants.
Provide resumes of all key personnel identified in the organization chart.
Section 3. Company Qualifications: Provide qualifications of your, emphasize
similar services provided, and local experience.
Section 4. References: Provide 5 Public Agency references for similar projects.
Section 5. Standard City Contract and Insurance Requirements: Proposers shall
review the attached Standard City Contract and Insurance Requirements and provide
a statement that they will comply with all aspects of the Agreement or provide any
comments that they would like the City to consider.
Section 6. Addenda Acknowledgement: If any Addenda is issued by the City, they
shall be acknowledged in this section.
J. Fee Proposal
In a separate sealed envelope, please submit a “not-to-exceed” fee proposal listing
a detailed cost for each task and sub-task, including work classification, your firm’s
current Hourly Fee Rates for staff classifications who might work on this project, and
estimated hours for each subtask of work. All incidental and miscellaneous “non-labor”
costs such as cost of copies of documents, travel, and other expenses which may be
associated with the duties and obligations under this RFP shall be included in the total
not-to-exceed fee proposal. Any so-called “reimbursable” expenses must be included
in the not-to-exceed fee proposal. Reimbursable expenses beyond the not-to-exceed
fee proposal will not be allowed. The general Scope of Services outlined herein is
only provided as a guide in this Request for Proposals. Consultants shall provide a
detailed Scope of Services in their submitted Work Proposal as necessary to reflect
the method and procedure in which they intend to provide the required professional
services, consistent with the general Scope of Services.
J. PROTEST PROCEDURES
This section sets forth the protest remedies available with respect to the RFP. Each
prospective consultant, by submitting its Proposal, expressly recognizes the limitation
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on its rights to protest contained herein, and expressly waives all other rights and
remedies. Each prospective consultant agrees that the decision on any protest, as
provided herein, will be final and binding on the protestant.
All protests and related statements described in this section shall be submitted to:
City of Rosemead-City Hall
8838 E. Valley Blvd.
Rosemead, CA 91770
Attn: Ericka Hernandez, City Clerk
K. DEBRIEFING
Proposers who submit a proposal in response to the RFP shall be notified in writing
when the proposer was not selected to receive further consideration.
L. PUBLIC RECORDS ACT
Proposals may be subject to public disclosure under the California Public Records Act
and other public records laws, and by submitting a proposal, the proposer waives all
rights to confidentiality of any information submitted in the proposal and agrees to any
and all such disclosures required or permitted by law. Proposals become the property
of the City when submitted and by submitting a proposal, the proposer agrees that the
City may use any information, documentation or writing contained in the proposal for
any the City purpose.
M. PRE-CONTRACTUAL EXPENSES RESPONDING TO THE RFP PREPARATION
The City is not be liable for any pre-contractual expenses incurred by any proposer or
by any selected consultant. Each proposer shall protect, defend, indemnify, and hold
harmless the City from any and all liability, claims, or expenses whosever incurred by,
or on behalf of, the entity participating in the preparation of its response to this RFP.
Pre-contractual expenses are defined as expenses incurred by proposers and the
selected consultant, if any, in:
Preparing and submitting information in response to this RFP
Negotiations with the City on any matter related to this procurement
Costs associated with interviews, meetings, travel, or presentations
All other expenses incurred by a proposer/consultant prior to the date of award
and a formal notice to proceed.
The City reserves the right to amend, withdraw and cancel the RFP. The City reserves
the right to reject all responses to this request at any time prior to contract execution,
or only award a partial
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N. QUESTIONS REGARDING THIS RFP
Please direct any questions or concerns regarding this RFP to Eddie Chan, City
Engineer via email: echan@cityofrosemead.org no later than 3:00 pm June 28, 2022
(14 days prior to the RFP due date). Answers to submitted questions will be posted
on the City's website by July 5, 2022.
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ATTACHMENTS:
Attachment A – Traffic Impact Study in support of the Project
Attachment B – Caltrans Quality Management Assessment Process (MAP)
Attachment C – Professional Services Agreement Template and Insurance
Requirements
ATTACHMENT A
Traffic Impact Study
in support of the Project
MEMORANDUM
TO: Transtech Engineers, Inc.
FROM: Jonathan Chambers, P.E., and Janet Ye, E.I.T.
DATE: May 4, 2022
RE: Traffic Impact Study for the
Rosemead Boulevard & Westbound I-10 Ramps Termini Improvements
Rosemead, California Ref: J1976
Gibson Transportation Consulting, Inc. prepared an assessment of the potential effect of
proposed improvements at the intersection of Rosemead Boulevard, Glendon Way, and the
Westbound Interstate 10 (I-10) Ramps Termini (Project) in the City of Rosemead (City). The
Project is located at approximately Post Mile 5.7 on Rosemead Boulevard and Post Mile 26.8
on I-10.
The primary purpose of this assessment was to identify the Project’s effect on operational
level of service (LOS) and vehicular queuing and to ensure that it would not result in adverse
queuing impacts that could affect the westbound I-10 mainline travel lanes. It also includes a
review of historical collision data at the Project location and a qualitative assessment of the
Project’s effect on safety. Finally, it includes a discussion of the potential effect of the Project
on vehicle miles traveled (VMT).
PROJECT DESCRIPTION
The Project includes the following Project Features:
1.Widen the east side of Rosemead Boulevard to add an exclusive right-turn lane from
northbound Rosemead Boulevard to the westbound I-10 easterly on-ramp.
2.Widen westbound Glendon Way to add an exclusive left-turn lane to southbound
Rosemead Boulevard.
3.Eliminate the left-turn lane from the westbound I-10 westerly off-ramp to westbound
Glendon Way.
4.Reconfigure westbound Glendon Way west of Rosemead Boulevard to provide an
exclusive left-turn lane to the westbound I-10 westerly on-ramp.
ATTACHMENT A
Transtech Engineers, Inc.
May 4, 2022
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5. Widen the southwest corner of Glendon Way and the westbound I-10 westerly on-ramp to
provide a standard right-turn lane and curb return to accommodate right-turn traffic onto
the ramp.
6. Improve signage and striping for the northbound left-turn lane from the westbound I-10
easterly off-ramp to westbound Glendon Way, particularly through the removal of the
crosswalk which appears to drivers like a limit line.
Figure 1 shows the existing and proposed Project configuration with labels corresponding to the
Project Features listed above.
Purpose and Need
The purpose of the Project is to improve traffic flow, enhance traffic safety, and reduce congestion
at the westbound I-10 ramps to Rosemead Boulevard, which would continue to degrade over time
without improvements. Currently, the adjacent and overlapping operations of the intersections of
Glendon Way & westbound I-10 westerly ramps, Rosemead Boulevard & Glendon Way, and
Glendon Way & westbound I-10 easterly ramps result in unclear driver guidance, suboptimal
traffic flow, congestion, and unusual conditions that may increase collisions at various times of
the day.
EXISTING CONDITIONS
The analysis herein is based on the Study Area along Rosemead Boulevard from Marshall Street
(approximately 560 feet north of Glendon Way) to I-10 (approximately 570 feet south of Glendon
Way) and including the two easterly and westerly ramps of westbound I-10. Four intersections
were analyzed for LOS and queuing:
1. Rosemead Boulevard & Marshall Street
2. I-10 Westbound Ramps (West) & Glendon Way (unsignalized)
3. Rosemead Boulevard & Glendon Way
4. I-10 Westbound Ramps (East) & Glendon Way (unsignalized)
Figure 2 illustrates the locations and existing lane configurations of the four study intersections.
Roadway System
Primary regional access to the Study Area is provided by I-10. The following summarizes the
roadway system within the Study Area:
I-10 – I-10 generally runs in the east-west direction. In the vicinity of the Study Area, I-10
provides three to five travel lanes in each direction. Access to and from I-10 in both
directions is available via on and off-ramps at Rosemead Boulevard. The ramps to and
from Rosemead Boulevard utilize collector-distributor roads that allow weaving
movements between the off-ramp and the on-ramp to occur distant from the I-10 mainline
lanes.
Transtech Engineers, Inc.
May 4, 2022
Page 3
Marshall Street – Marshall Street is designated a Collector Street by Rosemead General
Plan Circulation Element (Amended February 2018) (Rosemead Circulation Element) and
travels in the east-west direction. It provides four travel lanes, two lanes in each direction,
with left-turn lanes at intersections and a center median in the Study Area.
Glendon Way – Glendon Way is a Local Street in the Rosemead Circulation Element and
travels in the east-west direction. It provides one lane in each direction west of Rosemead
Boulevard and two westbound lanes east of Rosemead Boulevard, along with left-turn
lanes at intersections. It provides access to the Rosemead Place commercial center at its
eastern termini and I-10 Westbound via on and off-ramps at Rosemead Boulevard.
Rosemead Boulevard – Rosemead Boulevard is designated a Major Arterial in the
Rosemead Circulation Element and travels in the north-south direction. It provides four
travel lanes, two lanes in each direction, with left-turn lanes at intersections and a center
median in the Study Area. It provides access to the I-10 via westbound ramps at Glendon
Way and eastbound ramps on the south side of I-10.
Transit, Pedestrian, and Bicycle Infrastructure
Limited infrastructure exists in the Study Area to serve non-automobile transportation. An existing
bus stop is provided at the northeast and southwest corners of Intersection #1 for the Los Angeles
County Metropolitan Transportation Authority (Metro) Route 266. No existing bicycle lanes or
routes are established within the Study Area. Intersection #1 provides pedestrian facilities such
as crosswalk striping, curb ramps, and pedestrian push buttons. Intersection #3 provides
crosswalks across the west, north, and east legs, but these crosswalks do not in all cases connect
to other pedestrian infrastructure. For example, crosswalks leading to the south side of
Intersection #3 connect to narrow asphalt shoulders on Rosemead Boulevard, and south of I-10
those shoulders lead onto freeway ramps rather than connecting to other pedestrian
infrastructure.
Collision History
Collision data was collected from the Statewide Integrated Traffic Records System (SWITRS)
database for the three-year period of January 2017 through December 2019. While more recent
collision data was available, the COVID-19 pandemic disrupted typical traffic patterns for most of
Years 2020 and 2021 and, therefore, the pre-pandemic results were reviewed. Table 1
summarizes the collisions that occurred on Rosemead Boulevard, Glendon Way, or the I-10
Westbound ramps at Intersections #2, #3, or #41. As Table 1 shows, there were a total of 111
collisions over the three-year period, or approximately one every 10 days. Rear-end collisions
were the most common types recorded, comprising nearly 65% of the total. Rear-end collisions
are typically prevalent in stop-and-start conditions characteristic of congested roadways and often
(as in this case) involve drivers traveling too fast for the conditions. Another common type of
collision was sideswipes (common in merge, diverge, and weaving operations). At Intersections
#2 and #4, rear-end collisions were the most prevalent, making up over half of the total collisions.
1 Operations at Intersection #1, Rosemead Boulevard & Marshall Street, are not expected to be affected by the Project
and, therefore, collisions at that location were not assessed.
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May 4, 2022
Page 4
Collisions with fixed objects, such as guardrails, barriers, and signs also occurred at Intersections
#2 and #4. Although no collisions involving hit objects occurred at Intersection #3, one collision at
Intersection #3 involved a pedestrian. Overall, there were 22 collisions that resulted in injury
(approximately 20%) and no fatal collisions.
TRAFFIC DATA
Peak hour traffic count data at the study intersections was collected in February 2022 for this
assessment and are considered to represent existing conditions without the Project. The existing
peak hour traffic volumes are shown in Figure 3 and detailed traffic count worksheets are provided
in Attachment A.
Intersections were analyzed under six scenarios, including three without the Project and three
with the Project:
Existing Conditions without Project
Existing Conditions with Project
Future 2025 Conditions without Project (Opening Year)
Future 2025 Conditions with Project (Opening Year)
Future 2045 Conditions without Project (Design Year)
Future 2045 Conditions with Project (Design Year)
Future Traffic Forecasts
For analysis purposes, and consistent with regional travel demand forecasts, traffic is assumed
to increase over time. The Southern California Association of Governments travel demand
forecasting model (SCAG Model) was used to estimate long-term traffic growth at the study
intersections. The SCAG Model uses Year 2018 as an existing year and forecasts traffic to Year
2040. The peak hour growth from Year 2018 to Year 2040 for the I-10 Westbound mainline and
ramps and Rosemead Boulevard in the Study Area from the SCAG Model was used to calculate
an average annual traffic growth rate for both the morning and afternoon peak hours. For the
morning peak hour, the SCAG Model estimated 0.19% annual growth. For the afternoon peak
hour, the SCAG Model estimated 0.23% annual growth.
Compounded annually from Year 2022 Existing Conditions, the growth for Opening Year (Year
2025) was therefore 0.57% for the morning peak hour and 0.69% for the afternoon peak hour.
The growth for Design Year (Year 2045) was 4.37% for the morning peak hour and 5.29% for the
afternoon peak hour. The resulting peak hour traffic volume forecasts for Opening Year (Year
2025) and Design Year (Year 2045) are shown in Figures 4 and 5, respectively.
Project Effects on Traffic Volume
The Project proposes geometric modifications to improve operational efficiency and enhance
traffic safety. It does not add new “through” roadway capacity to the Study Area and, therefore, is
not expected to affect the travel demand within the Study Area. Therefore, the volumes used in
this analysis for conditions with and without the Project did not change, other than as directly
Transtech Engineers, Inc.
May 4, 2022
Page 5
affected by the Project configuration. Specifically, traffic exiting I-10 Westbound destined for
westbound Glendon Way could no longer make a northbound left turn at Intersection #2; rather,
it would make a northbound left turn at Intersection #4 then continue westbound through
Intersections #3 and #2.
TRAFFIC ANALYSIS METHODOLOGIES
The traffic analysis was conducted using several methodologies, described below, in order to
adequately assess the effects of the Project.
Highway Capacity Manual, 6th Edition
The Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016) (HCM 6th
Edition) methodology was used whenever feasible. It estimates average vehicle delay in seconds,
LOS, and queue lengths at each movement through an intersection. It incorporates actual signal
phasing and timing factors as well as peak hour traffic volumes. The LOS ranges from nearly free-
flow conditions at LOS A to stop-and-go conditions at LOS F. HCM 6th Edition can only
accommodate intersections that comply with standard lane configurations and, for signalized
intersections, that use National Electrical Manufacturing Association signal phasing plans.
Highway Capacity Manual 2000
Highway Capacity Manual (Transportation Research Board, 2000) (HCM 2000) methodology, a
predecessor to the HCM 6th Edition methodology, does not have the same limitations on lane
configurations and signal phasing. Like HCM 6th Edition, HCM 2000 calculates delay, LOS, and
queue lengths.
Synchro Queues
Synchro 11, produced by Trafficware, is the software used to implement the HCM 6th Edition and
HCM 2000 methodologies. It also has built-in algorithms to calculate various aspects of
intersection operation, including queue lengths. The Synchro Queues report calculates queue
lengths independent of the HCM 6th Edition and HCM 2000 methodologies.
SimTraffic Queues
SimTraffic is a microscopic model used to simulate traffic in real-world conditions. Each vehicle
in the traffic system is individually tracked through the model and comprehensive operational
measures of effectiveness are collected on every vehicle during each 0.1-second of the
simulation. Unlike Synchro, SimTraffic measures the full impact of queuing and blocking.
However, because SimTraffic metrics are based on randomized simulation results, the results are
not always consistent when comparing various traffic scenarios.
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Methodology Summary
Intersection #1 is the only intersection that meets the criteria for analysis using the HCM 6th Edition
methodology, which was used to calculate delay, LOS, and queuing at that location. Delay and
LOS at Intersections #2, #3, and #4 were calculated using HCM 2000 methodology. Different
methods were used for calculating queues at each intersection. HCM 6th Edition was used for
Intersection #1; SimTraffic was used for Intersection #2; Synchro Queues was used for
Intersection #3; and HCM 2000 was used for Intersection #4.
Other Methodologies
The methodologies described above cannot fully capture the existing bottleneck that occurs in
particular at Intersection #4 and the westbound approach to Intersection #3. This bottleneck is
caused by a combination of an unusual geometric configuration of the existing roadway and less
clear roadway striping and signage between the two approaches to Intersection #4. As such, the
existing delay, LOS, and queuing reported below at these locations are substantially more
favorable than observed conditions, even to the point of suggesting that no such bottleneck exists.
ANALYSIS RESULTS: LEVEL OF SERVICE
Table 2 summarizes the delay and LOS results for the Existing, Opening Year, and Design Year
Conditions without and with the development of the Project. As shown, under Existing Conditions
Intersection #1 would operate at LOS B during the morning peak hour and LOS D during the
afternoon peak hour. The remaining three intersections, which are part of the I-10 Westbound
Ramp complex, currently operate at LOS A or B during both peak hours. With the Project,
Intersections #1, #3, and #4 would experience minimal increases in delay, causing LOS B
conditions at Intersection #4 during the afternoon peak hour. At Intersection #2, the Project would
result in a reduction in delay, improving operating conditions from LOS B to LOS A during the
morning peak hour. Opening Year and Design Year conditions would be similar to Existing
Conditions, with and without the Project, respectively. In no case would the Project cause delay
at any intersection to increase by more than 3.0 seconds per vehicle, nor would any intersection
worsen to an unacceptable operating condition.
Importantly, and as previously noted, the favorable operating conditions reported at Intersections
#3 and #4 (i.e., LOS A and B) do not capture the conditions experienced by drivers at those
locations due to the complexity and unusual roadway configurations. The existing free or
uncontrolled left-turn movement at Intersection #4 from the westbound I-10 easterly off-ramp to
westbound Glendon Way, joining with the stop-controlled westbound through movement at that
intersection from the adjacent commercial center, leads to driver hesitation and slow movements
and inefficiencies in traffic operations during peak hours. The Project seeks to improve this
condition through a modified physical configuration in conjunction with improved signage and
striping.
HCM analysis worksheets are provided in Attachment B.
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ANALYSIS RESULTS: QUEUES
Table 3 summarizes key turning movement queueing results for each intersection under the six
analysis scenarios. As shown, the Project has minimal effects on queues at Intersection #1 under
each analysis year.
At Intersection #2, the Project would eliminate the northbound left-turn movement, thus
eliminating those queues and the potential for that movement to block the westbound I-10
westerly ramp for traffic turning south on Rosemead Boulevard. The Project would also generally
reduce queues for both the eastbound through movement and the westbound left-turn movement,
both of which would no longer be impeded by northbound left-turn movements.
At Intersection #3, the Project would substantially reduce westbound left-turn queues under each
analysis year. It would have minimal effects on all other movements under Existing Conditions.
However, under Opening Year and Design Year Conditions, the Project would result in increases
to the northbound left-turn queue on Rosemead Boulevard of approximately four vehicles
(assuming 25 feet per vehicle in queue). The queue exceeds the 195-foot turn pocket even under
Existing Conditions, but the Project is anticipated to increase the queue farther, resulting in
potentially more spillover into the northbound through lanes on Rosemead Boulevard during
certain hours. However, as motorists are also able to, and probably, use this northbound left-turn
lane to make a left turn to the westbound on-ramp at intersection #2, it is likely that the
construction of the new excusive northbound right-turn lane from northbound Rosemead
Boulevard to the westbound on-ramp on the east side of Rosemead Boulevard will reduce this
demand and the net effect for the traffic demand in the northbound left-turn lane will be minimal.
In any case, it may be beneficial to consider lengthening this left-turn pocket as part of the design
phase if feasible.
At Intersection #4, the Project is anticipated to modestly increase queues (by less than one car
length) on both the northbound left-turn from the westbound I-10 easterly on-ramp and the
westbound through movement from the commercial center to the east. All queue lengths are
minimal compared to the available storage space, including on the freeway off-ramp, and
therefore the Project would not result in any queueing impacts at these locations.
Queuing analysis worksheets are provided in Attachment C.
POTENTIAL PROJECT ENHANCEMENT FEATURES
During the preparation of this analysis, two potential enhancement features for the Project were
identified that may warrant additional study during the Project’s design phase. First, Intersection
#4 may benefit from traffic signal control synchronized with the traffic signal at Intersection #3.
The westbound approach of Intersection #3 is supplied with vehicles from two movements at
Intersection #4: the northbound left turn from the off-ramp and the westbound through movement
from the shopping center, which at times create inefficient traffic operations. A traffic signal
moderating the flow of traffic between these two movements could improve both traffic flow and
enhance traffic safety. Additional analysis will need to be conducted to explore the optimal traffic
signal sequences. One possible signal operation scenario is described as follows: While the
westbound approach to Intersection #3 is stopped with a red light, the westbound approach to
Intersection #4 (i.e., traffic departing the commercial center) would have a green light to populate
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May 4, 2022
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the approach to Intersection #3. When the Intersection #3 approach turns green, the westbound
approach to Intersection #4 would clear and then the northbound approach would get a green
light, allowing westbound I-10 easterly off-ramp traffic to pass freely through Intersections #4 and
#3 until the Intersection #3 signal turns red. Most importantly, this configuration would ensure that
traffic departing the commercial center has an opportunity to proceed even when off-ramp traffic
is heavy.
Second, in conjunction with the traffic signal, if geometrically feasible, it could be beneficial to add
a second left-turn lane from the westbound I-10 easterly off-ramp to westbound Glendon Way.
With the elimination of the northbound left turn from the westbound I-10 westerly off-ramp to
Glendon Way (Project Feature #3), additional traffic would shift to this location. A second left-turn
lane, even with a short left-turn pocket to minimize the necessary widening of the freeway off-
ramp, would allow a higher traffic throughput to the westbound approach of Intersection #3,
potentially reducing the amount of green time required for that approach and improving
Intersection #3 operations.
PROJECT IMPACT ON TRANSIT, PEDESTRIAN, AND BICYCLE INFRASTRUCTURE
The Project would have minimal effect on transit, pedestrian, and bicycle infrastructure. As
previously noted, one Metro bus travels on Rosemead Boulevard, with stops at Marshall Street.
The Project would not modify these stops, and its only effect on transit service would be via any
change to delay at Intersections #1 and #3. As described above, the Project would have virtually
no impact on delay at Intersection #1 and a small increase at Intersection #3 (less than 3 seconds
per vehicle), which is effectively imperceptible for a transit bus.
Neither Los Angeles County nor the City have plans to introduce bicycle lanes on Rosemead
Boulevard. There is limited opportunity for such infrastructure without substantial modifications to
existing lane configurations, potentially affecting vehicular travel capacity on Rosemead
Boulevard. Bicycle infrastructure is beyond the scope of this Project and, if requested, should be
separately planned in consultation with the California Department of Transportation (Caltrans).
The Project would have a minimal impact on the ability to implement such infrastructure if desired.
As previously noted, pedestrian infrastructure is incomplete in the Study Area, and the existing
configuration includes crosswalks that lead to areas with no corresponding pedestrian facilities.
The decision whether to remove, maintain, or augment the existing pedestrian infrastructure in
conjunction with the Project should be determined in consultation with Caltrans.
PROJECT IMPACT ON ENHANCING TRAFFIC SAFETY
Based on the collision history in Table 1, frequent collisions, particularly rear-end collisions, occur
at the westbound I-10 ramps at Rosemead Boulevard. The Project would specifically improve
several conflict points that likely are the source of many of the rear-end collisions:
The addition of an exclusive right-turn lane from northbound Rosemead Boulevard to the
westbound I-10 easterly on-ramp (Project Feature #1) would separate northbound through
traffic from on-ramp traffic.
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The Project would eliminate the left-turn lane from the westbound I-10 westerly off-ramp
to westbound Glendon Way (Project Feature #3), thus eliminating a conflicting movement
with a very short turn pocket length.
The Project would improve the northbound left turn from the westbound I-10 easterly off-
ramp to westbound Glendon Way with signage and striping improvements (Project
Feature #6), which should lead to a more orderly flow of traffic through Intersection #4.
Each of those Project Features described above are expected to directly reduce the likelihood of
rear-end collisions. These features also have the potential to allow vehicles to travel more quickly
onto and off of the freeway ramps, which could increase incidences of other types of collisions.
However, because overall the Project would modify the roadway configuration to reduce unusual
lane conditions, replacing them instead with more familiar lane conditions common to many
freeway ramp systems throughout the region, the Project is overall expected to result in a net
improvement in safety.
A side benefit of a reduced frequency of collisions is a reduction in congestion and delay
associated with collisions. This is especially the case in a physically constrained area like the
Project location, which has channelizing curbs and medians to keep drivers in their lanes.
Therefore, the Project is expected to reduce average annual delay through these ramps.
PROJECT VMT IMPACT
Beginning July 1, 2020, as mandated by Senate Bill 743 (Steinberg, 2013), the California
Environmental Quality Act (CEQA) requires that transportation infrastructure projects be analyzed
for potential environmental impacts based on VMT rather than LOS. Transportation Analysis
Under CEQA, First Edition (Caltrans, 2020) Section 5.1 identifies criteria for screening a project
for the need to conduct detailed VMT analysis. As described in that section, a project that does
not increase roadway capacity is not expected to lead to a measurable and substantial increase
in vehicle travel. It specifically notes that a project that consists of the “installation, removal, or
reconfiguration of traffic lanes that are not for through traffic, such as left, right, and U-turn
pockets” is not likely to lead to a measurable and substantial increase in vehicle travel. All of the
Project Features match this description and, therefore, the Project’s effect on VMT is expected to
be neutral, and no significant impact would occur.
CONCLUSION
Based on the analysis above, the Project would:
reduce collisions and result in a net improvement in safety
minimally affect intersection delay
improve queues at several key locations, especially by eliminating northbound left-turn
queueing at Intersection #2, which improves delay, queuing, and safety
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May 4, 2022
Page 10
worsen the queue for the northbound left-turn movement at Intersection #3, though that
location already experiences queues exceeding the turn pocket length. The increase in
queue may be offset as a result of the construction of the exclusive northbound right-turn
lane to westbound freeway, diminishing demand in this left-turn pocket
minimally affect transit, pedestrian, and bicycle infrastructure or the ability to implement
such infrastructure in the future
not result in a measurable and substantial increase to VMT
help to improve traffic flow by reducing congestion and driver confusion.
More analysis is warranted to determine whether traffic signal control should be provided at
Intersection #4, potentially paired with a second northbound left-turn lane if found geometrically
feasible.
EXISTING AND PROPOSED PROJECT CONFIGURATION FIGURE1
STOP STOPSTOPSTOPSTOPSTOPSTOPSTOPSTOPExisting Configuration
Proposed Configuration
Glendon WayGlendon Way
Glendon WayGlendon Way Rosemead BlvdRosemead BlvdRosemead BlvdRosemead BlvdWB I-10 Easterly RampWB I-10 Easterly RampWB I-10 Easterly RampWB I-10 Easterly RampWB I-10 Westerly RampWB I-10 Westerly RampWB I-10 Westerly RampWB I-10 Westerly Ramp1
2
6
3
5
4
#Project Design Feature(see Page 1 of Report)
LEGEND
Not to Scale
TABLE 1COLLISION HISTORY AND TYPE IN STUDY AREATotalWith FatalitiesWith InjuriesRear End Sideswipe Hit ObjectVehicle/PedestrianOther [a]2 I-10 Ramps & Glendon Way (West)35062626013 Rosemead Boulevard & Glendon Way 380716 11 0 1 104 I-10 Ramps & Glendon Way (East)3809295202Total111022 71 18 8 1 13Notes:Source: Data from SWITRS database for 3-year period from Janurary 2017 through December 2019.[a] Other accident types include head-on, broadside, overturn, and other collisions. None of these incidents involved pedestrians.No. IntersectionNumber of CollisionsType of Collisions
TABLE 2
INTERSECTION DELAY AND LEVELS OF SERVICE
Conditions With Project
Delay LOS Delay LOS ∆ Delay
Existing Year 2022
1. Rosemead Bl &AM 19.9 B 19.9 B 0.0
[a] Marshall St PM 35.0 D 35.2 D 0.2
2. I-10 WB Ramps (West) &AM 10.6 B 10.0 A -0.6
[b] Glendon Way PM 13.4 B 11.5 B -1.9
3. Rosemead Bl &AM 9.1 A 9.8 A 0.7
[b] Glendon Way PM 15.7 B 16.3 B 0.6
4. I-10 WB Ramps (East) &AM 6.9 A 7.5 A 0.6
[b] Glendon Way PM 8.0 A 10.4 B 2.4
Opening Year 2025
1. Rosemead Bl &AM 19.9 B 20.0 B 0.1
[a] Marshall St PM 35.5 D 35.7 D 0.2
2. I-10 WB Ramps (West) &AM 10.7 B 10.1 B -0.6
[b] Glendon Way PM 13.6 B 11.6 B -2.0
3. Rosemead Bl &AM 9.1 A 9.7 A 0.6
[b] Glendon Way PM 15.8 B 17.7 B 1.9
4. I-10 WB Ramps (East) &AM 7.0 A 7.5 A 0.5
[b] Glendon Way PM 8.0 A 10.5 B 2.5
Design Year 2045
1. Rosemead Bl &AM 20.7 C 20.7 C 0.0
[a] Marshall St PM 37.9 D 38.2 D 0.3
2. I-10 WB Ramps (West) &AM 11.0 B 10.3 B -0.7
[b] Glendon Way PM 14.5 B 12.1 B -2.4
3. Rosemead Bl &AM 9.4 A 9.9 A 0.5
[b] Glendon Way PM 16.3 B 18.6 B 2.3
4. I-10 WB Ramps (East) &AM 7.0 A 7.6 A 0.6
[b] Glendon Way PM 8.2 A 11.2 B 3.0
Notes:
Delay is measured in seconds per vehicle. LOS = Level of Service.
[a] Intersection analysis based on HCM 6th Edition methodology implemented in Synchro.
[b] Intersection analysis based on HCM 2000 methodology implemented in Synchro.
No. Intersection
Peak
Hour
Conditions Without
Project
TABLE 3INTERSECTION QUEUESExisting YearOpening YearDesign YearConditions WithoutProjectConditionsWithProjectProject Contribution to Queue LengthConditions WithoutProjectConditionsWithProjectProject Contribution to Queue LengthConditions WithoutProjectConditionsWithProjectProject Contribution to Queue LengthIntersection #1, Rosemead Bl & Marshall St [a]Northbound Left-TurnAM 687026870273752from Rosemead Bl to Marshall StPM 16817571701801017818810Southbound Left-TurnAM 143143014314301531530from Rosemead Bl to Marshall StPM 403403040840804434430Eastbound Left-TurnAM 808008080083830from Marshall St to Rosemead BlPM 110110011011001181180Westbound Left-TurnAM 253253025525502632630from Marshall St to Rosemead BlPM 360360036536503953950Intersection #2, I-10 WB Ramps (West) & Glendon Way [b]Northbound Left-TurnAM 45--31--45--from I-10 WB Ramps (West) to Glendon WayPM 31--57--48--Eastbound ThroughAM 7763-146366360622from Glendon Way to I-10 WB Ramps (West) PM 8598138856-329875-23Westbound Left-TurnAM 5238-14474709846-52from Glendon Way to I-10 WB Ramps (West) PM 62686890-895247-5Intersection #3, Rosemead Bl & Glendon Way [c]Northbound Left-TurnAM 909009090092920from Rosemead Bl to Glendon WayPM 206207120730194216319103Eastbound Left-TurnAM 282802828029290from Glendon Way to Rosemead BlPM 4039-14044442464Eastbound Right-TurnAM 59590585805958-1from Glendon Way to Rosemead BlPM 6159-26164362664Westbound Left-TurnAM 10660-4610660-4611061-49from Glendon Way to Rosemead BlPM 235116-119236126-110249132-117Westbound Right-TurnAM 119118-1122120-2137133-4from Glendon Way to Rosemead BlPM 169169017017111881902Intersection #4, I-10 WB Ramps (East) & Glendon Way [d]Northbound Left-TurnAM 91451014410144from I-10 WB Ramps (East) to Glendon WayPM 1221912219132310Westbound ThroughAM682682792from Glendon Way PM 213817213817244420Notes:All lengths shown in feet. Queues based on 95th percentile queue.[a] Queue analysis based on HCM 6th Edition methodology implemented in Synchro.[b] Queue analysis based on Synchro SimTraffic simulation.[c] Queue analysis based on internal Synchro methodology .[d] Queue analysis based on HCM 2000 methodology implemented in Synchro.777777030619540401041901418765220IntersectionTurn Pocket LengthPeak Hour124
Attachment A
Traffic Counts
Prepared by National Data & Surveying Services
ID:22-020055-002 Day:
City:Rosemead Date:
AM 24 1267 83 1 AM
NOON 0 0 0 0 NOON
PM 40 1036 172 5 PM
AM NOON PM PM NOON AM
0 2 1 0 0 143 0 52
2 183 0 77
0 0 0 0 1 224 0 158
44 0 63 1 TEV 3212 0 3575 0 0 0 0
89 0 251 2 PHF 0.99 0.98
103 0 86 0 0 1 2 1
AM NOON PM PM NOON AM
PM 14 65 1100 193 PM
NOON 0 0 0 0 NOON
AM 6 34 1177 97 AM
Pedestrians (Crosswalks)
Totals (PM)Totals (PM)
0
1534
NORTHBOUND
Rosemead Blvd
Totals (NOON)Totals (NOON)
NONE
616 0 269
Totals (AM)1360 Totals (AM)Marshall StEASTBOUNDWESTBOUNDMarshall St135 0 288
CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 1311
Rosemead Blvd & Marshall St
Peak Hour Turning Movement Count
Rosemead Blvd Wednesday
SOUTHBOUND 2/2/2022
5:00 PM - 07:00 PMPEAK HOURS07:45 AM - 08:45 AM 1274 7:00 AM - 09:00 AM COUNT PERIODSNOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOONPMAMNOONAMPMNOONAMPMNOONPMAM0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 143
183
22486
251
63 4010361721931100650
0
00
0
0 00000052
77
158103
89
44 2412678397117734143
183
22486
251
63 4010361721931100650
0
00
0
0 00000052
77
158103
89
44 2412678397117734
Prepared by National Data & Surveying Services
ID:22-020055-003 Day:
City:Rosemead Date:
AM 1 0 0 0 AM
NOON 0 0 0 0 NOON
PM 2 0 1 0 PM
AM NOON PM PM NOON AM
0 1 0 0 0 2 0 1
1 210 0 108
1 0 0 0 0 385 0 326
0 0 0 1 TEV 976 0 1149 0 1 0 0
137 0 196 0 PHF 0.92 0.93
26 0 32 1 0 0 1.5 0.5
AM NOON PM PM NOON AM
PM 0 121 0 199 PM
NOON 0 0 0 0 NOON
AM 0 63 0 313 AM
0 NONE
05:00 PM - 06:00 PM 2
I 10 WB On/Off Ramp (West side) & Glendon Way
Peak Hour Turning Movement Count
I 10 WB On/Off Ramp (West side)Wednesday
SOUTHBOUND 2/2/2022
5:00 PM - 07:00 PMPEAK HOURS08:00 AM - 09:00 AM 1 7:00 AM - 09:00 AM COUNT PERIODSNONE
397 0 450
Totals (AM)417 Totals (AM)Glendon WayEASTBOUNDWESTBOUNDGlendon Way173 0 333
CONTROL
1-Way Stop(NB)
Pedestrians (Crosswalks)
Totals (PM)Totals (PM)
0
352
NORTHBOUND
I 10 WB On/Off Ramp (West side)
Totals (NOON)Totals (NOON)
NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOONPMAMNOONAMPMNOONAMPMNOONPMAM0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 2
210
38532
196
0 20119901210
0
00
0
0 0000001
108
32626
137
0 1003130632
210
38532
196
0 20119901210
0
00
0
0 0000001
108
32626
137
0 100313063
Prepared by National Data & Surveying Services
ID:22-020055-004 Day:
City:Rosemead Date:
AM 321 1212 1 0 AM
NOON 0 0 0 0 NOON
PM 323 1010 1 1 PM
AM NOON PM PM NOON AM
1 2 0 0 1 185 0 154
0 107 0 39
0 0 0 0 1 96 0 36
12 0 21 1 TEV 3581 0 3981 0 0 0 0
0 0 0 0 PHF 0.99 0.96
134 0 179 1 0 1 2.5 0.5
AM NOON PM PM NOON AM
PM 2 169 1362 525 PM
NOON 0 0 0 0 NOON
AM 0 57 1240 375 AM
0 NONE
05:00 PM - 06:00 PM 1569
Rosemead Blvd & Glendon Way
Peak Hour Turning Movement Count
Rosemead Blvd Wednesday
SOUTHBOUND 2/2/2022
5:00 PM - 07:00 PMPEAK HOURS07:45 AM - 08:45 AM 1406 7:00 AM - 09:00 AM COUNT PERIODSNONE
526 0 376
Totals (AM)1287 Totals (AM)Glendon WayEASTBOUNDWESTBOUNDGlendon Way417 0 599
CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM)Totals (PM)
0
1382
NORTHBOUND
Rosemead Blvd
Totals (NOON)Totals (NOON)
NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOONPMAMNOONAMPMNOONAMPMNOONPMAM0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 185
107
96179
0
21 3231010152513621690
0
00
0
0 000000154
39
36134
0
12 32112121375124057185
107
96179
0
21 3231010152513621690
0
00
0
0 000000154
39
36134
0
12 32112121375124057
Prepared by National Data & Surveying Services
ID:22-020055-005 Day:
City:Rosemead Date:
AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM
AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
2 177 0 72
0 0 0 0 0 0 0 0
0 0 0 0 TEV 687 0 1080 0 0 0 0
0 0 0 0 PHF 0.90 0.96
374 0 528 1 0 1 0 1
AM NOON PM PM NOON AM
PM 0 211 0 164 PM
NOON 0 0 0 0 NOON
AM 0 167 0 74 AM
0 NONE
05:00 PM - 06:00 PM 0
I 10 WB On/Off Ramp (East side) & Glendon Way
Peak Hour Turning Movement Count
I 10 WB On/Off Ramp (East side)Wednesday
SOUTHBOUND 2/2/2022
5:00 PM - 07:00 PMPEAK HOURS08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM COUNT PERIODSNONE
164 0 74
Totals (AM)528 Totals (AM)Glendon WayEASTBOUNDWESTBOUNDGlendon Way239 0 388
CONTROL
1-Way Stop(NB)
Pedestrians (Crosswalks)
Totals (PM)Totals (PM)
0
374
NORTHBOUND
I 10 WB On/Off Ramp (East side)
Totals (NOON)Totals (NOON)
NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOONPMAMNOONAMPMNOONAMPMNOONPMAM0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0
177
0528
0
0 00016402110
0
00
0
0 0000000
72
0374
0
0 0007401670
177
0528
0
0 00016402110
0
00
0
0 0000000
72
0374
0
0 000740167
Attachment B
Intersection Level of Service Worksheets
Attachment B
Intersection Level of Service Worksheets
Existing Conditions without Project
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
Future Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 97 112 172 84 57 43 1279 105 91 1377 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 162 145 201 355 222 57 2068 922 114 2192 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 97 112 172 70 71 43 1279 105 91 685 718
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Cycle Q Clear(g_c), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 162 145 201 301 276 57 2068 922 114 1092 1142
V/C Ratio(X) 0.78 0.60 0.77 0.86 0.23 0.26 0.76 0.62 0.11 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2068 922 171 1092 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.3 43.1 43.3 55.7 0.0 0.0 55.4 14.5 14.5
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.4 0.4 0.5 16.8 1.2 0.2 14.2 2.7 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.2 5.3 6.6 10.1 3.3 3.4 2.7 0.6 0.1 5.7 17.6 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.9 69.7 43.5 43.8 72.6 1.2 0.2 69.6 17.3 17.2
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 257 313 1427 1494
Approach Delay, s/veh 62.2 58.0 3.3 20.4
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.3 18.0 15.4 8.3 78.2 8.7 24.8
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.3 4.9 31.1 5.2 6.5
Green Ext Time (p_c), s 0.1 14.6 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 137 26 326 108 1 63 00001
Future Volume (vph)0 137 26 326 108 1 63 00001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 149 28 354 117 1 68 00001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)149 28 354 118 68 1
Volume Left (vph)0 0 354 0 68 0
Volume Right (vph)0 28 0101
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.57
Departure Headway (s) 5.2 4.5 5.4 4.9 5.6 4.9
Degree Utilization, x 0.21 0.03 0.53 0.16 0.11 0.00
Capacity (veh/h)677 772 656 721 591 645
Control Delay (s)8.4 6.4 13.1 7.6 9.2 7.9
Approach Delay (s)8.1 11.7 9.2 7.9
Approach LOS A B A A
Intersection Summary
Delay 10.6
Level of Service B
Intersection Capacity Utilization 45.4% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)12 0 134 36 39 154 57 1240 375 0 1213 321
Future Volume (vph)12 0 134 36 39 154 57 1240 375 0 1213 321
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1819 1583 1770 4908 3539 1583
Flt Permitted 0.67 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)1243 1583 1819 1583 1770 4908 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 0 146 39 42 167 62 1348 408 0 1318 349
RTOR Reduction (vph) 0 0 132 0 0 89 0 31 0 0 0 97
Lane Group Flow (vph) 13 0 14 0 81 78 62 1725 0 0 1318 252
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 11.6 11.6 11.6 11.6 8.4 99.4 86.5 86.5
Effective Green, g (s) 11.6 11.6 11.6 11.6 8.4 99.4 86.5 86.5
Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.07 0.83 0.72 0.72
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 120 153 175 153 123 4065 2551 1141
v/s Ratio Prot 0.04 c0.35 c0.37
v/s Ratio Perm 0.01 0.01 0.04 c0.05 0.16
v/c Ratio 0.11 0.09 0.46 0.51 0.50 0.42 0.52 0.22
Uniform Delay, d1 49.5 49.4 51.3 51.5 53.8 2.7 7.5 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.04
Incremental Delay, d2 0.4 0.3 1.9 2.6 3.2 0.3 0.6 0.3
Delay (s)49.9 49.7 53.2 54.1 57.0 3.1 3.8 0.6
Level of Service D D D D E A A A
Approach Delay (s)49.7 53.8 4.9 3.1
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 59.7% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 167 74
Future Volume (Veh/h) 0 0 0 72 167 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 182 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 364 0 364 364 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 364 0 364 364 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 84 89
cM capacity (veh/h) 501 1085 541 501 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 39 39 182 80
Volume Left 0 0 182 0
Volume Right 0 0 0 80
cSH 501 501 1623 1700
Volume to Capacity 0.08 0.08 0.11 0.05
Queue Length 95th (ft)6690
Control Delay (s) 12.8 12.8 7.5 0.0
Lane LOS B B A
Approach Delay (s) 12.8 5.2
Approach LOS B
Intersection Summary
Average Delay 6.9
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
Future Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 97 112 172 84 57 43 1279 105 91 1377 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 162 145 201 355 222 57 2068 922 114 2192 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 97 112 172 70 71 43 1279 105 91 685 718
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Cycle Q Clear(g_c), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 162 145 201 301 276 57 2068 922 114 1092 1142
V/C Ratio(X) 0.78 0.60 0.77 0.86 0.23 0.26 0.76 0.62 0.11 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2068 922 171 1092 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.3 43.1 43.3 55.7 0.0 0.0 55.4 14.5 14.5
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.4 0.4 0.5 16.8 1.2 0.2 14.2 2.7 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.2 5.3 6.6 10.1 3.3 3.4 2.7 0.6 0.1 5.7 17.6 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.9 69.7 43.5 43.8 72.6 1.2 0.2 69.6 17.3 17.2
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 257 313 1427 1494
Approach Delay, s/veh 62.2 58.0 3.3 20.4
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.3 18.0 15.4 8.3 78.2 8.7 24.8
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.3 4.9 31.1 5.2 6.5
Green Ext Time (p_c), s 0.1 14.6 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 137 26 326 108 1 63 00001
Future Volume (vph)0 137 26 326 108 1 63 00001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 149 28 354 117 1 68 00001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)149 28 354 118 68 1
Volume Left (vph)0 0 354 0 68 0
Volume Right (vph)0 28 0101
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.57
Departure Headway (s) 5.2 4.5 5.4 4.9 5.6 4.9
Degree Utilization, x 0.21 0.03 0.53 0.16 0.11 0.00
Capacity (veh/h)677 772 656 721 591 645
Control Delay (s)8.4 6.4 13.1 7.6 9.2 7.9
Approach Delay (s)8.1 11.7 9.2 7.9
Approach LOS A B A A
Intersection Summary
Delay 10.6
Level of Service B
Intersection Capacity Utilization 45.4% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)12 0 134 36 39 154 57 1240 375 0 1213 321
Future Volume (vph)12 0 134 36 39 154 57 1240 375 0 1213 321
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1819 1583 1770 4908 3539 1583
Flt Permitted 0.67 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)1243 1583 1819 1583 1770 4908 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 0 146 39 42 167 62 1348 408 0 1318 349
RTOR Reduction (vph) 0 0 132 0 0 89 0 31 0 0 0 97
Lane Group Flow (vph) 13 0 14 0 81 78 62 1725 0 0 1318 252
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 11.6 11.6 11.6 11.6 8.4 99.4 86.5 86.5
Effective Green, g (s) 11.6 11.6 11.6 11.6 8.4 99.4 86.5 86.5
Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.07 0.83 0.72 0.72
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 120 153 175 153 123 4065 2551 1141
v/s Ratio Prot 0.04 c0.35 c0.37
v/s Ratio Perm 0.01 0.01 0.04 c0.05 0.16
v/c Ratio 0.11 0.09 0.46 0.51 0.50 0.42 0.52 0.22
Uniform Delay, d1 49.5 49.4 51.3 51.5 53.8 2.7 7.5 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.04
Incremental Delay, d2 0.4 0.3 1.9 2.6 3.2 0.3 0.6 0.3
Delay (s)49.9 49.7 53.2 54.1 57.0 3.1 3.8 0.6
Level of Service D D D D E A A A
Approach Delay (s)49.7 53.8 4.9 3.1
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 59.7% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Existing Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 177 211 164
Future Volume (Veh/h) 0 0 0 177 211 164
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 192 229 178
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 458 0 458 458 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 458 0 458 458 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 55 86
cM capacity (veh/h) 429 1085 458 429 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 96 96 229 178
Volume Left 0 0 229 0
Volume Right 0 0 0 178
cSH 429 429 1623 1700
Volume to Capacity 0.22 0.22 0.14 0.10
Queue Length 95th (ft) 21 21 12 0
Control Delay (s) 15.8 15.8 7.6 0.0
Lane LOS C C A
Approach Delay (s) 15.8 4.3
Approach LOS C
Intersection Summary
Average Delay 8.0
Intersection Capacity Utilization 23.2% ICU Level of Service A
Analysis Period (min)15
Existing Conditions with Project
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
Future Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 97 112 172 84 57 43 1279 105 91 1377 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 162 145 201 355 222 57 2068 922 114 2192 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 97 112 172 70 71 43 1279 105 91 685 718
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Cycle Q Clear(g_c), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 162 145 201 301 276 57 2068 922 114 1092 1142
V/C Ratio(X) 0.78 0.60 0.77 0.86 0.23 0.26 0.76 0.62 0.11 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2068 922 171 1092 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.3 43.1 43.3 55.7 0.0 0.0 55.4 14.5 14.5
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.4 0.4 0.5 17.7 1.3 0.2 14.2 2.7 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.2 5.3 6.6 10.1 3.3 3.4 2.8 0.7 0.1 5.7 17.6 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.9 69.7 43.5 43.8 73.4 1.3 0.2 69.6 17.3 17.2
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 257 313 1427 1494
Approach Delay, s/veh 62.2 58.0 3.4 20.4
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.3 18.0 15.4 8.3 78.2 8.7 24.8
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.3 4.9 31.1 5.2 6.5
Green Ext Time (p_c), s 0.1 14.6 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 137 26 326 108 1000001
Future Volume (vph)0 137 26 326 108 1000001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 149 28 354 117 1000001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)149 28 354 118 1
Volume Left (vph)0 0 354 0 0
Volume Right (vph)0 28 0 1 1
Hadj (s) 0.03 -0.67 0.53 0.03 -0.57
Departure Headway (s) 4.9 4.2 5.2 4.7 4.7
Degree Utilization, x 0.20 0.03 0.51 0.15 0.00
Capacity (veh/h)722 832 688 761 680
Control Delay (s)8.0 6.2 12.1 7.3 7.7
Approach Delay (s)7.7 10.9 7.7
Approach LOS A B A
Intersection Summary
Delay 10.0
Level of Service B
Intersection Capacity Utilization 38.6% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)12 0 134 36 102 154 57 1240 375 0 1213 312
Future Volume (vph)12 0 134 36 102 154 57 1240 375 0 1213 312
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.55 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)1023 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 0 146 39 111 167 62 1348 408 0 1318 339
RTOR Reduction (vph) 0 0 130 0 0 88 0 0 74 0 0 98
Lane Group Flow (vph) 13 0 16 39 111 79 62 1348 334 0 1318 241
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 12.8 12.8 12.8 12.8 12.8 8.4 98.2 98.2 85.3 85.3
Effective Green, g (s) 12.8 12.8 12.8 12.8 12.8 8.4 98.2 98.2 85.3 85.3
Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.11 0.07 0.82 0.82 0.71 0.71
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 109 168 188 198 168 123 4161 1295 2515 1125
v/s Ratio Prot c0.06 c0.04 0.27 c0.37
v/s Ratio Perm 0.01 0.01 0.02 0.05 0.21 0.15
v/c Ratio 0.12 0.09 0.21 0.56 0.47 0.50 0.32 0.26 0.52 0.21
Uniform Delay, d1 48.5 48.4 49.0 50.9 50.4 53.8 2.7 2.5 8.0 5.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.42 0.04
Incremental Delay, d2 0.5 0.2 0.6 3.6 2.1 3.2 0.2 0.5 0.6 0.3
Delay (s)49.0 48.6 49.5 54.5 52.4 57.0 2.9 3.0 4.0 0.6
Level of Service D DDDDEAA AA
Approach Delay (s)48.6 52.8 4.8 3.3
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 57.6% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 230 74
Future Volume (Veh/h) 0 0 0 72 230 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 250 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 500 0 500 500 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 500 0 500 500 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 80 85
cM capacity (veh/h) 400 1085 424 400 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 39 39 125 125 80
Volume Left 0 0 125 125 0
Volume Right 000080
cSH 400 400 1623 1623 1700
Volume to Capacity 0.10 0.10 0.15 0.15 0.05
Queue Length 95th (ft) 8 8 14 14 0
Control Delay (s) 15.0 15.0 7.6 7.6 0.0
Lane LOS BBAA
Approach Delay (s) 15.0 5.8
Approach LOS B
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 16.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
Future Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 273 93 243 199 155 86 1196 210 192 1126 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 332 111 269 446 329 96 1693 755 171 1808 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2618 872 1781 1948 1440 1781 3554 1585 1781 3490 133
Grp Volume(v), veh/h 68 183 183 243 181 173 86 1196 210 192 573 596
Grp Sat Flow(s),veh/h/ln 1781 1777 1713 1781 1777 1611 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Cycle Q Clear(g_c), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Prop In Lane 1.00 0.51 1.00 0.89 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 225 217 269 406 369 96 1693 755 171 921 957
V/C Ratio(X) 0.78 0.81 0.84 0.90 0.44 0.47 0.89 0.71 0.28 1.12 0.62 0.62
Avail Cap(c_a), veh/h 131 267 257 275 410 372 96 1693 755 171 921 957
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.1 39.7 40.0 53.2 1.6 1.5 54.3 20.6 20.6
Incr Delay (d2), s/veh 15.7 15.1 19.0 30.2 0.8 0.9 54.6 2.3 0.8 106.3 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.4 10.7 14.4 8.2 8.0 7.0 2.4 0.8 16.1 17.6 18.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.2 70.2 80.3 40.5 40.9 107.7 3.9 2.3 160.6 23.7 23.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 434 597 1492 1361
Approach Delay, s/veh 68.8 56.8 9.7 43.0
Approach LOS E E A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.7 22.6 19.7 11.0 66.7 10.4 32.0
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 7.8 18.1 14.5 7.7 29.6 6.5 13.2
Green Ext Time (p_c), s 0.0 13.5 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 196 32 386 210 2000102
Future Volume (vph)0 196 32 386 210 2000102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 213 35 420 228 2000102
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)213 35 420 230 3
Volume Left (vph)0 0 420 0 1
Volume Right (vph)0 35 0 2 2
Hadj (s) 0.03 -0.67 0.53 0.03 -0.30
Departure Headway (s) 5.1 4.4 5.2 4.7 5.4
Degree Utilization, x 0.30 0.04 0.61 0.30 0.00
Capacity (veh/h)692 788 680 751 599
Control Delay (s)9.1 6.4 14.8 8.5 8.4
Approach Delay (s)8.7 12.6 8.4
Approach LOS A B A
Intersection Summary
Delay 11.5
Level of Service B
Intersection Capacity Utilization 45.0% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)21 0 179 96 228 185 171 1362 525 0 1011 323
Future Volume (vph)21 0 179 96 228 185 171 1362 525 0 1011 323
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.29 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)545 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 23 0 195 104 248 201 186 1480 571 0 1099 351
RTOR Reduction (vph) 0 0 160 0 0 50 0 0 129 0 0 131
Lane Group Flow (vph) 23 0 35 104 248 151 186 1480 442 0 1099 220
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 21.7 21.7 21.7 21.7 21.7 17.7 89.3 89.3 67.1 67.1
Effective Green, g (s) 21.7 21.7 21.7 21.7 21.7 17.7 89.3 89.3 67.1 67.1
Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.18 0.15 0.74 0.74 0.56 0.56
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)98 286 320 336 286 261 3784 1178 1978 885
v/s Ratio Prot c0.13 c0.11 0.29 c0.31
v/s Ratio Perm 0.04 0.02 0.06 0.10 0.28 0.14
v/c Ratio 0.23 0.12 0.33 0.74 0.53 0.71 0.39 0.37 0.56 0.25
Uniform Delay, d1 42.0 41.2 42.8 46.5 44.5 48.7 5.5 5.4 16.9 13.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.59 0.27
Incremental Delay, d2 1.2 0.2 0.6 8.2 1.8 8.9 0.3 0.9 0.8 0.5
Delay (s)43.3 41.4 43.4 54.7 46.3 57.6 5.8 6.4 10.8 4.1
Level of Service D DDDDEAA BA
Approach Delay (s)41.6 49.5 10.3 9.2
Approach LOS D D B A
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 65.7% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 177 332 164
Future Volume (Veh/h) 0 0 0 177 332 164
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 192 361 178
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 722 0 722 722 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 722 0 722 722 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 30 78
cM capacity (veh/h) 274 1085 283 274 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 96 96 180 180 178
Volume Left 0 0 180 180 0
Volume Right 0000178
cSH 274 274 1623 1623 1700
Volume to Capacity 0.35 0.35 0.22 0.22 0.10
Queue Length 95th (ft) 38 38 21 21 0
Control Delay (s) 25.0 25.0 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 25.0 5.3
Approach LOS D
Intersection Summary
Average Delay 10.4
Intersection Capacity Utilization 21.0% ICU Level of Service A
Analysis Period (min)15
Future 2025 Conditions without Project (Opening Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
Future Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 98 113 173 84 57 43 1287 107 91 1385 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 163 146 202 358 224 57 2063 920 114 2188 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 98 113 173 70 71 43 1287 107 91 689 722
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Cycle Q Clear(g_c), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 163 146 202 303 278 57 2063 920 114 1089 1139
V/C Ratio(X) 0.78 0.60 0.78 0.86 0.23 0.25 0.76 0.62 0.12 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2063 920 171 1089 1139
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.2 43.0 43.2 55.7 0.0 0.0 55.4 14.7 14.7
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.6 0.4 0.5 16.8 1.3 0.2 14.2 2.8 2.7
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(95%),veh/ln 3.2 5.4 6.6 10.2 3.3 3.4 2.7 0.7 0.1 5.7 17.8 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.8 69.9 43.4 43.6 72.6 1.3 0.2 69.6 17.5 17.4
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 259 314 1437 1502
Approach Delay, s/veh 62.2 58.0 3.3 20.6
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.2 18.1 15.5 8.3 78.1 8.7 24.9
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.4 4.9 31.5 5.2 6.5
Green Ext Time (p_c), s 0.1 14.8 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 138 26 328 109 1 63 00001
Future Volume (vph)0 138 26 328 109 1 63 00001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 150 28 357 118 1 68 00001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)150 28 357 119 68 1
Volume Left (vph)0 0 357 0 68 0
Volume Right (vph)0 28 0101
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.57
Departure Headway (s) 5.2 4.5 5.4 4.9 5.6 4.9
Degree Utilization, x 0.22 0.03 0.53 0.16 0.11 0.00
Capacity (veh/h)677 771 656 721 590 643
Control Delay (s)8.4 6.4 13.2 7.6 9.3 7.9
Approach Delay (s)8.1 11.8 9.3 7.9
Approach LOS A B A A
Intersection Summary
Delay 10.7
Level of Service B
Intersection Capacity Utilization 45.6% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)12 0 135 36 39 155 57 1247 377 0 1220 323
Future Volume (vph)12 0 135 36 39 155 57 1247 377 0 1220 323
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1819 1583 1770 4908 3539 1583
Flt Permitted 0.67 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)1244 1583 1819 1583 1770 4908 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 0 147 39 42 168 62 1355 410 0 1326 351
RTOR Reduction (vph) 0 0 133 0 0 88 0 31 0 0 0 98
Lane Group Flow (vph) 13 0 14 0 81 80 62 1734 0 0 1326 253
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 11.7 11.7 11.7 11.7 8.4 99.3 86.4 86.4
Effective Green, g (s) 11.7 11.7 11.7 11.7 8.4 99.3 86.4 86.4
Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.07 0.83 0.72 0.72
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 121 154 177 154 123 4061 2548 1139
v/s Ratio Prot 0.04 c0.35 c0.37
v/s Ratio Perm 0.01 0.01 0.04 c0.05 0.16
v/c Ratio 0.11 0.09 0.46 0.52 0.50 0.43 0.52 0.22
Uniform Delay, d1 49.4 49.3 51.2 51.5 53.8 2.8 7.5 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.04
Incremental Delay, d2 0.4 0.3 1.9 2.9 3.2 0.3 0.6 0.3
Delay (s)49.8 49.6 53.0 54.4 57.0 3.1 3.8 0.6
Level of Service D D D D E A A A
Approach Delay (s)49.6 53.9 4.9 3.1
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 59.9% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 168 74
Future Volume (Veh/h) 0 0 0 72 168 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 183 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 366 0 366 366 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 366 0 366 366 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 84 89
cM capacity (veh/h) 499 1085 539 499 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 39 39 183 80
Volume Left 0 0 183 0
Volume Right 0 0 0 80
cSH 499 499 1623 1700
Volume to Capacity 0.08 0.08 0.11 0.05
Queue Length 95th (ft) 6 6 10 0
Control Delay (s) 12.8 12.8 7.5 0.0
Lane LOS B B A
Approach Delay (s) 12.8 5.2
Approach LOS B
Intersection Summary
Average Delay 7.0
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
Future Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 275 95 246 200 157 87 1204 211 193 1134 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 333 113 272 449 335 96 1684 751 171 1800 68
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2608 881 1781 1941 1446 1781 3554 1585 1781 3491 132
Grp Volume(v), veh/h 68 185 185 246 182 175 87 1204 211 193 577 600
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1847
Q Serve(g_s), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Cycle Q Clear(g_c), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 227 219 272 411 373 96 1684 751 171 916 952
V/C Ratio(X) 0.78 0.82 0.84 0.91 0.44 0.47 0.90 0.72 0.28 1.13 0.63 0.63
Avail Cap(c_a), veh/h 131 267 257 275 411 373 96 1684 751 171 916 952
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.0 39.5 39.8 53.2 1.8 1.7 54.3 20.9 20.9
Incr Delay (d2), s/veh 15.7 15.5 19.5 30.8 0.8 0.9 53.2 2.1 0.8 108.3 3.3 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.5 10.8 14.6 8.3 8.1 6.8 2.5 0.8 16.3 17.9 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.5 70.7 80.8 40.2 40.7 106.4 4.0 2.4 162.5 24.1 24.0
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 438 603 1502 1370
Approach Delay, s/veh 69.1 56.9 9.7 43.6
Approach LOS E E A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.4 22.8 19.8 11.0 66.4 10.4 32.3
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 8.6 18.3 14.7 7.8 30.0 6.5 13.2
Green Ext Time (p_c), s 0.0 13.6 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 197 32 389 211 2 122 00102
Future Volume (vph)0 197 32 389 211 2 122 00102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 214 35 423 229 2 133 00102
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)214 35 423 231 133 3
Volume Left (vph)0 0 423 0 133 1
Volume Right (vph)0 35 0202
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.30
Departure Headway (s) 5.7 5.0 5.8 5.2 6.1 5.9
Degree Utilization, x 0.34 0.05 0.68 0.34 0.22 0.00
Capacity (veh/h)600 681 615 672 551 533
Control Delay (s)10.5 7.1 18.7 9.7 10.8 8.9
Approach Delay (s) 10.0 15.5 10.8 8.9
Approach LOS A C B A
Intersection Summary
Delay 13.6
Level of Service B
Intersection Capacity Utilization 55.3% ICU Level of Service B
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)21 0 180 97 108 186 172 1371 529 0 1018 325
Future Volume (vph)21 0 180 97 108 186 172 1371 529 0 1018 325
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.96 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1820 1583 1770 4873 3539 1583
Flt Permitted 0.32 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)602 1583 1820 1583 1770 4873 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 23 0 196 105 117 202 187 1490 575 0 1107 353
RTOR Reduction (vph) 0 0 163 0 0 54 0 47 0 0 0 151
Lane Group Flow (vph) 23 0 33 0 222 148 187 2018 0 0 1107 202
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 20.0 20.0 20.0 20.0 17.9 91.0 68.6 68.6
Effective Green, g (s) 20.0 20.0 20.0 20.0 17.9 91.0 68.6 68.6
Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.15 0.76 0.57 0.57
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 100 263 303 263 264 3695 2023 904
v/s Ratio Prot c0.11 c0.41 0.31
v/s Ratio Perm 0.04 0.02 0.12 0.09 0.13
v/c Ratio 0.23 0.12 0.73 0.56 0.71 0.55 0.55 0.22
Uniform Delay, d1 43.3 42.5 47.5 46.0 48.6 6.0 16.0 12.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.27
Incremental Delay, d2 1.2 0.2 8.8 2.7 8.4 0.6 0.7 0.4
Delay (s)44.5 42.8 56.3 48.7 57.0 6.6 10.3 3.8
Level of Service D D E D E A B A
Approach Delay (s)42.9 52.7 10.8 8.8
Approach LOS D D B A
Intersection Summary
HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 66.6% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 178 212 165
Future Volume (Veh/h) 0 0 0 178 212 165
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 193 230 179
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 460 0 460 460 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 460 0 460 460 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 55 86
cM capacity (veh/h) 427 1085 456 427 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 96 96 230 179
Volume Left 0 0 230 0
Volume Right 0 0 0 179
cSH 427 427 1623 1700
Volume to Capacity 0.23 0.23 0.14 0.11
Queue Length 95th (ft) 21 21 12 0
Control Delay (s) 15.9 15.9 7.6 0.0
Lane LOS C C A
Approach Delay (s) 15.9 4.3
Approach LOS C
Intersection Summary
Average Delay 8.0
Intersection Capacity Utilization 23.3% ICU Level of Service A
Analysis Period (min)15
Future 2025 Conditions with Project (Opening Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
Future Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 98 113 173 84 57 43 1287 107 91 1385 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 163 146 202 358 224 57 2063 920 114 2188 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 98 113 173 70 71 43 1287 107 91 689 722
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Cycle Q Clear(g_c), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 163 146 202 303 278 57 2063 920 114 1089 1139
V/C Ratio(X) 0.78 0.60 0.78 0.86 0.23 0.25 0.76 0.62 0.12 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2063 920 171 1089 1139
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.2 43.0 43.2 55.7 0.0 0.0 55.4 14.7 14.7
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.6 0.4 0.5 17.7 1.3 0.2 14.2 2.8 2.7
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(95%),veh/ln 3.2 5.4 6.6 10.2 3.3 3.4 2.8 0.7 0.1 5.7 17.8 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.8 69.9 43.4 43.6 73.4 1.3 0.2 69.6 17.5 17.4
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 259 314 1437 1502
Approach Delay, s/veh 62.2 58.0 3.4 20.6
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.2 18.1 15.5 8.3 78.1 8.7 24.9
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.4 4.9 31.5 5.2 6.5
Green Ext Time (p_c), s 0.1 14.8 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 138 26 328 109 1000001
Future Volume (vph)0 138 26 328 109 1000001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 150 28 357 118 1000001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)150 28 357 119 1
Volume Left (vph)0 0 357 0 0
Volume Right (vph)0 28 0 1 1
Hadj (s) 0.03 -0.67 0.53 0.03 -0.57
Departure Headway (s) 4.9 4.2 5.2 4.7 4.7
Degree Utilization, x 0.20 0.03 0.51 0.15 0.00
Capacity (veh/h)722 831 688 761 679
Control Delay (s)8.0 6.2 12.2 7.3 7.8
Approach Delay (s)7.7 11.0 7.8
Approach LOS A B A
Intersection Summary
Delay 10.1
Level of Service B
Intersection Capacity Utilization 38.8% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)12 0 135 36 102 155 57 1247 377 0 1220 323
Future Volume (vph)12 0 135 36 102 155 57 1247 377 0 1220 323
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.55 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)1026 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 0 147 39 111 168 62 1355 410 0 1326 351
RTOR Reduction (vph) 0 0 131 0 0 87 0 0 75 0 0 102
Lane Group Flow (vph) 13 0 16 39 111 81 62 1355 335 0 1326 249
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 12.9 12.9 12.9 12.9 12.9 8.4 98.1 98.1 85.2 85.2
Effective Green, g (s) 12.9 12.9 12.9 12.9 12.9 8.4 98.1 98.1 85.2 85.2
Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.11 0.07 0.82 0.82 0.71 0.71
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 110 170 190 200 170 123 4156 1294 2512 1123
v/s Ratio Prot c0.06 c0.04 0.27 c0.37
v/s Ratio Perm 0.01 0.01 0.02 0.05 0.21 0.16
v/c Ratio 0.12 0.09 0.21 0.56 0.47 0.50 0.33 0.26 0.53 0.22
Uniform Delay, d1 48.4 48.3 48.9 50.8 50.4 53.8 2.7 2.5 8.1 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.42 0.04
Incremental Delay, d2 0.5 0.2 0.5 3.3 2.1 3.2 0.2 0.5 0.6 0.3
Delay (s)48.9 48.5 49.4 54.1 52.4 57.0 2.9 3.0 4.0 0.6
Level of Service D DDDDEAA AA
Approach Delay (s)48.5 52.7 4.8 3.3
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 57.8% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 231 74
Future Volume (Veh/h) 0 0 0 72 231 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 251 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 502 0 502 502 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 502 0 502 502 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 80 85
cM capacity (veh/h) 399 1085 423 399 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 39 39 126 126 80
Volume Left 0 0 126 126 0
Volume Right 000080
cSH 399 399 1623 1623 1700
Volume to Capacity 0.10 0.10 0.15 0.15 0.05
Queue Length 95th (ft) 8 8 14 14 0
Control Delay (s) 15.0 15.0 7.6 7.6 0.0
Lane LOS C C A A
Approach Delay (s) 15.0 5.8
Approach LOS C
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 16.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
Future Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 275 95 246 200 157 87 1204 211 193 1134 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 333 113 272 449 335 96 1684 751 171 1800 68
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2608 881 1781 1941 1446 1781 3554 1585 1781 3491 132
Grp Volume(v), veh/h 68 185 185 246 182 175 87 1204 211 193 577 600
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1847
Q Serve(g_s), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Cycle Q Clear(g_c), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 227 219 272 411 373 96 1684 751 171 916 952
V/C Ratio(X) 0.78 0.82 0.84 0.91 0.44 0.47 0.90 0.72 0.28 1.13 0.63 0.63
Avail Cap(c_a), veh/h 131 267 257 275 411 373 96 1684 751 171 916 952
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.0 39.5 39.8 53.2 1.8 1.7 54.3 20.9 20.9
Incr Delay (d2), s/veh 15.7 15.5 19.5 30.8 0.8 0.9 57.8 2.4 0.9 108.3 3.3 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.5 10.8 14.6 8.3 8.1 7.2 2.7 0.9 16.3 17.9 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.5 70.7 80.8 40.2 40.7 110.9 4.2 2.5 162.5 24.1 24.0
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 438 603 1502 1370
Approach Delay, s/veh 69.1 56.9 10.2 43.6
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.4 22.8 19.8 11.0 66.4 10.4 32.3
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 8.6 18.3 14.7 7.8 30.0 6.5 13.2
Green Ext Time (p_c), s 0.0 13.6 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 197 32 389 211 2000102
Future Volume (vph)0 197 32 389 211 2000102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 214 35 423 229 2000102
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)214 35 423 231 3
Volume Left (vph)0 0 423 0 1
Volume Right (vph)0 35 0 2 2
Hadj (s) 0.03 -0.67 0.53 0.03 -0.30
Departure Headway (s) 5.1 4.4 5.2 4.7 5.4
Degree Utilization, x 0.30 0.04 0.61 0.30 0.00
Capacity (veh/h)691 787 680 751 598
Control Delay (s)9.2 6.4 15.0 8.6 8.4
Approach Delay (s)8.8 12.7 8.4
Approach LOS A B A
Intersection Summary
Delay 11.6
Level of Service B
Intersection Capacity Utilization 45.3% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)21 0 180 97 230 186 172 1371 529 0 1018 325
Future Volume (vph)21 0 180 97 230 186 172 1371 529 0 1018 325
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.24 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)454 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 23 0 196 105 250 202 187 1490 575 0 1107 353
RTOR Reduction (vph) 0 0 164 0 0 64 0 0 137 0 0 58
Lane Group Flow (vph) 23 0 32 105 250 138 187 1490 438 0 1107 295
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 19.6 19.6 19.6 19.6 19.6 14.3 91.4 91.4 72.6 72.6
Effective Green, g (s) 19.6 19.6 19.6 19.6 19.6 14.3 91.4 91.4 72.6 72.6
Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.16 0.12 0.76 0.76 0.60 0.60
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)74 258 289 304 258 210 3873 1205 2141 957
v/s Ratio Prot c0.13 c0.11 0.29 c0.31
v/s Ratio Perm 0.05 0.02 0.06 0.09 0.28 0.19
v/c Ratio 0.31 0.12 0.36 0.82 0.54 0.89 0.38 0.36 0.52 0.31
Uniform Delay, d1 44.2 42.9 44.7 48.5 46.0 52.1 4.8 4.7 13.6 11.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.55
Incremental Delay, d2 2.4 0.2 0.8 16.2 2.1 34.0 0.3 0.9 0.6 0.6
Delay (s)46.6 43.1 45.4 64.7 48.2 86.1 5.1 5.6 8.9 6.9
Level of Service D D D E D F A A A A
Approach Delay (s)43.5 55.1 11.9 8.4
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 17.7 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 178 334 165
Future Volume (Veh/h) 0 0 0 178 334 165
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 193 363 179
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 726 0 726 726 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 726 0 726 726 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 29 78
cM capacity (veh/h) 273 1085 281 273 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 96 96 182 182 179
Volume Left 0 0 182 182 0
Volume Right 0000179
cSH 273 273 1623 1623 1700
Volume to Capacity 0.35 0.35 0.22 0.22 0.11
Queue Length 95th (ft) 38 38 21 21 0
Control Delay (s) 25.3 25.3 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 25.3 5.3
Approach LOS D
Intersection Summary
Average Delay 10.5
Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min)15
Future 2045 Conditions without Project (Design Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
Future Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 50 101 117 179 87 59 46 1335 110 96 1437 27
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 65 168 150 208 367 229 59 2031 906 120 2162 41
Arrive On Green 0.04 0.09 0.09 0.12 0.17 0.17 0.07 1.00 1.00 0.07 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 50 101 117 179 73 73 46 1335 110 96 715 749
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Cycle Q Clear(g_c), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 65 168 150 208 311 286 59 2031 906 120 1077 1126
V/C Ratio(X) 0.77 0.60 0.78 0.86 0.23 0.26 0.78 0.66 0.12 0.80 0.66 0.67
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2031 906 171 1077 1126
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.3 52.2 53.1 52.0 42.6 42.8 55.6 0.0 0.0 55.2 15.6 15.6
Incr Delay (d2), s/veh 17.6 3.4 8.6 18.8 0.4 0.5 17.6 1.5 0.2 16.0 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.3 5.6 6.8 10.5 3.4 3.5 2.9 0.8 0.1 6.1 19.2 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.0 55.6 61.7 70.9 43.0 43.3 73.2 1.5 0.2 71.1 18.8 18.7
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 268 325 1491 1560
Approach Delay, s/veh 61.9 58.4 3.6 22.0
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.6 73.1 18.5 15.8 8.5 77.2 8.8 25.5
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.4 2.0 13.8 10.7 5.1 33.9 5.3 6.7
Green Ext Time (p_c), s 0.1 15.7 0.2 0.7 0.0 12.2 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 143 27 340 113 1 66 00001
Future Volume (vph)0 143 27 340 113 1 66 00001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 155 29 370 123 1 72 00001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)155 29 370 124 72 1
Volume Left (vph)0 0 370 0 72 0
Volume Right (vph)0 29 0101
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.57
Departure Headway (s) 5.2 4.5 5.4 4.9 5.6 5.0
Degree Utilization, x 0.22 0.04 0.56 0.17 0.11 0.00
Capacity (veh/h)671 764 653 717 585 634
Control Delay (s)8.5 6.5 13.8 7.7 9.4 8.0
Approach Delay (s)8.2 12.3 9.4 8.0
Approach LOS A B A A
Intersection Summary
Delay 11.0
Level of Service B
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)13 0 140 38 41 161 59 1294 391 0 1266 335
Future Volume (vph)13 0 140 38 41 161 59 1294 391 0 1266 335
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1819 1583 1770 4908 3539 1583
Flt Permitted 0.65 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)1216 1583 1819 1583 1770 4908 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 0 152 41 45 175 64 1407 425 0 1376 364
RTOR Reduction (vph) 0 0 136 0 0 77 0 31 0 0 0 106
Lane Group Flow (vph) 14 0 16 0 86 98 64 1801 0 0 1376 258
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 12.8 12.8 12.8 12.8 8.5 98.2 85.2 85.2
Effective Green, g (s) 12.8 12.8 12.8 12.8 8.5 98.2 85.2 85.2
Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.07 0.82 0.71 0.71
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 129 168 194 168 125 4016 2512 1123
v/s Ratio Prot 0.04 c0.37 c0.39
v/s Ratio Perm 0.01 0.01 0.05 c0.06 0.16
v/c Ratio 0.11 0.10 0.44 0.58 0.51 0.45 0.55 0.23
Uniform Delay, d1 48.4 48.4 50.3 51.1 53.8 3.1 8.3 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.04
Incremental Delay, d2 0.4 0.3 1.6 5.1 3.5 0.4 0.6 0.3
Delay (s)48.8 48.6 51.9 56.2 57.3 3.5 4.2 0.6
Level of Service D D D E E A A A
Approach Delay (s)48.6 54.8 5.3 3.4
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 61.3% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 75 174 77
Future Volume (Veh/h) 0 0 0 75 174 77
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 82 189 84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 378 0 378 378 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 378 0 378 378 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 83 88
cM capacity (veh/h) 489 1085 528 489 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 41 41 189 84
Volume Left 0 0 189 0
Volume Right 0 0 0 84
cSH 489 489 1623 1700
Volume to Capacity 0.08 0.08 0.12 0.05
Queue Length 95th (ft) 7 7 10 0
Control Delay (s) 13.0 13.0 7.5 0.0
Lane LOS B B A
Approach Delay (s) 13.0 5.2
Approach LOS B
Intersection Summary
Average Delay 7.0
Intersection Capacity Utilization 19.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
Future Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 72 287 99 257 210 164 90 1259 221 202 1186 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 92 344 116 275 455 338 96 1664 742 171 1778 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.94 0.94 0.10 0.51 0.51
Sat Flow, veh/h 1781 2608 881 1781 1943 1444 1781 3554 1585 1781 3488 135
Grp Volume(v), veh/h 72 194 192 257 191 183 90 1259 221 202 604 628
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Cycle Q Clear(g_c), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 92 234 226 275 416 377 96 1664 742 171 906 941
V/C Ratio(X) 0.78 0.83 0.85 0.94 0.46 0.48 0.93 0.76 0.30 1.18 0.67 0.67
Avail Cap(c_a), veh/h 131 267 257 275 416 377 96 1664 742 171 906 941
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.2 50.8 51.0 50.2 39.4 39.7 53.3 2.3 2.1 54.3 21.8 21.8
Incr Delay (d2), s/veh 17.7 17.2 21.3 37.4 0.8 1.0 60.3 2.6 0.8 126.8 3.9 3.7
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(95%),veh/ln 4.7 11.0 11.3 15.8 8.6 8.4 7.1 3.2 1.0 17.7 19.3 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.9 67.9 72.2 87.6 40.2 40.7 113.6 4.9 2.9 181.0 25.7 25.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 458 631 1570 1434
Approach Delay, s/veh 70.7 59.6 10.8 47.5
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 60.7 23.0 20.3 11.0 65.7 10.7 32.6
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 11.3 19.1 15.2 8.0 32.3 6.8 13.8
Green Ext Time (p_c), s 0.0 14.4 0.0 0.6 0.0 9.8 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 206 34 406 221 2 127 00102
Future Volume (vph)0 206 34 406 221 2 127 00102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 224 37 441 240 2 138 00102
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total (vph)224 37 441 242 138 3
Volume Left (vph)0 0 441 0 138 1
Volume Right (vph)0 37 0202
Hadj (s) 0.03 -0.67 0.53 0.03 0.23 -0.30
Departure Headway (s) 5.8 5.1 5.8 5.3 6.2 6.0
Degree Utilization, x 0.36 0.05 0.71 0.36 0.24 0.00
Capacity (veh/h)594 672 611 667 545 527
Control Delay (s)10.8 7.2 20.5 10.0 11.0 9.0
Approach Delay (s) 10.3 16.8 11.0 9.0
Approach LOS B C B A
Intersection Summary
Delay 14.5
Level of Service B
Intersection Capacity Utilization 57.0% ICU Level of Service B
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)22 0 188 101 113 195 180 1434 553 0 1064 340
Future Volume (vph)22 0 188 101 113 195 180 1434 553 0 1064 340
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 0.95 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.96 1.00 0.85
Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1820 1583 1770 4873 3539 1583
Flt Permitted 0.31 1.00 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm)569 1583 1820 1583 1770 4873 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 24 0 204 110 123 212 196 1559 601 0 1157 370
RTOR Reduction (vph) 0 0 169 0 0 46 0 48 0 0 0 162
Lane Group Flow (vph) 24 0 35 0 233 166 196 2112 0 0 1157 208
Turn Type Perm Perm Perm NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 6
Actuated Green, G (s) 20.5 20.5 20.5 20.5 18.4 90.5 67.6 67.6
Effective Green, g (s) 20.5 20.5 20.5 20.5 18.4 90.5 67.6 67.6
Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.15 0.75 0.56 0.56
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)97 270 310 270 271 3675 1993 891
v/s Ratio Prot c0.11 c0.43 0.33
v/s Ratio Perm 0.04 0.02 0.13 0.10 0.13
v/c Ratio 0.25 0.13 0.75 0.61 0.72 0.57 0.58 0.23
Uniform Delay, d1 43.1 42.2 47.3 46.1 48.4 6.4 17.0 13.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.59 0.25
Incremental Delay, d2 1.3 0.2 9.8 4.1 9.2 0.7 0.8 0.4
Delay (s)44.4 42.4 57.2 50.2 57.6 7.1 10.8 3.7
Level of Service D D E D E A B A
Approach Delay (s)42.6 53.8 11.3 9.1
Approach LOS D D B A
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 68.8% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 222 173
Future Volume (Veh/h) 0 0 0 186 222 173
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 202 241 188
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 482 0 482 482 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 482 0 482 482 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 51 85
cM capacity (veh/h) 412 1085 438 412 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 101 101 241 188
Volume Left 0 0 241 0
Volume Right 0 0 0 188
cSH 412 412 1623 1700
Volume to Capacity 0.25 0.25 0.15 0.11
Queue Length 95th (ft) 24 24 13 0
Control Delay (s) 16.6 16.6 7.6 0.0
Lane LOS C C A
Approach Delay (s) 16.6 4.3
Approach LOS C
Intersection Summary
Average Delay 8.2
Intersection Capacity Utilization 24.1% ICU Level of Service A
Analysis Period (min)15
Future 2045 Conditions with Project (Design Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
Future Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 50 101 117 179 87 59 46 1335 110 96 1437 27
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 65 168 150 208 367 229 59 2031 906 120 2162 41
Arrive On Green 0.04 0.09 0.09 0.12 0.17 0.17 0.07 1.00 1.00 0.07 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 50 101 117 179 73 73 46 1335 110 96 715 749
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Cycle Q Clear(g_c), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 65 168 150 208 311 286 59 2031 906 120 1077 1126
V/C Ratio(X) 0.77 0.60 0.78 0.86 0.23 0.26 0.78 0.66 0.12 0.80 0.66 0.67
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2031 906 171 1077 1126
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.3 52.2 53.1 52.0 42.6 42.8 55.6 0.0 0.0 55.2 15.6 15.6
Incr Delay (d2), s/veh 17.6 3.4 8.6 18.8 0.4 0.5 18.5 1.6 0.3 16.0 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.3 5.6 6.8 10.5 3.4 3.5 3.0 0.8 0.1 6.1 19.2 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.0 55.6 61.7 70.9 43.0 43.3 74.1 1.6 0.3 71.1 18.8 18.7
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 268 325 1491 1560
Approach Delay, s/veh 61.9 58.4 3.7 22.0
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.6 73.1 18.5 15.8 8.5 77.2 8.8 25.5
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.4 2.0 13.8 10.7 5.1 33.9 5.3 6.7
Green Ext Time (p_c), s 0.1 15.7 0.2 0.7 0.0 12.2 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 143 27 340 113 1000001
Future Volume (vph)0 143 27 340 113 1000001
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 155 29 370 123 1000001
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)155 29 370 124 1
Volume Left (vph)0 0 370 0 0
Volume Right (vph)0 29 0 1 1
Hadj (s) 0.03 -0.67 0.53 0.03 -0.57
Departure Headway (s) 4.9 4.2 5.2 4.7 4.8
Degree Utilization, x 0.21 0.03 0.53 0.16 0.00
Capacity (veh/h)719 827 688 760 672
Control Delay (s)8.1 6.2 12.6 7.3 7.8
Approach Delay (s)7.8 11.3 7.8
Approach LOS A B A
Intersection Summary
Delay 10.3
Level of Service B
Intersection Capacity Utilization 39.7% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)13 0 140 38 107 161 59 1294 391 0 1266 335
Future Volume (vph)13 0 140 38 107 161 59 1294 391 0 1266 335
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.54 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)1001 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 0 152 41 116 175 64 1407 425 0 1376 364
RTOR Reduction (vph) 0 0 135 0 0 79 0 0 79 0 0 107
Lane Group Flow (vph) 14 0 17 41 116 96 64 1407 346 0 1376 257
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 13.4 13.4 13.4 13.4 13.4 8.5 97.6 97.6 84.6 84.6
Effective Green, g (s) 13.4 13.4 13.4 13.4 13.4 8.5 97.6 97.6 84.6 84.6
Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.11 0.07 0.81 0.81 0.70 0.70
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 111 176 197 208 176 125 4135 1287 2494 1116
v/s Ratio Prot c0.06 c0.04 0.28 c0.39
v/s Ratio Perm 0.01 0.01 0.02 0.06 0.22 0.16
v/c Ratio 0.13 0.10 0.21 0.56 0.55 0.51 0.34 0.27 0.55 0.23
Uniform Delay, d1 48.0 47.9 48.5 50.5 50.4 53.8 2.9 2.7 8.5 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40 0.03
Incremental Delay, d2 0.5 0.2 0.5 3.2 3.4 3.5 0.2 0.5 0.6 0.3
Delay (s)48.5 48.1 49.0 53.7 53.8 57.3 3.1 3.2 4.1 0.5
Level of Service D DDDDEAA AA
Approach Delay (s)48.1 53.2 5.0 3.3
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 75 240 77
Future Volume (Veh/h) 0 0 0 75 240 77
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 82 261 84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 522 0 522 522 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 522 0 522 522 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 79 84
cM capacity (veh/h) 385 1085 408 385 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 41 41 130 130 84
Volume Left 0 0 130 130 0
Volume Right 000084
cSH 385 385 1623 1623 1700
Volume to Capacity 0.11 0.11 0.16 0.16 0.05
Queue Length 95th (ft) 9 9 14 14 0
Control Delay (s) 15.4 15.4 7.6 7.6 0.0
Lane LOS C C A A
Approach Delay (s) 15.4 5.8
Approach LOS C
Intersection Summary
Average Delay 7.6
Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
Future Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 72 287 99 257 210 164 90 1259 221 202 1186 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 92 344 116 275 455 338 96 1664 742 171 1778 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.94 0.94 0.10 0.51 0.51
Sat Flow, veh/h 1781 2608 881 1781 1943 1444 1781 3554 1585 1781 3488 135
Grp Volume(v), veh/h 72 194 192 257 191 183 90 1259 221 202 604 628
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Cycle Q Clear(g_c), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 92 234 226 275 416 377 96 1664 742 171 906 941
V/C Ratio(X) 0.78 0.83 0.85 0.94 0.46 0.48 0.93 0.76 0.30 1.18 0.67 0.67
Avail Cap(c_a), veh/h 131 267 257 275 416 377 96 1664 742 171 906 941
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.2 50.8 51.0 50.2 39.4 39.7 53.3 2.3 2.1 54.3 21.8 21.8
Incr Delay (d2), s/veh 17.7 17.2 21.3 37.4 0.8 1.0 65.7 2.9 0.9 126.8 3.9 3.7
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(95%),veh/ln 4.7 11.0 11.3 15.8 8.6 8.4 7.5 3.3 1.1 17.7 19.3 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.9 67.9 72.2 87.6 40.2 40.7 119.0 5.3 3.0 181.0 25.7 25.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 458 631 1570 1434
Approach Delay, s/veh 70.7 59.6 11.5 47.5
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 60.7 23.0 20.3 11.0 65.7 10.7 32.6
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 11.3 19.1 15.2 8.0 32.3 6.8 13.8
Green Ext Time (p_c), s 0.0 14.4 0.0 0.6 0.0 9.8 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
HCM Unsignalized Intersection Capacity Analysis
2: I-10 WB Ramps (West) & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Yield Stop Stop
Traffic Volume (vph)0 206 34 406 221 2000102
Future Volume (vph)0 206 34 406 221 2000102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 224 37 441 240 2000102
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total (vph)224 37 441 242 3
Volume Left (vph)0 0 441 0 1
Volume Right (vph)0 37 0 2 2
Hadj (s) 0.03 -0.67 0.53 0.03 -0.30
Departure Headway (s) 5.2 4.5 5.2 4.7 5.5
Degree Utilization, x 0.32 0.05 0.64 0.32 0.00
Capacity (veh/h)687 779 679 750 591
Control Delay (s)9.4 6.5 15.9 8.7 8.5
Approach Delay (s)9.0 13.4 8.5
Approach LOS A B A
Intersection Summary
Delay 12.1
Level of Service B
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)22 0 188 101 240 195 180 1434 553 0 1064 340
Future Volume (vph)22 0 188 101 240 195 180 1434 553 0 1064 340
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 1863 1583 1770 5085 1583 3539 1583
Flt Permitted 0.22 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm)416 1583 1770 1863 1583 1770 5085 1583 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 24 0 204 110 261 212 196 1559 601 0 1157 370
RTOR Reduction (vph) 0 0 170 0 0 56 0 0 145 0 0 53
Lane Group Flow (vph) 24 0 34 110 261 156 196 1559 456 0 1157 317
Turn Type Perm Perm Perm NA Perm Prot NA Perm NA Perm
Protected Phases 8 5 2 6
Permitted Phases 4 4 8 8 2 6
Actuated Green, G (s) 19.9 19.9 19.9 19.9 19.9 14.1 91.1 91.1 72.5 72.5
Effective Green, g (s) 19.9 19.9 19.9 19.9 19.9 14.1 91.1 91.1 72.5 72.5
Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.17 0.12 0.76 0.76 0.60 0.60
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)68 262 293 308 262 207 3860 1201 2138 956
v/s Ratio Prot c0.14 c0.11 0.31 c0.33
v/s Ratio Perm 0.06 0.02 0.06 0.10 0.29 0.20
v/c Ratio 0.35 0.13 0.38 0.85 0.60 0.95 0.40 0.38 0.54 0.33
Uniform Delay, d1 44.3 42.7 44.5 48.6 46.3 52.6 5.0 4.9 14.0 11.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.55
Incremental Delay, d2 3.1 0.2 0.8 18.9 3.6 47.1 0.3 0.9 0.6 0.6
Delay (s)47.5 42.9 45.3 67.5 49.9 99.7 5.3 5.8 9.0 7.1
Level of Service D D D E D F A A A A
Approach Delay (s)43.4 56.9 13.3 8.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 120.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 68.5% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 349 173
Future Volume (Veh/h) 0 0 0 186 349 173
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 202 379 188
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 758 0 758 758 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 758 0 758 758 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 22 77
cM capacity (veh/h) 258 1085 265 258 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 101 101 190 190 188
Volume Left 0 0 190 190 0
Volume Right 0000188
cSH 258 258 1623 1623 1700
Volume to Capacity 0.39 0.39 0.23 0.23 0.11
Queue Length 95th (ft) 44 44 23 23 0
Control Delay (s) 27.7 27.7 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 27.7 5.3
Approach LOS D
Intersection Summary
Average Delay 11.2
Intersection Capacity Utilization 21.8% ICU Level of Service A
Analysis Period (min)15
Attachment C
Queuing Worksheets
Attachment C
Queuing Worksheets
Existing Conditions without Project
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
Future Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 97 112 172 84 57 43 1279 105 91 1377 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 162 145 201 355 222 57 2068 922 114 2192 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 97 112 172 70 71 43 1279 105 91 685 718
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Cycle Q Clear(g_c), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 162 145 201 301 276 57 2068 922 114 1092 1142
V/C Ratio(X) 0.78 0.60 0.77 0.86 0.23 0.26 0.76 0.62 0.11 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2068 922 171 1092 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.3 43.1 43.3 55.7 0.0 0.0 55.4 14.5 14.5
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.4 0.4 0.5 16.8 1.2 0.2 14.2 2.7 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.2 5.3 6.6 10.1 3.3 3.4 2.7 0.6 0.1 5.7 17.6 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.9 69.7 43.5 43.8 72.6 1.2 0.2 69.6 17.3 17.2
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 257 313 1427 1494
Approach Delay, s/veh 62.2 58.0 3.3 20.4
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.3 18.0 15.4 8.3 78.2 8.7 24.8
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.3 4.9 31.1 5.2 6.5
Green Ext Time (p_c), s 0.1 14.6 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Queuing and Blocking Report
Existing Conditions AM 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB NB
Directions Served T R L TR L
Maximum Queue (ft)78 27 50 29 31
Average Queue (ft)48 5 25 6 25
95th Queue (ft)77 24 52 25 45
Link Distance (ft)466 67 67 19
Upstream Blk Time (%)0 7
Queuing Penalty (veh)0 4
Storage Bay Dist (ft)87
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 13 146 81 167 62 1756 1318 349
v/c Ratio 0.11 0.51 0.46 0.69 0.44 0.43 0.51 0.28
Control Delay 48.7 14.1 58.3 36.6 61.6 3.0 4.3 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 48.7 14.1 58.3 36.7 61.6 3.0 4.4 0.5
Queue Length 50th (ft) 9 0 61 51 47 82 79 1
Queue Length 95th (ft) 28 59 106 119 90 148 98 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 222 403 325 364 186 4093 2576 1247
Starvation Cap Reductn 0000003870
Spillback Cap Reductn 0003015100
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.06 0.36 0.25 0.46 0.33 0.45 0.60 0.28
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Existing Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 167 74
Future Volume (Veh/h) 0 0 0 72 167 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 182 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 364 0 364 364 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 364 0 364 364 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 84 89
cM capacity (veh/h) 501 1085 541 501 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 39 39 182 80
Volume Left 0 0 182 0
Volume Right 0 0 0 80
cSH 501 501 1623 1700
Volume to Capacity 0.08 0.08 0.11 0.05
Queue Length 95th (ft)6690
Control Delay (s) 12.8 12.8 7.5 0.0
Lane LOS B B A
Approach Delay (s) 12.8 5.2
Approach LOS B
Intersection Summary
Average Delay 6.9
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Existing Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
Future Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 273 93 243 199 155 86 1196 210 192 1126 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 332 111 269 446 329 96 1693 755 171 1808 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2618 872 1781 1948 1440 1781 3554 1585 1781 3490 133
Grp Volume(v), veh/h 68 183 183 243 181 173 86 1196 210 192 573 596
Grp Sat Flow(s),veh/h/ln 1781 1777 1713 1781 1777 1611 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Cycle Q Clear(g_c), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Prop In Lane 1.00 0.51 1.00 0.89 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 225 217 269 406 369 96 1693 755 171 921 957
V/C Ratio(X) 0.78 0.81 0.84 0.90 0.44 0.47 0.89 0.71 0.28 1.12 0.62 0.62
Avail Cap(c_a), veh/h 131 267 257 275 410 372 96 1693 755 171 921 957
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.1 39.7 40.0 53.2 1.6 1.5 54.3 20.6 20.6
Incr Delay (d2), s/veh 15.7 15.1 19.0 30.2 0.8 0.9 50.6 2.0 0.7 106.3 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.4 10.7 14.4 8.2 8.0 6.7 2.3 0.8 16.1 17.6 18.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.2 70.2 80.3 40.5 40.9 103.7 3.7 2.2 160.6 23.7 23.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 434 597 1492 1361
Approach Delay, s/veh 68.8 56.8 9.2 43.0
Approach LOS E E A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.7 22.6 19.7 11.0 66.7 10.4 32.0
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 7.8 18.1 14.5 7.7 29.6 6.5 13.2
Green Ext Time (p_c), s 0.0 13.5 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS D
Queuing and Blocking Report
Existing Conditions PM 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB NB SB
Directions Served T R L TR L LTR
Maximum Queue (ft)87 67 53 73 31 30
Average Queue (ft)56 19 25 26 31 6
95th Queue (ft)85 63 62 70 31 26
Link Distance (ft)466 67 67 19 67
Upstream Blk Time (%)0 0 11
Queuing Penalty (veh)1 1 7
Storage Bay Dist (ft)87
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Existing Conditions PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 23 195 220 201 186 2051 1099 351
v/c Ratio 0.23 0.46 0.73 0.63 0.71 0.55 0.54 0.33
Control Delay 46.8 9.1 61.2 39.4 62.9 6.3 11.3 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0
Total Delay 46.8 9.1 61.2 39.4 62.9 6.4 11.5 1.1
Queue Length 50th (ft) 16 0 164 98 139 180 110 6
Queue Length 95th (ft) 40 61 235 169 206 271 m331 m14
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 134 501 401 401 361 3746 2029 1057
Starvation Cap Reductn 0000002220
Spillback Cap Reductn 0001010900
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.17 0.39 0.55 0.50 0.52 0.56 0.61 0.33
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Existing Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 177 211 164
Future Volume (Veh/h) 0 0 0 177 211 164
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 192 229 178
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 458 0 458 458 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 458 0 458 458 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 55 86
cM capacity (veh/h) 429 1085 458 429 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 96 96 229 178
Volume Left 0 0 229 0
Volume Right 0 0 0 178
cSH 429 429 1623 1700
Volume to Capacity 0.22 0.22 0.14 0.10
Queue Length 95th (ft) 21 21 12 0
Control Delay (s) 15.8 15.8 7.6 0.0
Lane LOS C C A
Approach Delay (s) 15.8 4.3
Approach LOS C
Intersection Summary
Average Delay 8.0
Intersection Capacity Utilization 23.2% ICU Level of Service A
Analysis Period (min)15
Existing Conditions with Project
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
Future Volume (veh/h) 44 89 103 158 77 52 40 1177 97 84 1267 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 97 112 172 84 57 43 1279 105 91 1377 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 162 145 201 355 222 57 2068 922 114 2192 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 97 112 172 70 71 43 1279 105 91 685 718
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Cycle Q Clear(g_c), s 3.2 6.3 8.3 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.1 29.1
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 162 145 201 301 276 57 2068 922 114 1092 1142
V/C Ratio(X) 0.78 0.60 0.77 0.86 0.23 0.26 0.76 0.62 0.11 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2068 922 171 1092 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.3 43.1 43.3 55.7 0.0 0.0 55.4 14.5 14.5
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.4 0.4 0.5 17.7 1.3 0.2 14.2 2.7 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.2 5.3 6.6 10.1 3.3 3.4 2.8 0.7 0.1 5.7 17.6 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.9 69.7 43.5 43.8 73.4 1.3 0.2 69.6 17.3 17.2
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 257 313 1427 1494
Approach Delay, s/veh 62.2 58.0 3.4 20.4
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.3 18.0 15.4 8.3 78.2 8.7 24.8
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.3 4.9 31.1 5.2 6.5
Green Ext Time (p_c), s 0.1 14.6 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Queuing and Blocking Report
Existing with Project Conditions AM 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB
Directions Served T R L
Maximum Queue (ft)55 30 26
Average Queue (ft)45 23 21
95th Queue (ft)63 42 38
Link Distance (ft)471 471 71
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 13 146 39 111 167 62 1348 408 1318 339
v/c Ratio 0.12 0.49 0.21 0.56 0.65 0.44 0.32 0.30 0.52 0.28
Control Delay 48.4 13.1 49.6 60.8 33.4 61.6 3.2 0.9 4.4 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 48.4 13.1 49.6 60.8 33.4 61.6 3.2 0.9 4.6 0.5
Queue Length 50th (ft) 9 0 28 83 50 47 72 0 79 1
Queue Length 95th (ft) 28 59 60 136 118 90 119 20 97 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph) 183 403 317 333 364 186 4159 1369 2541 1232
Starvation Cap Reductn 000000003770
Spillback Cap Reductn 000030157000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.07 0.36 0.12 0.33 0.46 0.33 0.34 0.30 0.61 0.28
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:50 pm 03/07/2022 Existing with Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 230 74
Future Volume (Veh/h) 0 0 0 72 230 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 250 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 500 0 500 500 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 500 0 500 500 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 80 85
cM capacity (veh/h) 400 1085 424 400 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 39 39 125 125 80
Volume Left 0 0 125 125 0
Volume Right 000080
cSH 400 400 1623 1623 1700
Volume to Capacity 0.10 0.10 0.15 0.15 0.05
Queue Length 95th (ft) 8 8 14 14 0
Control Delay (s) 15.0 15.0 7.6 7.6 0.0
Lane LOS BBAA
Approach Delay (s) 15.0 5.8
Approach LOS B
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 16.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
Future Volume (veh/h) 63 251 86 224 183 143 79 1100 193 177 1036 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 273 93 243 199 155 86 1196 210 192 1126 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 332 111 269 446 329 96 1693 755 171 1808 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2618 872 1781 1948 1440 1781 3554 1585 1781 3490 133
Grp Volume(v), veh/h 68 183 183 243 181 173 86 1196 210 192 573 596
Grp Sat Flow(s),veh/h/ln 1781 1777 1713 1781 1777 1611 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Cycle Q Clear(g_c), s 4.5 12.1 12.5 16.1 10.5 11.2 5.7 5.8 1.0 11.5 27.5 27.6
Prop In Lane 1.00 0.51 1.00 0.89 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 225 217 269 406 369 96 1693 755 171 921 957
V/C Ratio(X) 0.78 0.81 0.84 0.90 0.44 0.47 0.89 0.71 0.28 1.12 0.62 0.62
Avail Cap(c_a), veh/h 131 267 257 275 410 372 96 1693 755 171 921 957
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.1 39.7 40.0 53.2 1.6 1.5 54.3 20.6 20.6
Incr Delay (d2), s/veh 15.7 15.1 19.0 30.2 0.8 0.9 54.6 2.3 0.8 106.3 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.4 10.7 14.4 8.2 8.0 7.0 2.4 0.8 16.1 17.6 18.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.2 70.2 80.3 40.5 40.9 107.7 3.9 2.3 160.6 23.7 23.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 434 597 1492 1361
Approach Delay, s/veh 68.8 56.8 9.7 43.0
Approach LOS E E A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.7 22.6 19.7 11.0 66.7 10.4 32.0
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 7.8 18.1 14.5 7.7 29.6 6.5 13.2
Green Ext Time (p_c), s 0.0 13.5 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D
Queuing and Blocking Report
Existing with Project Conditions PM 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB
Directions Served T R L TR
Maximum Queue (ft) 102 79 72 30
Average Queue (ft) 55 39 30 11
95th Queue (ft)98 72 68 34
Link Distance (ft)471 471 71 71
Upstream Blk Time (%)1
Queuing Penalty (veh)2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 23 195 104 248 201 186 1480 571 1099 351
v/c Ratio 0.23 0.44 0.33 0.74 0.60 0.72 0.39 0.44 0.56 0.35
Control Delay 45.5 8.4 43.9 59.0 37.7 63.6 6.4 2.0 12.0 1.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0
Total Delay 45.5 8.4 43.9 59.0 37.7 63.6 6.4 2.0 12.1 1.6
Queue Length 50th (ft) 15 0 71 183 99 139 133 12 114 10
Queue Length 95th (ft) 39 59 116 257 169 207 195 50 m332 m20
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph) 129 524 420 442 422 346 3782 1307 1978 1016
Starvation Cap Reductn 000000001950
Spillback Cap Reductn 000010119000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.18 0.37 0.25 0.56 0.48 0.54 0.40 0.44 0.62 0.35
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:51 pm 03/07/2022 Existing with Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 177 332 164
Future Volume (Veh/h) 0 0 0 177 332 164
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 192 361 178
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 722 0 722 722 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 722 0 722 722 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 30 78
cM capacity (veh/h) 274 1085 283 274 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 96 96 180 180 178
Volume Left 0 0 180 180 0
Volume Right 0000178
cSH 274 274 1623 1623 1700
Volume to Capacity 0.35 0.35 0.22 0.22 0.10
Queue Length 95th (ft) 38 38 21 21 0
Control Delay (s) 25.0 25.0 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 25.0 5.3
Approach LOS D
Intersection Summary
Average Delay 10.4
Intersection Capacity Utilization 21.0% ICU Level of Service A
Analysis Period (min)15
Future 2025 Conditions without Project (Opening Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
Future Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 98 113 173 84 57 43 1287 107 91 1385 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 163 146 202 358 224 57 2063 920 114 2188 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 98 113 173 70 71 43 1287 107 91 689 722
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Cycle Q Clear(g_c), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 163 146 202 303 278 57 2063 920 114 1089 1139
V/C Ratio(X) 0.78 0.60 0.78 0.86 0.23 0.25 0.76 0.62 0.12 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2063 920 171 1089 1139
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.2 43.0 43.2 55.7 0.0 0.0 55.4 14.7 14.7
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.6 0.4 0.5 16.8 1.3 0.2 14.2 2.8 2.7
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(95%),veh/ln 3.2 5.4 6.6 10.2 3.3 3.4 2.7 0.7 0.1 5.7 17.8 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.8 69.9 43.4 43.6 72.6 1.3 0.2 69.6 17.5 17.4
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 259 314 1437 1502
Approach Delay, s/veh 62.2 58.0 3.3 20.6
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.2 18.1 15.5 8.3 78.1 8.7 24.9
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.4 4.9 31.5 5.2 6.5
Green Ext Time (p_c), s 0.1 14.8 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Queuing and Blocking Report
Opening Year without Project Conditions AM 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB NB SB
Directions Served T R L TR L LTR
Maximum Queue (ft)55 30 50 27 31 28
Average Queue (ft)45 17 31 5 31 6
95th Queue (ft)63 40 47 23 31 24
Link Distance (ft)466 67 67 19 67
Upstream Blk Time (%)0 9
Queuing Penalty (veh)0 6
Storage Bay Dist (ft)87
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 13 147 81 168 62 1765 1326 351
v/c Ratio 0.11 0.51 0.46 0.69 0.44 0.43 0.52 0.28
Control Delay 48.4 14.0 58.0 37.1 61.6 3.1 4.3 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 48.4 14.0 58.0 37.1 61.6 3.1 4.4 0.5
Queue Length 50th (ft) 9 0 61 52 47 84 80 1
Queue Length 95th (ft) 28 58 106 122 90 150 98 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 222 404 325 364 186 4089 2573 1246
Starvation Cap Reductn 0000003860
Spillback Cap Reductn 0003015700
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.06 0.36 0.25 0.47 0.33 0.45 0.61 0.28
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 3 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 168 74
Future Volume (Veh/h) 0 0 0 72 168 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 183 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 366 0 366 366 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 366 0 366 366 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 84 89
cM capacity (veh/h) 499 1085 539 499 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 39 39 183 80
Volume Left 0 0 183 0
Volume Right 0 0 0 80
cSH 499 499 1623 1700
Volume to Capacity 0.08 0.08 0.11 0.05
Queue Length 95th (ft) 6 6 10 0
Control Delay (s) 12.8 12.8 7.5 0.0
Lane LOS B B A
Approach Delay (s) 12.8 5.2
Approach LOS B
Intersection Summary
Average Delay 7.0
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
Future Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 275 95 246 200 157 87 1204 211 193 1134 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 333 113 272 449 335 96 1684 751 171 1800 68
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2608 881 1781 1941 1446 1781 3554 1585 1781 3491 132
Grp Volume(v), veh/h 68 185 185 246 182 175 87 1204 211 193 577 600
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1847
Q Serve(g_s), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Cycle Q Clear(g_c), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 227 219 272 411 373 96 1684 751 171 916 952
V/C Ratio(X) 0.78 0.82 0.84 0.91 0.44 0.47 0.90 0.72 0.28 1.13 0.63 0.63
Avail Cap(c_a), veh/h 131 267 257 275 411 373 96 1684 751 171 916 952
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.0 39.5 39.8 53.2 1.8 1.7 54.3 20.9 20.9
Incr Delay (d2), s/veh 15.7 15.5 19.5 30.8 0.8 0.9 53.2 2.1 0.8 108.3 3.3 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.5 10.8 14.6 8.3 8.1 6.8 2.5 0.8 16.3 17.9 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.5 70.7 80.8 40.2 40.7 106.4 4.0 2.4 162.5 24.1 24.0
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 438 603 1502 1370
Approach Delay, s/veh 69.1 56.9 9.7 43.6
Approach LOS E E A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.4 22.8 19.8 11.0 66.4 10.4 32.3
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 8.6 18.3 14.7 7.8 30.0 6.5 13.2
Green Ext Time (p_c), s 0.0 13.6 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Queuing and Blocking Report
Opening Year without Project Conditions PM 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB NB
Directions Served T R L TR L
Maximum Queue (ft)81 30 70 54 49
Average Queue (ft)59 12 47 28 40
95th Queue (ft)88 36 89 57 57
Link Distance (ft)466 67 67 19
Upstream Blk Time (%)3 0 12
Queuing Penalty (veh)8 0 8
Storage Bay Dist (ft)87
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 23 196 222 202 187 2065 1107 353
v/c Ratio 0.23 0.46 0.74 0.64 0.71 0.55 0.55 0.33
Control Delay 46.8 9.1 61.3 39.8 62.9 6.4 11.5 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 46.8 9.1 61.3 39.8 62.9 6.4 11.6 1.1
Queue Length 50th (ft) 16 0 165 100 140 184 111 6
Queue Length 95th (ft) 40 61 236 170 207 275 m338 m14
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 132 502 401 400 361 3742 2024 1056
Starvation Cap Reductn 0000002210
Spillback Cap Reductn 0001011000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.17 0.39 0.55 0.51 0.52 0.57 0.61 0.33
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 4 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Opening Year without Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 178 212 165
Future Volume (Veh/h) 0 0 0 178 212 165
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 193 230 179
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 460 0 460 460 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 460 0 460 460 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 55 86
cM capacity (veh/h) 427 1085 456 427 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 96 96 230 179
Volume Left 0 0 230 0
Volume Right 0 0 0 179
cSH 427 427 1623 1700
Volume to Capacity 0.23 0.23 0.14 0.11
Queue Length 95th (ft) 21 21 12 0
Control Delay (s) 15.9 15.9 7.6 0.0
Lane LOS C C A
Approach Delay (s) 15.9 4.3
Approach LOS C
Intersection Summary
Average Delay 8.0
Intersection Capacity Utilization 23.3% ICU Level of Service A
Analysis Period (min)15
Future 2045 Conditions without Project (Design Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
Future Volume (veh/h) 44 90 104 159 77 52 40 1184 98 84 1274 24
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 98 113 173 84 57 43 1287 107 91 1385 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 62 163 146 202 358 224 57 2063 920 114 2188 41
Arrive On Green 0.03 0.09 0.09 0.11 0.17 0.17 0.06 1.00 1.00 0.06 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 48 98 113 173 70 71 43 1287 107 91 689 722
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Cycle Q Clear(g_c), s 3.2 6.4 8.4 11.4 4.1 4.5 2.9 0.0 0.0 6.0 29.4 29.5
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 62 163 146 202 303 278 57 2063 920 114 1089 1139
V/C Ratio(X) 0.78 0.60 0.78 0.86 0.23 0.25 0.76 0.62 0.12 0.80 0.63 0.63
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2063 920 171 1089 1139
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.4 52.4 53.3 52.2 43.0 43.2 55.7 0.0 0.0 55.4 14.7 14.7
Incr Delay (d2), s/veh 18.3 3.5 8.5 17.6 0.4 0.5 17.7 1.3 0.2 14.2 2.8 2.7
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(95%),veh/ln 3.2 5.4 6.6 10.2 3.3 3.4 2.8 0.7 0.1 5.7 17.8 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 55.9 61.8 69.9 43.4 43.6 73.4 1.3 0.2 69.6 17.5 17.4
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 259 314 1437 1502
Approach Delay, s/veh 62.2 58.0 3.4 20.6
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 74.2 18.1 15.5 8.3 78.1 8.7 24.9
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.0 2.0 13.4 10.4 4.9 31.5 5.2 6.5
Green Ext Time (p_c), s 0.1 14.8 0.2 0.7 0.0 12.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
Queuing and Blocking Report
Future with Project Conditions (Opening Year) AM 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB SB
Directions Served T R L LTR
Maximum Queue (ft)72 30 48 28
Average Queue (ft)40 17 15 6
95th Queue (ft)66 41 47 24
Link Distance (ft)471 471 71 66
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 13 147 39 111 168 62 1355 410 1326 351
v/c Ratio 0.12 0.49 0.21 0.56 0.65 0.44 0.33 0.30 0.52 0.28
Control Delay 48.3 13.1 49.5 60.6 34.0 61.6 3.2 0.9 4.5 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 48.3 13.1 49.5 60.6 34.0 61.6 3.2 0.9 4.6 0.5
Queue Length 50th (ft) 9 0 28 83 52 47 72 0 80 1
Queue Length 95th (ft) 28 58 60 135 120 90 121 20 98 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph) 183 404 317 333 364 186 4157 1369 2540 1235
Starvation Cap Reductn 000000003770
Spillback Cap Reductn 000030162000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.07 0.36 0.12 0.33 0.47 0.33 0.34 0.30 0.61 0.28
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 1 J1976 Rosemead Bl & I-10 3:03 pm 02/28/2022 Future with Project Conditions (Opening Year) AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 231 74
Future Volume (Veh/h) 0 0 0 72 231 74
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 78 251 80
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 502 0 502 502 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 502 0 502 502 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 80 85
cM capacity (veh/h) 399 1085 423 399 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 39 39 126 126 80
Volume Left 0 0 126 126 0
Volume Right 000080
cSH 399 399 1623 1623 1700
Volume to Capacity 0.10 0.10 0.15 0.15 0.05
Queue Length 95th (ft) 8 8 14 14 0
Control Delay (s) 15.0 15.0 7.6 7.6 0.0
Lane LOS C C A A
Approach Delay (s) 15.0 5.8
Approach LOS C
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 16.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
Future Volume (veh/h) 63 253 87 226 184 144 80 1108 194 178 1043 40
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 275 95 246 200 157 87 1204 211 193 1134 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 87 333 113 272 449 335 96 1684 751 171 1800 68
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.95 0.95 0.10 0.52 0.52
Sat Flow, veh/h 1781 2608 881 1781 1941 1446 1781 3554 1585 1781 3491 132
Grp Volume(v), veh/h 68 185 185 246 182 175 87 1204 211 193 577 600
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1847
Q Serve(g_s), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Cycle Q Clear(g_c), s 4.5 12.2 12.7 16.3 10.5 11.2 5.8 6.6 1.1 11.5 28.0 28.0
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 87 227 219 272 411 373 96 1684 751 171 916 952
V/C Ratio(X) 0.78 0.82 0.84 0.91 0.44 0.47 0.90 0.72 0.28 1.13 0.63 0.63
Avail Cap(c_a), veh/h 131 267 257 275 411 373 96 1684 751 171 916 952
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.4 51.0 51.2 50.0 39.5 39.8 53.2 1.8 1.7 54.3 20.9 20.9
Incr Delay (d2), s/veh 15.7 15.5 19.5 30.8 0.8 0.9 57.8 2.4 0.9 108.3 3.3 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 4.4 10.5 10.8 14.6 8.3 8.1 7.2 2.7 0.9 16.3 17.9 18.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 66.5 70.7 80.8 40.2 40.7 110.9 4.2 2.5 162.5 24.1 24.0
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 438 603 1502 1370
Approach Delay, s/veh 69.1 56.9 10.2 43.6
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 61.4 22.8 19.8 11.0 66.4 10.4 32.3
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 8.6 18.3 14.7 7.8 30.0 6.5 13.2
Green Ext Time (p_c), s 0.0 13.6 0.0 0.7 0.0 9.5 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Queuing and Blocking Report
Future with Project Conditions (Opening Year) PM 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB
Directions Served T R
Maximum Queue (ft)55 79
Average Queue (ft)53 27
95th Queue (ft)56 75
Link Distance (ft)471 471
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 23 196 105 250 202 187 1490 575 1107 353
v/c Ratio 0.31 0.46 0.36 0.82 0.63 0.89 0.38 0.43 0.52 0.35
Control Delay 55.4 9.7 47.8 70.2 37.6 91.7 5.3 1.4 9.0 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 55.4 9.7 47.8 70.2 37.6 91.7 5.3 1.4 9.3 4.3
Queue Length 50th (ft) 16 0 72 186 89 ~150 131 0 106 22
Queue Length 95th (ft) 44 64 126 #300 171 #301 153 26 m122 m37
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph)81 444 317 333 346 211 3872 1342 2141 1015
Starvation Cap Reductn 000000003820
Spillback Cap Reductn 000010122000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.28 0.44 0.33 0.75 0.59 0.89 0.40 0.43 0.63 0.35
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 2 J1976 Rosemead Bl & I-10 1:59 pm 03/02/2022 Future with Project Conditions (Opening Year) PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 178 334 165
Future Volume (Veh/h) 0 0 0 178 334 165
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 193 363 179
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 726 0 726 726 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 726 0 726 726 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 29 78
cM capacity (veh/h) 273 1085 281 273 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 96 96 182 182 179
Volume Left 0 0 182 182 0
Volume Right 0000179
cSH 273 273 1623 1623 1700
Volume to Capacity 0.35 0.35 0.22 0.22 0.11
Queue Length 95th (ft) 38 38 21 21 0
Control Delay (s) 25.3 25.3 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 25.3 5.3
Approach LOS D
Intersection Summary
Average Delay 10.5
Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min)15
Future 2025 Conditions with Project (Opening Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
Future Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 50 101 117 179 87 59 46 1335 110 96 1437 27
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 65 168 150 208 367 229 59 2031 906 120 2162 41
Arrive On Green 0.04 0.09 0.09 0.12 0.17 0.17 0.07 1.00 1.00 0.07 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 50 101 117 179 73 73 46 1335 110 96 715 749
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Cycle Q Clear(g_c), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 65 168 150 208 311 286 59 2031 906 120 1077 1126
V/C Ratio(X) 0.77 0.60 0.78 0.86 0.23 0.26 0.78 0.66 0.12 0.80 0.66 0.67
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2031 906 171 1077 1126
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.3 52.2 53.1 52.0 42.6 42.8 55.6 0.0 0.0 55.2 15.6 15.6
Incr Delay (d2), s/veh 17.6 3.4 8.6 18.8 0.4 0.5 17.6 1.5 0.2 16.0 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.3 5.6 6.8 10.5 3.4 3.5 2.9 0.8 0.1 6.1 19.2 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.0 55.6 61.7 70.9 43.0 43.3 73.2 1.5 0.2 71.1 18.8 18.7
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 268 325 1491 1560
Approach Delay, s/veh 61.9 58.4 3.6 22.0
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.6 73.1 18.5 15.8 8.5 77.2 8.8 25.5
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.4 2.0 13.8 10.7 5.1 33.9 5.3 6.7
Green Ext Time (p_c), s 0.1 15.7 0.2 0.7 0.0 12.2 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Queuing and Blocking Report
Design Year without Project Conditions AM 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB NB
Directions Served T R L L
Maximum Queue (ft)56 30 74 31
Average Queue (ft)40 17 48 25
95th Queue (ft)60 40 98 45
Link Distance (ft)466 67 19
Upstream Blk Time (%)2 4
Queuing Penalty (veh)4 2
Storage Bay Dist (ft)87
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 14 152 86 175 64 1832 1376 364
v/c Ratio 0.11 0.50 0.45 0.71 0.45 0.45 0.54 0.29
Control Delay 47.2 13.1 56.1 41.8 61.7 3.5 4.7 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 47.2 13.1 56.1 41.9 61.7 3.5 4.9 0.5
Queue Length 50th (ft) 10 0 64 67 48 100 88 1
Queue Length 95th (ft) 29 59 110 137 92 172 106 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 228 420 341 366 175 4048 2540 1239
Starvation Cap Reductn 0000003630
Spillback Cap Reductn 0003019400
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.06 0.36 0.25 0.48 0.37 0.48 0.63 0.29
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 5 J1976 Rosemead Bl & I-10 7:23 pm 03/07/2022 Design Year without Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 75 174 77
Future Volume (Veh/h) 0 0 0 75 174 77
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 82 189 84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 378 0 378 378 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 378 0 378 378 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 83 88
cM capacity (veh/h) 489 1085 528 489 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 41 41 189 84
Volume Left 0 0 189 0
Volume Right 0 0 0 84
cSH 489 489 1623 1700
Volume to Capacity 0.08 0.08 0.12 0.05
Queue Length 95th (ft) 7 7 10 0
Control Delay (s) 13.0 13.0 7.5 0.0
Lane LOS B B A
Approach Delay (s) 13.0 5.2
Approach LOS B
Intersection Summary
Average Delay 7.0
Intersection Capacity Utilization 19.6% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
Future Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 72 287 99 257 210 164 90 1259 221 202 1186 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 92 344 116 275 455 338 96 1664 742 171 1778 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.94 0.94 0.10 0.51 0.51
Sat Flow, veh/h 1781 2608 881 1781 1943 1444 1781 3554 1585 1781 3488 135
Grp Volume(v), veh/h 72 194 192 257 191 183 90 1259 221 202 604 628
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Cycle Q Clear(g_c), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 92 234 226 275 416 377 96 1664 742 171 906 941
V/C Ratio(X) 0.78 0.83 0.85 0.94 0.46 0.48 0.93 0.76 0.30 1.18 0.67 0.67
Avail Cap(c_a), veh/h 131 267 257 275 416 377 96 1664 742 171 906 941
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.2 50.8 51.0 50.2 39.4 39.7 53.3 2.3 2.1 54.3 21.8 21.8
Incr Delay (d2), s/veh 17.7 17.2 21.3 37.4 0.8 1.0 60.3 2.6 0.8 126.8 3.9 3.7
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(95%),veh/ln 4.7 11.0 11.3 15.8 8.6 8.4 7.1 3.2 1.0 17.7 19.3 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.9 67.9 72.2 87.6 40.2 40.7 113.6 4.9 2.9 181.0 25.7 25.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 458 631 1570 1434
Approach Delay, s/veh 70.7 59.6 10.8 47.5
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 60.7 23.0 20.3 11.0 65.7 10.7 32.6
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 11.3 19.1 15.2 8.0 32.3 6.8 13.8
Green Ext Time (p_c), s 0.0 14.4 0.0 0.6 0.0 9.8 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
Queuing and Blocking Report
Design Year without Project Conditions PM 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB NB
Directions Served T R L TR L
Maximum Queue (ft)81 49 48 27 50
Average Queue (ft)59 16 34 5 33
95th Queue (ft)98 49 52 23 48
Link Distance (ft)466 67 67 19
Upstream Blk Time (%)0 16
Queuing Penalty (veh)0 10
Storage Bay Dist (ft)87
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 24 204 233 212 196 2160 1157 370
v/c Ratio 0.25 0.46 0.75 0.67 0.72 0.58 0.58 0.35
Control Delay 47.5 8.9 61.9 43.9 63.1 6.9 12.0 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 47.5 8.9 61.9 43.9 63.1 7.0 12.2 1.1
Queue Length 50th (ft) 16 0 173 114 146 206 116 5
Queue Length 95th (ft) 42 62 249 188 216 298 m353 m14
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195
Base Capacity (vph) 125 508 401 393 361 3721 1992 1053
Starvation Cap Reductn 0000002140
Spillback Cap Reductn 0001011900
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.40 0.58 0.54 0.54 0.60 0.65 0.35
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 6 J1976 Rosemead Bl & I-10 7:24 pm 03/07/2022 Design Year without Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 222 173
Future Volume (Veh/h) 0 0 0 186 222 173
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 202 241 188
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 482 0 482 482 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 482 0 482 482 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 51 85
cM capacity (veh/h) 412 1085 438 412 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2
Volume Total 101 101 241 188
Volume Left 0 0 241 0
Volume Right 0 0 0 188
cSH 412 412 1623 1700
Volume to Capacity 0.25 0.25 0.15 0.11
Queue Length 95th (ft) 24 24 13 0
Control Delay (s) 16.6 16.6 7.6 0.0
Lane LOS C C A
Approach Delay (s) 16.6 4.3
Approach LOS C
Intersection Summary
Average Delay 8.2
Intersection Capacity Utilization 24.1% ICU Level of Service A
Analysis Period (min)15
Future 2045 Conditions with Project (Design Year)
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
Future Volume (veh/h) 46 93 108 165 80 54 42 1228 101 88 1322 25
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 50 101 117 179 87 59 46 1335 110 96 1437 27
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 65 168 150 208 367 229 59 2031 906 120 2162 41
Arrive On Green 0.04 0.09 0.09 0.12 0.17 0.17 0.07 1.00 1.00 0.07 0.61 0.61
Sat Flow, veh/h 1781 1777 1585 1781 2098 1313 1781 3554 1585 1781 3568 67
Grp Volume(v), veh/h 50 101 117 179 73 73 46 1335 110 96 715 749
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1634 1781 1777 1585 1781 1777 1858
Q Serve(g_s), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Cycle Q Clear(g_c), s 3.3 6.5 8.7 11.8 4.2 4.7 3.1 0.0 0.0 6.4 31.8 31.9
Prop In Lane 1.00 1.00 1.00 0.80 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 65 168 150 208 311 286 59 2031 906 120 1077 1126
V/C Ratio(X) 0.77 0.60 0.78 0.86 0.23 0.26 0.78 0.66 0.12 0.80 0.66 0.67
Avail Cap(c_a), veh/h 131 267 238 275 410 377 96 2031 906 171 1077 1126
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.3 52.2 53.1 52.0 42.6 42.8 55.6 0.0 0.0 55.2 15.6 15.6
Incr Delay (d2), s/veh 17.6 3.4 8.6 18.8 0.4 0.5 18.5 1.6 0.3 16.0 3.2 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.3 5.6 6.8 10.5 3.4 3.5 3.0 0.8 0.1 6.1 19.2 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.0 55.6 61.7 70.9 43.0 43.3 74.1 1.6 0.3 71.1 18.8 18.7
LnGrp LOS EEEEDDEAAEBB
Approach Vol, veh/h 268 325 1491 1560
Approach Delay, s/veh 61.9 58.4 3.7 22.0
Approach LOS E E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.6 73.1 18.5 15.8 8.5 77.2 8.8 25.5
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 8.4 2.0 13.8 10.7 5.1 33.9 5.3 6.7
Green Ext Time (p_c), s 0.1 15.7 0.2 0.7 0.0 12.2 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Queuing and Blocking Report
Design Year with Project Conditions AM 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB
Directions Served T R L
Maximum Queue (ft)55 49 50
Average Queue (ft)44 20 30
95th Queue (ft)62 59 46
Link Distance (ft)471 471 71
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 14 152 41 116 175 64 1407 425 1376 364
v/c Ratio 0.12 0.49 0.21 0.56 0.68 0.45 0.34 0.31 0.55 0.30
Control Delay 47.7 12.6 48.7 59.7 38.4 61.7 3.4 0.9 4.6 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0
Total Delay 47.7 12.6 48.7 59.7 38.4 61.7 3.5 0.9 4.8 0.5
Queue Length 50th (ft) 10 0 30 87 64 48 78 0 83 1
Queue Length 95th (ft) 29 58 61 139 133 92 135 22 102 0
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph) 179 408 317 333 356 187 4134 1366 2520 1232
Starvation Cap Reductn 000000003710
Spillback Cap Reductn 000030200000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.08 0.37 0.13 0.35 0.50 0.34 0.36 0.31 0.64 0.30
Intersection Summary
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 3 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions AM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 75 240 77
Future Volume (Veh/h) 0 0 0 75 240 77
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 82 261 84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 522 0 522 522 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 522 0 522 522 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 79 84
cM capacity (veh/h) 385 1085 408 385 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 41 41 130 130 84
Volume Left 0 0 130 130 0
Volume Right 000084
cSH 385 385 1623 1623 1700
Volume to Capacity 0.11 0.11 0.16 0.16 0.05
Queue Length 95th (ft) 9 9 14 14 0
Control Delay (s) 15.4 15.4 7.6 7.6 0.0
Lane LOS C C A A
Approach Delay (s) 15.4 5.8
Approach LOS C
Intersection Summary
Average Delay 7.6
Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min)15
HCM 6th Signalized Intersection Summary
1: Rosemead Bl & Marshall St 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
Future Volume (veh/h) 66 264 91 236 193 151 83 1158 203 186 1091 42
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 72 287 99 257 210 164 90 1259 221 202 1186 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %222222222222
Cap, veh/h 92 344 116 275 455 338 96 1664 742 171 1778 69
Arrive On Green 0.05 0.13 0.13 0.15 0.23 0.23 0.11 0.94 0.94 0.10 0.51 0.51
Sat Flow, veh/h 1781 2608 881 1781 1943 1444 1781 3554 1585 1781 3488 135
Grp Volume(v), veh/h 72 194 192 257 191 183 90 1259 221 202 604 628
Grp Sat Flow(s),veh/h/ln 1781 1777 1712 1781 1777 1610 1781 1777 1585 1781 1777 1846
Q Serve(g_s), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Cycle Q Clear(g_c), s 4.8 12.7 13.2 17.1 11.1 11.8 6.0 9.3 1.5 11.5 30.3 30.3
Prop In Lane 1.00 0.51 1.00 0.90 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 92 234 226 275 416 377 96 1664 742 171 906 941
V/C Ratio(X) 0.78 0.83 0.85 0.94 0.46 0.48 0.93 0.76 0.30 1.18 0.67 0.67
Avail Cap(c_a), veh/h 131 267 257 275 416 377 96 1664 742 171 906 941
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.2 50.8 51.0 50.2 39.4 39.7 53.3 2.3 2.1 54.3 21.8 21.8
Incr Delay (d2), s/veh 17.7 17.2 21.3 37.4 0.8 1.0 65.7 2.9 0.9 126.8 3.9 3.7
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(95%),veh/ln 4.7 11.0 11.3 15.8 8.6 8.4 7.5 3.3 1.1 17.7 19.3 19.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.9 67.9 72.2 87.6 40.2 40.7 119.0 5.3 3.0 181.0 25.7 25.6
LnGrp LOS E E E F D D F A A F C C
Approach Vol, veh/h 458 631 1570 1434
Approach Delay, s/veh 70.7 59.6 11.5 47.5
Approach LOS E E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 60.7 23.0 20.3 11.0 65.7 10.7 32.6
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 11.5 54.0 18.5 18.0 6.5 59.0 8.8 27.7
Max Q Clear Time (g_c+I1), s 13.5 11.3 19.1 15.2 8.0 32.3 6.8 13.8
Green Ext Time (p_c), s 0.0 14.4 0.0 0.6 0.0 9.8 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
Queuing and Blocking Report
Design Year with Project Conditions PM 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 SimTraffic Report
GTC Page 1
Intersection: 2: I-10 WB Ramps (West) & Glendon Way
Movement EB EB WB WB
Directions Served T R L TR
Maximum Queue (ft)73 30 51 30
Average Queue (ft)54 24 31 18
95th Queue (ft)75 43 47 41
Link Distance (ft)471 471 71 71
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queues
3: Rosemead Bl & Glendon Way 04/18/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 5
Lane Group EBL EBR WBL WBT WBR NBL NBT NBR SBT SBR
Lane Group Flow (vph) 24 204 110 261 212 196 1559 601 1157 370
v/c Ratio 0.35 0.47 0.37 0.84 0.67 0.95 0.40 0.45 0.54 0.37
Control Delay 58.8 9.6 47.9 72.5 42.3 103.4 5.5 1.4 9.1 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.3 0.0
Total Delay 58.8 9.6 47.9 72.5 42.4 103.4 5.5 1.4 9.4 4.8
Queue Length 50th (ft) 16 0 75 195 104 ~167 140 0 111 26
Queue Length 95th (ft) 46 66 132 #321 190 #319 162 26 m126 m44
Internal Link Dist (ft)82 47 493
Turn Bay Length (ft)195 100
Base Capacity (vph)74 451 317 333 338 207 3859 1346 2138 1009
Starvation Cap Reductn 000000003830
Spillback Cap Reductn 000020163000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.32 0.45 0.35 0.78 0.63 0.95 0.42 0.45 0.66 0.37
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Unsignalized Intersection Capacity Analysis
4: I-10 WB Ramps (East) & Glendon Way 04/10/2022
Scenario 4 J1976 Rosemead Bl & I-10 3:02 pm 03/02/2022 Design Year with Project Conditions PM Synchro 11 Report
GTC Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 349 173
Future Volume (Veh/h) 0 0 0 186 349 173
Sign Control Yield Stop Free
Grade 0%0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 0 0 202 379 188
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 758 0 758 758 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 758 0 758 758 0
tC, single (s)6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free %100 100 100 22 77
cM capacity (veh/h) 258 1085 265 258 1623
Direction, Lane #WB 1 WB 2 NB 1 NB 2 NB 3
Volume Total 101 101 190 190 188
Volume Left 0 0 190 190 0
Volume Right 0000188
cSH 258 258 1623 1623 1700
Volume to Capacity 0.39 0.39 0.23 0.23 0.11
Queue Length 95th (ft) 44 44 23 23 0
Control Delay (s) 27.7 27.7 7.9 7.9 0.0
Lane LOS D D A A
Approach Delay (s) 27.7 5.3
Approach LOS D
Intersection Summary
Average Delay 11.2
Intersection Capacity Utilization 21.8% ICU Level of Service A
Analysis Period (min)15
ATTACHMENT B
Caltrans Quality Management
Assessment Process (QMAP)
ATTACHMENT B
Quality Management Assessment Process (QMAP)
1) Checklist to determine if a Project can qualify for PEER Review:
2) Design Engineering Evaluation Report (DEER) Guidelines:
These guidelines replace the Permit Engineering Evaluation Report review process and
requirements for the project delivery program specified in the Project Development
Procedures Manual.
For a project that is sponsored, financed, and its preconstruction project development
work is administered by external entities, a Design Engineering Evaluation Report
(DEER) can be used in lieu of PSR-PDS, PSR-PR, and Project Report if the project meets
all the following conditions:
• Project has approved environmental document (CE, ND, EIR, EIS, etc.) or project is
CE by CEQA and/or NEPA and has completed studies or public outreach.
• Project only has a Single-Build Alternative
• Project does not require CTC action
• Project doesn’t involve any ROW conveyances from the Department to the local agencies
(e.g. dedications, relinquishments, modifications to State ROW limits, etc.)
• Project doesn’t require FHWA approval for Relinquishments or NPRCs involving a
modification to the access control
• Project doesn’t involve construction of new structures or bridge widenings.
The DEER application checklist is included in the Appendix I on next page.
Appendix I
Design Engineering Evaluation Report (DEER) Application Checklist
This checklist is used to determine whether a Design Engineering Evaluation Report (DEER)
can be used for project approval of encroachment projects on the State Highway System.
No. Scope Criteria Yes No
1 Project has approved environmental document (CE, ND, EIR, EIS,
etc.) or project is CE by CEQA and/or NEPA and has completed
studies or public outreach.
2 Project only has a Single-Build Alternative.
3 Project does not require CTC action.
4 Project doesn’t involve any ROW conveyances from the Department to
the local agencies (e.g. dedications, relinquishments, modifications to
State ROW limits, etc.).
5 Project doesn’t require FHWA approval for Relinquishments or NPRCs
involving a modification to the access control.
6 Project doesn’t involve construction of new structures or bridge
widenings.
If the answer is “Yes” to all of six criteria, the project can use the DEER for project
approval.
Abbreviations:
1. CE: Categorical Exemption/Categorical Exclusion
2. CEQA: California Environmental Quality Act
3. EIR: Environmental Impact Report
4. EIS: Environmental Impact Statement
5. ND: Negative Declaration
6. NEPA: National Environmental Policy Act
7. CTC: California Transportation Commission
8. FHWA: Federal Highway Administration
9. NPRC: New Public Road Connection
10. ROW: Right-of-way
ATTACHMENT C
Professional Services Agreement
Template and Insurance Requirements
PROFESSIONAL SERVICES AGREEMENT
NAME OF PROJECT
(CONTRACTOR NAME)
1.PARTIES AND DATE.
This Agreement is made and entered into this this INSERT DATE (Effective Date)
by and between the City of Rosemead, a municipal organization organized under the laws
of the State of California with its principal place of business at 8838 E. Valley Blvd.,
Rosemead, California 91770 (“City”) and CONTRACTOR NAME with its principal place
of business at ADDRESS (“Consultant”). City and Consultant are sometimes individually
referred to herein as “Party” and collectively as “Parties.”
2.RECITALS.
2.1 Consultant.
Consultant desires to perform and assume responsibility for the provision of certain
professional services required by the City on the terms and conditions set forth in this
Agreement. Consultant represents that it is experienced in providing TYPE OF SERVICE
to public clients, is licenced in the State of California and is familiar with the plans of City.
2.2 Project.
City desires to engage Consultant to render PROJECT SERVICE OR NAME
(“Services”) as set forth in this Agreement.
3.TERMS.
3.1 Scope of Services and Term.
3.1.1 General Scope of Services. Consultant promises and agrees to
furnish to the City all labor, materials, tools, equipment, services, and incidental and
customary work necessary to fully and adequately supply the TYPE OF SERVICE
services necessary for the City, herein referred to a “Services”. The Services are more
particularly described in Exhibit "A" attached hereto and incorporated herein by reference.
All Services shall be subject to, and performed in accordance with, this Agreement, the
ATTACHMENT C
CONSULTANT
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exhibits attached hereto and incorporated herein by reference, and all applicable local,
state and federal laws, rules and regulations.
3.1.2 Term. The term of this Agreement shall be for a INSERT TERM
YEAR year time period from Effective date with the option for up to two (2) one-year
extensions at the sole and absolute discretion of the City, unless earlier terminated as
provided herein. Consultant shall complete the Services within the term of the
Agreement, and shall meet any other established shcedules and deadlines.
3.2 Responsibilities of Consultant.
3.2.1 Control and Payment of Subordinates; Independent Contractor. The
Services shall be performed by Consultant or under its supervision. Consultant will
determine the means, methods and details of performing the Services subject to the
requirements of this Agreement. City retains Consultant on an independent contractor
basis and not as an employee. Consultant retains the right to perform similar or different
services for others during the term of this Agreement. Any additional personnel
performing the Services under this Agreement on behalf of Consultant shall also not be
employees of City and shall at all times be under Consultant’s exclusive direction and
control. Consultant shall pay all wages, salaries, and other amounts due such personnel
in connection with their performance of Services under this Agreement and as required
by law. Consultant shall be responsible for all reports and obligations respecting such
additional personnel, including, but not limited to: social security taxes, income tax
withholding, unemployment insurance, disability insurance, and workers’ compensation
insurance.
3.2.2 Schedule of Services. Consultant shall perform the Services
expeditiously, within the term of this Agreement. Consultant represents that it has the
professional and technical personnel required to perform the Services in conformance
with such conditions. In order to facilitate Consultant’s conformance with the Schedule,
City shall respond to Consultant’s submittals in a timely manner. Upon request of City,
Consultant shall provide a more detailed schedule of anticipated performance to meet the
Schedule of Services.
3.2.3 Conformance to Applicable Requirements. All work prepared by
Consultant shall be subject to the approval of City.
3.2.4 Substitution of Key Personnel. Consultant has represented to City
that certain key personnel will perform and coordinate the Services under this Agreement.
Should one or more of such personnel become unavailable, Consultant may substitute
other personnel of at least equal competence upon written approval of City. In the event
that City and Consultant cannot agree as to the substitution of key personnel, City shall
be entitled to terminate this Agreement for cause. As discussed below, any personnel
who fail or refuse to perform the Services in a manner acceptable to the City, or who are
determined by the City to be uncooperative, incompetent, a threat to the adequate or
timely completion of the Project or a threat to the safety of persons or property, shall be
CONSULTANT
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promptly removed from the Project by the Consultant at the request of the City.
3.2.5 City’s Representative. The City hereby designates the City
Manager, or his or her designee, to act as its representative for the performance of this
Agreement (“City’s Representative”). City’s Representative shall have the power to act
on behalf of the City for all purposes under this Agreement. Consultant shall not accept
direction or orders from any person other than the City’s Representative or his or her
designee.
3.2.6 Consultant’s Representative. Consultant will designate to act as its
representative for the performance of this Agreement (“Consultant’s Representative”).
Consultant’s Representative shall have full authority to represent and act on behalf of the
Consultant for all purposes under this Agreement. The Consultant’s Representative shall
supervise and direct the Services, using his/her best skill and attention, and shall be
responsible for all means, methods, techniques, sequences and procedures and for the
satisfactory coordination of all portions of the Services under this Agreement.
3.2.7 Coordination of Services: Consultant agrees to work closely with
City staff in the performance of Services and shall be available to City’s staff, consultants
and other staff at all reasonable times.
3.2.8 Standard of Care; Performance of Employees: Consultant shall
perform all Services under this Agreement in a skillful and competent manner, consistent
with the standards generally recognized as being employed by professionals in the same
discipline in the State of California. Consultant represents and maintains that it is skilled
in the professional calling necessary to perform the Services. Consultant warrants that
all employees and subcontractors shall have sufficient skill and experience to perform the
Services assigned to them. Finally, Consultant represents that it, its employees and
subcontractors have all licenses, permits, qualifications and approvals of whatever nature
that are legally required to perform the Services, including a City Business License, and
that such licenses and approvals shall be maintained throughout the term of this
Agreement. As provided for in the indemnification provisions of this Agreement,
Consultant shall perform, at its own cost and expense and without reimbursement from
the City, any services necessary to correct errors or omissions which are caused by the
Consultant’s failure to comply with the standard of care provided for herein.
3.2.9 Laws and Regulations. Consultant shall keep itself fully informed of
and in compliance with all local, state and federal laws, rules and regulations in any
manner affecting the performance of the Project or the Services, including all Cal/OSHA
requirements, and shall give all notices required by law. Consultant shall be liable for all
violations of such laws and regulations in connection with Services. If the Consultant
performs any work knowing it to be contrary to such laws, rules and regulations and
without giving written notice to the City, Consultant shall be solely responsible for all costs
arising therefrom. Consultant shall defend, indemnify and hold City, its officials, directors,
officers, employees and agents free and harmless, pursuant to the indemnification
provisions of this Agreement, from any claim or liability arising out of any failure or alleged
CONSULTANT
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failure to comply with such laws, rules or regulations.
3.2.10 Insurance: Consultant shall maintain prior to the beginning
of and for the duration of this Agreement insurance coverage as specified in Exhibit B
attached to and part of this agreement.
3.2.11 Safety: Contractor shall execute and maintain its work so as
to avoid injury or damage to any person or property. In carrying out its Services, the
Consultant shall at all times be in compliance with all applicable local, state and federal
laws, rules and regulations, and shall exercise all necessary precautions for the safety of
employees appropriate to the nature of the work and the conditions under which the work
is to be performed. Safety precautions as applicable shall include, but shall not be limited
to: (A) adequate life protection and life saving equipment and procedures; (B) instructions
in accident prevention for all employees and subcontractors, such as safe walkways,
scaffolds, fall protection ladders, bridges, gang planks, confined space procedures,
trenching and shoring, equipment and other safety devices, equipment and wearing
apparel as are necessary or lawfully required to prevent accidents or injuries; and (C)
adequate facilities for the proper inspection and maintenance of all safety measures.
3.3 Fees and Payments.
3.3.1 Compensation. Consultant shall receive compensation, including
authorized reimbursements, for all Services rendered under this Agreement and shall not
exceed INSERT COST AMOUNT per fiscal year. The City agrees to pay Consultant a fee
of INSERT COST AMOUNT WRITTEN ($INSERT NUMBERICAL COST) a month. Extra
Work may be authorized in writing, as described below, and will be compensated at the
rates and manner set forth in this Agreement.
3.3.2 Payment of Compensation. Consultant shall submit to City a monthly
itemized statement which indicates work completed and Services rendered by
Consultant. The statement shall describe the amount of Services and supplies provided
since the initial commencement date, or since the start of the subsequent billing periods,
as appropriate, through the date of the statement. City shall, within 45 days of receiving
such statement, review the statement and pay all approved charges thereon.
3.3.3 Reimbursement for Expenses: Consultant shall not be reimbursed
for any expenses unless authorized in writing by City.
3.3.4 Extra Work: At any time during the term of this Agreement, City may
request that Consultant perform Extra Work. As used herein, “Extra Work” means any
work which is determined by City to be necessary for the proper completion of the Project,
but which the parties did not reasonably anticipate would be necessary at the execution
of this Agreement. Consultant shall not perform, nor be compensated for, Extra Work
without written authorization from City’s Representative.
3.3.5 Prevailing Wages: Consultant is aware of the requirements of
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California Labor Code Section 1720, et seq., and 1770, et seq., as well as California Code
of Regulations, Title 8, Section 1600, et seq., (“Prevailing Wage Laws”), which require the
payment of prevailing wage rates and the performance of other requirements on “public
works” and “maintenance” project, as defined by the Prevailing Wage Laws, and if the
total compensation is $1,000 or more, Consultant agrees to fully comply with such
Prevailing Wage Laws. City shall provide Consultant with a copy of the prevailing rates
of per diem wages in effect at the commencement of this Agreement. Consultant shall
make copies of the prevailing rates of per diem wages for each craft; classification or type
of worker needed to execute the Services available to interested parties upon request,
and shall post copies at the Consultant’s principal place of business and at the project
site. Consultant shall defend, indemnify and hold the City, its elected officials, officers,
employees and agents free and harmless from any claim or liability arising out of any
failure or alleged failure to comply with the Prevailing Wage Laws.
3.4 Accounting Records.
3.4.1 Maintenance and Inspection: Consultant shall maintain complete
and accurate records with respect to all costs and expenses incurred under this
Agreement. All such records shall be clearly identifiable. Consultant shall allow a
representative of City during normal business hours to examine, audit, and make
transcripts or copies of such records and any other documents created pursuant to this
Agreement. Consultant shall allow inspection of all work, data, documents, proceedings,
and activities related to the Agreement for a period of three (3) years from the date of final
payment under this Agreement.
3.5 General Provisions.
3.5.1 Termination of Agreement.
3.5.1.1 Grounds for Termination: City may, by written notice
to Consultant, terminate the whole or any part of this Agreement at any time and without
cause by giving written notice to Consultant of such termination, and specifying the
effective date thereof, at least seven (7) days before the effective date of such termination.
Upon termination, Consultant shall be compensated only for those services which have
been adequately rendered to City, and Consultant shall be entitled to no further
compensation. Consultant may not terminate this Agreement except for cause.
3.5.1.2 Effect of Termination: If this Agreement is terminated
as provided herein, City may require Consultant to provide all finished or unfinished
Documents/ Data and other information of any kind prepared by Consultant in connection
with the performance of Services under this Agreement. Consultant shall be required to
provide such document and other information within fifteen (15) days of the request.
3.5.1.3 Additional Services: In the event this Agreement is
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terminated in whole or in part as provided herein, City may procure, upon such terms and
in such manner as it may determine appropriate, services similar to those terminated.
3.5.2 Delivery of Notices. All notices permitted or required under this
Agreement shall be given to the respective parties at the following address, or at such
other address as the respective parties may provide in writing for this purpose:
CONSULTANT:
NAME
ADDRESS
Attn:
Tel:
CITY:
City of Rosemead
8838 E. Valley Boulevard
Rosemead, CA 91770
Attn: City Manager
Such notice shall be deemed made when personally delivered or when mailed,
forty-eight (48) hours after deposit in the U.S. Mail, first class postage prepaid and
addressed to the party at its applicable address. Actual notice shall be deemed adequate
notice on the date actual notice occurred, regardless of the method of service.
3.5.3 Ownership of Materials and Confidentiality.
3.5.3.1 Documents & Data; Licensing of Intellectual Property:
This Agreement creates a non-exclusive and perpetual license for City to copy, use,
modify, reuse, or sublicense any and all copyrights, designs, and other intellectual
property embodied in plans, specifications, studies, drawings, estimates, and other
documents or works of authorship fixed in any tangible medium of expression, including
but not limited to, physical drawings or data magnetically or otherwise recorded on
computer diskettes, which are prepared or caused to be prepared by Consultant under
this Agreement (“Documents & Data”). Consultant shall require all subcontractors to
agree in writing that City is granted a non-exclusive and perpetual license for any
Documents & Data the subcontractor prepares under this Agreement. Consultant
represents and warrants that Consultant has the legal right to license any and all
Documents & Data. Consultant makes no such representation and warranty in regard to
Documents & Data which were prepared by design professionals other than Consultant
or provided to Consultant by the City. City shall not be limited in any way in its use of the
Documents and Data at any time, provided that any such use not within the purposes
intended by this Agreement shall be at City’s sole risk.
3.5.3.2 Confidentiality. All ideas, memoranda, specifications,
plans, procedures, drawings, descriptions, computer program data, input record data,
CONSULTANT
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written information, and other Documents and Data either created by or provided to
Consultant in connection with the performance of this Agreement shall be held
confidential by Consultant. Such materials shall not, without the prior written consent of
City, be used by Consultant for any purposes other than the performance of the Services.
Nor shall such materials be disclosed to any person or entity not connected with the
performance of the Services or the Project. Nothing furnished to Consultant which is
otherwise known to Consultant or is generally known, or has become known, to the
related industry shall be deemed confidential. Consultant shall not use City’s name or
insignia, photographs of the Project, or any publicity pertaining to the Services or the
Project in any magazine, trade paper, newspaper, television or radio production or other
similar medium without the prior written consent of City.
3.5.4 Cooperation; Further Acts: The Parties shall fully cooperate with one
another, and shall take any additional acts or sign any additional documents as may be
necessary, appropriate or convenient to attain the purposes of this Agreement.
3.5.5 Attorney’s Fees: If either party commences an action against the
other party, either legal, administrative or otherwise, arising out of or in connection with
this Agreement, the prevailing party in such litigation shall be entitled to have and recover
from the losing party reasonable attorney’s fees and all costs of such action.
3.5.6 Indemnification: To the fullest extent permitted by law, Consultant
shall defend, indemnify and hold the City, its officials, officers, employees, volunteers and
agents free and harmless from any and all claims, demands, causes of action, costs,
expenses, liability, loss, damage or injury, in law or equity, to property or persons,
including wrongful death, in any manner arising out of or incident to any alleged acts,
omissions or willful misconduct of Consultant, its officials, officers, employees, agents,
consultants and contractors arising out of or in connection with the performance of the
Services, the Project or this Agreement, including without limitation the payment of all
consequential damages and attorneys fees and other related costs and expenses.
Consultant shall defend, at Consultant’s own cost, expense and risk, any and all such
aforesaid suits, actions or other legal proceedings of every kind that may be brought or
instituted against City, its directors, officials, officers, employees, agents or volunteers.
Consultant shall pay and satisfy any judgment, award or decree that may be rendered
against City or its directors, officials, officers, employees, agents or volunteers, in any
such suit, action or other legal proceeding. Consultant shall reimburse City and its
directors, officials, officers, employees, agents and/or volunteers, for any and all legal
expenses and costs incurred by each of them in connection therewith or in enforcing the
indemnity herein provided. Consultant’s obligation to indemnify shall not be restricted to
insurance proceeds, if any, received by the City, its directors, officials officers, employees,
agents or volunteers.
3.5.7 Entire Agreement: This Agreement contains the entire Agreement
of the parties with respect to the subject matter hereof, and supersedes all prior
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negotiations, understandings or agreements. This Agreement may only be modified by
a writing signed by both parties.
3.5.8 Governing Law: This Agreement shall be governed by the laws of
the State of California. Venue shall be in Los Angeles County.
3.5.9 Time of Essence: Time is of the essence for each and every
provision of this Agreement.
3.5.10 City’s Right to Employ Other Consultants: City reserves right to
employ other consultants in connection with this Project.
3.5.11 Successors and Assigns: This Agreement shall be binding on the
successors and assigns of the parties.
3.5.12 Assignment or Transfer: Consultant shall not assign, hypothecate,
or transfer, either directly or by operation of law, this Agreement or any interest herein
without the prior written consent of the City. Any attempt to do so shall be null and void,
and any assignees, hypothecates or transferees shall acquire no right or interest by
reason of such attempted assignment, hypothecation or transfer.
3.5.13 Construction; References; Captions: Since the Parties or their
agents have participated fully in the preparation of this Agreement, the language of this
Agreement shall be construed simply, according to its fair meaning, and not strictly for or
against any Party. Any term referencing time, days or period for performance shall be
deemed calendar days and not work days. All references to Consultant include all
personnel, employees, agents, and subcontractors of Consultant, except as otherwise
specified in this Agreement. All references to City include its elected officials, officers,
employees, agents, and volunteers except as otherwise specified in this Agreement. The
captions of the various articles and paragraphs are for convenience and ease of reference
only, and do not define, limit, augment, or describe the scope, content, or intent of this
Agreement.
3.5.14 Amendment; Modification: No supplement, modification, or
amendment of this Agreement shall be binding unless executed in writing and signed by
both Parties.
3.5.15 Waiver: No waiver of any default shall constitute a waiver of any
other default or breach, whether of the same or other covenant or condition. No waiver,
benefit, privilege, or service voluntarily given or performed by a Party shall give the other
Party any contractual rights by custom, estoppel, or otherwise.
3.5.16 No Third Party Beneficiaries: There are no intended third party
beneficiaries of any right or obligation assumed by the Parties.
3.5.17 Invalidity; Severability: If any portion of this Agreement is declared
invalid, illegal, or otherwise unenforceable by a court of competent jurisdiction, the
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remaining provisions shall continue in full force and effect.
3.5.18 Prohibited Interests: Consultant maintains and warrants that it has
not employed nor retained any company or person, other than a bona fide employee
working solely for Consultant, to solicit or secure this Agreement. Further, Consultant
warrants that it has not paid nor has it agreed to pay any company or person, other than
a bona fide employee working solely for Consultant, any fee, commission, percentage,
brokerage fee, gift or other consideration contingent upon or resulting from the award or
making of this Agreement. Consultant further agrees to file, or shall cause its employees
or subconsultants to file, a Statement of Economic Interest with the City’s Filing Officer
as required under state law in the performance of the Services. For breach or violation
of this warranty, City shall have the right to rescind this Agreement without liability. For
the term of this Agreement, no member, officer or employee of City, during the term of his
or her service with City, shall have any direct interest in this Agreement, or obtain any
present or anticipated material benefit arising therefrom.
3.5.19 Equal Opportunity Employment: Consultant represents that it is an
equal opportunity employer and it shall not discriminate against any subcontractor,
employee or applicant for employment because of race, religion, color, national origin,
handicap, ancestry, sex or age. Such non-discrimination shall include, but not be limited
to, all activities related to initial employment, upgrading, demotion, transfer, recruitment
or recruitment advertising, layoff or termination. Consultant shall also comply with all
relevant provisions of City’s Minority Business Enterprise program, Affirmative Action
Plan or other related programs or guidelines currently in effect or hereinafter enacted.
3.5.20 Labor Certification: By its signature hereunder, Consultant certifies
that it is aware of the provisions of Section 3700 of the California Labor Code which
require every employer to be insured against liability for Worker’s Compensation or to
undertake self-insurance in accordance with the provisions of that Code, and agrees to
comply with such provisions before commencing the performance of the Services.
3.5.21 Authority to Enter Agreement: Consultant has all requisite power and
authority to conduct its business and to execute, deliver, and perform the Agreement.
Each Party warrants that the individuals who have signed this Agreement have the legal
power, right, and authority to make this Agreement and bind each respective Party.
3.5.22 Counterparts: This Agreement may be signed in counterparts, each
of which shall constitute an original.
3.6 Subcontracting.
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3.6.1 Prior Approval Required: Consultant shall not subcontract any
portion of the work required by this Agreement, except as expressly stated herein, without
prior written approval of City. Subcontracts, if any, shall contain a provision making them
subject to all provisions stipulated in this Agreement.
[Signatures on next page]
CONSULTANT
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CITY OF ROSEMEAD CONTRACTOR
By: By:
City Manager Date Date
Name:
Attest:
Title:
City Clerk Date
[If Corporation, TWO SIGNATURES, President
OR Vice President AND Secretary, AND
CORPORATE SEAL OF CONTRACTOR
REQUIRED]
Approved as to Form: By:
Name:
Date
City Attorney
Title:
A-1
EXHIBIT A
PROPOSAL FOR SERVICES/ RATE SCHEDULE/RESUME
C-1
EXHIBIT B
INSURANCE REQUIREMENTS
Prior to the beginning of and throughout the duration of the Work, Consultant will maintain
insurance in conformance with the requirements set forth below. Consultant will use
existing coverage to comply with these requirements. If that existing coverage does not
meet the requirements set forth here, Consultant agrees to amend,supplement or
endorse the existing coverage to do so. Consultant acknowledges that the insurance
coverage and policy limits set forth in this section constitute the minimum amount of
coverage required. Any insurance proceeds available to City in excess of the limits and
coverage required in this agreement and which is applicable to a given loss, will be
available to City.
Consultant shall provide the following types and amounts of insurance:
Commercial General Liability Insurance: Consultant shall maintain commercial general
liability insurance with coverage at least as broad as Insurance Services Office form CG
00 01, in an amount not less than $1,000,000 per occurrence, $2,000,000 general
aggregate, for bodily injury, personal injury, and property damage. The policy must
include contractual liability that has not been amended. Any endorsement restricting
standard ISO “insured contract” language will not be accepted.
Automobile liability insurance: Consultant shall maintain automobile insurance at least as
broad as Insurance Services Office form CA 00 01 covering bodily injury and property
damage for all activities of the Consultant arising out of or in connection with Work to be
performed under this Agreement, including coverage for any owned, hired, non-owned or
rented vehicles, in an amount not less than 1,000,000 combined single limit for each
accident.
Excess or Umbrella Liability Insurance (Over Primary) if used to meet limit requirements,
shall provide coverage at least as broad as specified for the underlying coverages. Any
such coverage provided under an umbrella liability policy shall include a drop down
provision providing primary coverage above a maximum $25,000 self-insured retention
for liability not covered by primary but covered by the umbrella. Coverage shall be
provided on a “pay on behalf” basis, with defense costs payable in addition to policy limits.
Policy shall contain a provision obligating insurer at the time insured’s liability is
determined, not requiring actual payment by the insured first. There shall be no cross
liability exclusion precluding coverage for claims or suits by one insured against another.
Coverage shall be applicable to City for injury to employees of Consultant, subconsultants
or others involved in the Work. The scope of coverage provided is subject to approval of
City following receipt of proof of insurance as required herein. Limits are subject to review
but in no event less than $1 Million per occurrence.
C-2
Professional Liability or Errors and Omissions Insurance as appropriate shall be written
on a policy form coverage specifically designed to protect against acts, errors or
omissions of the consultant and “Covered Professional Services” as designated in the
policy must specifically include work performed under this agreement. The policy limit
shall be no less than $1,000,000 per claim and in the aggregate. The policy must “pay on
behalf of” the insured and must include a provision establishing the insurer’s duty to
defend. The policy retroactive date shall be on or before the effective date of this
agreement.
Insurance procured pursuant to these requirements shall be written by insurers that are
admitted carriers in the state of California and with an A.M. Bests rating of A- or better
and a minimum financial size VII.
General conditions pertaining to provision of insurance coverage by Consultant.
Consultant and City agree to the following with respect to insurance provided by
Consultant:
1. Consultant agrees to have its insurer endorse the third party general liability
coverage required herein to include as additional insureds City, its officials,
employees and agents, using standard ISO endorsement No. CG 2010.
Consultant also agrees to require all contractors, and subcontractors to do
likewise.
2. No liability insurance coverage provided to comply with this Agreement shall
prohibit Consultant, or Consultant’s employees, or agents, from waiving the right
of subrogation prior to a loss. Consultant agrees to waive subrogation rights
against City regardless of the applicability of any insurance proceeds, and to
require all contractors and subcontractors to do likewise.
3. All insurance coverage and limits provided by Contractor and available or
applicable to this agreement are intended to apply to the full extent of the policies.
Nothing contained in this Agreement or any other agreement relating to the City or
its operations limits the application of such insurance coverage.
4. None of the coverages required herein will be in compliance with these
requirements if they include any limiting endorsement of any kind that has not been
first submitted to City and approved of in writing.
5. No liability policy shall contain any provision or definition that would serve to
eliminate so-called “third party action over” claims, including any exclusion for
bodily injury to an employee of the insured or of any contractor or subcontractor.
6. All coverage types and limits required are subject to approval, modification and
additional requirements by the City, as the need arises. Consultant shall not make
any reductions in scope of coverage (e.g. elimination of contractual liability or
reduction of discovery period) that may affect City’s protection without City’s prior
written consent.
C-3
7. Proof of compliance with these insurance requirements, consisting of certificates
of insurance evidencing all of the coverages required and an additional insured
endorsement to Consultant’s general liability policy, shall be delivered to City at or
prior to the execution of this Agreement. In the event such proof of any insurance
is not delivered as required, or in the event such insurance is canceled at any time
and no replacement coverage is provided, City has the right, but not the duty, to
obtain any insurance it deems necessary to protect its interests under this or any
other agreement and to pay the premium. Any premium so paid by City shall be
charged to and promptly paid by Consultant or deducted from sums due
Consultant, at City option.
8. Certificate(s) are to reflect that the insurer will provide 30 days notice to City of any
cancellation of coverage. Consultant agrees to require its insurer to modify such
certificates to delete any exculpatory wording stating that failure of the insurer to
mail written notice of cancellation imposes no obligation, or that any party will
“endeavor” (as opposed to being required) to comply with the requirements of the
certificate.
9. It is acknowledged by the parties of this agreement that all insurance coverage
required to be provided by Consultant or any subcontractor, is intended to apply
first and on a primary, noncontributing basis in relation to any other insurance or
self insurance available to City.
10. Consultant agrees to ensure that subcontractors, and any other party involved with
the project who is brought onto or involved in the project by Consultant, provide
the same minimum insurance coverage required of Consultant. Consultant agrees
to monitor and review all such coverage and assumes all responsibility for ensuring
that such coverage is provided in conformity with the requirements of this section.
Consultant agrees that upon request, all agreements with subcontractors and
others engaged in the project will be submitted to City for review.
11. Consultant agrees not to self-insure or to use any self-insured retentions or
deductibles on any portion of the insurance required herein and further agrees that
it will not allow any contractor, subcontractor, Architect, Engineer or other entity or
person in any way involved in the performance of work on the project contemplated
by this agreement to self-insure its obligations to City. If Consultant’s existing
coverage includes a deductible or self-insured retention, the deductible or self-
insured retention must be declared to the City. At that time the City shall review
options with the Consultant, which may include reduction or elimination of the
deductible or selfinsured retention, substitution of other coverage, or other
solutions.
12. The City reserves the right at any time during the term of the contract to change
the amounts and types of insurance required by giving the Consultant ninety (90)
days advance written notice of such change. If such change results in substantial
additional cost to the Consultant, the City will negotiate additional compensation
proportional to the increased benefit to City.
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13. For purposes of applying insurance coverage only, this Agreement will be deemed
to have been executed immediately upon any party hereto taking any steps that
can be deemed to be in furtherance of or towards performance of this Agreement.
14. Consultant acknowledges and agrees that any actual or alleged failure on the part
of City to inform Consultant of non-compliance with any insurance requirement in
no way imposes any additional obligations on City nor does it waive any rights
hereunder in this or any other regard.
15. Consultant will renew the required coverage annually as long as City, or its
employees or agents face an exposure from operations of any type pursuant to
this agreement. This obligation applies whether or not the agreement is canceled
or terminated for any reason. Termination of this obligation is not effective until City
executes a written statement to that effect.
16. Consultant shall provide proof that policies of insurance required herein expiring
during the term of this Agreement have been renewed or replaced with other
policies providing at least the same coverage. Proof that such coverage has been
ordered shall be submitted prior to expiration. A coverage binder or letter from
Consultant’s insurance agent to this effect is acceptable. A certificate of insurance
and/or additional insured endorsement as required in these specifications
applicable to the renewing or new coverage must be provided to City within five
days of the expiration of the coverages.
17. The provisions of any workers’ compensation or similar act will not limit the
obligations of Consultant under this agreement. Consultant expressly agrees not
to use any statutory immunity defenses under such laws with respect to City, its
employees, officials and agents.
18. Requirements of specific coverage features or limits contained in this section are
not intended as limitations on coverage, limits or other requirements nor as a
waiver of any coverage normally provided by any given policy. Specific reference
to a given coverage feature is for purposes of clarification only as it pertains to a
given issue, and is not intended by any party or insured to be limiting or all-
inclusive.
19. These insurance requirements are intended to be separate and distinct from any
other provision in this agreement and are intended by the parties here to be
interpreted as such.
20. The requirements in this Section supersede all other sections and provisions of
this Agreement to the extent that any other section or provision conflicts with or
impairs the provisions of this Section.
21. Consultant agrees to be responsible for ensuring that no contract used by any
party involved in any way with the project reserves the right to charge City or
Consultant for the cost of additional insurance coverage required by this
agreement. Any such provisions are to be deleted with reference to City. It is not
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the intent of City to reimburse any third party for the cost of complying with these
requirements. There shall be no recourse against City for payment of premiums or
other amounts with respect thereto.
Consultant agrees to provide immediate notice to City of any claim or loss against
Consultant arising out of the work performed under this agreement. City assumes no
obligation or liability by such notice, but has the right (but not the duty) to monitor the
handling of any such claim or claims if they are likely to involve City.