Clovis City Council
November 18, 2024

868
AGENDA ITEM NO. 13.

Record Search Results Map: Reports
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AGENDA ITEM NO. 13.

Primary No. Trinomial
Resource List
Other IDs Type Age Attribute codes Recorded by Reports
SSJVIC Record Search 23-286
P-10-005934 CA-FRE-003564H Resource Name - Enterprise
Canal;
OTIS Resource Number -
534499;
OHP Property Number - 163775
FR-02615, FR02919, FR-03067Structure Historic HP20 2007 (R. Baloian, Applied EarthWorks, Inc.);
2013 (Randy Baloian, Applied
EarthWorks, Inc.);
2017 (Ward Stanley and Randy
Baloian, Applied EarthWorks, Inc.)

870
AGENDA ITEM NO. 13.

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871
AGENDA ITEM NO. 13.

APPENDIX C
Native American Outreach
872
AGENDA ITEM NO. 13.

Sacred Lands File & Native American Contacts List Request Native American Heritage Commission
1550 Harbor Boulevard, Suite 100
West Sacramento, CA 95691
916-373-3710
916-657-5390 – Fax
[email protected]
Information Below is Required for a Sacred Lands File Search Date: 7/17/23
Project: 4524 Clovis Tract 0000
County: Fresno
USGS Quadrangle Name: Fresno & Clovis
TRS: 12S 21E, 20, 21
Company/Firm/Agency: Applied EarthWorks, Inc.

Contact Person: Milo Honsberger
Street Address: 1391 W. Shaw Ave., Suite C
City: Fresno Zip: 93711
Phone: (559) 229-1856 x
Fax: (559) 229-2019
Email: [email protected]
Project Description:

Applied Earthworks will be conducting a survey in Clovis CA. 873
AGENDA ITEM NO. 13.

STATE OF CALIFORNIA Gavin Newsom, Governor

NATIVE AMERICAN HERITAGE COMMISSION

September 12, 2023
Milo Honsberger
Applied EarthWorks, Inc.

Via Email to: [email protected]
Re: 4524 Clovis Tract 0000 Project, Fresno County
Dear Mr. Honsberger:

A record search of the Native American Heritage Commission (NAHC) Sacred Lands File (SLF) was completed for the information you have submitted for the above referenced project. The results were negative. However, the absence of specific site information in the SLF does not indicate the absence of cultural resources in any project area. Other sources of cultural resources should also be contacted for information regarding known and recorded sites.

Attached is a list of Native American tribes who may also have knowledge of cultural resources in the project area. This list should provide a starting place in locating areas of potential adverse impact within the proposed project area. I suggest you contact all of those indicated; if they cannot supply information, they might recommend others with specific knowledge. By contacting all those listed, your organization will be better able to respond to claims of failure to consult with the appropriate tribe. If a response has not been received within two weeks of notification, the Commission requests that you follow-up with a telephone call or email to ensure that the project information has been received.

If you receive notification of change of addresses and phone numbers from tribes, please notify me. With your assistance, we can assure that our lists contain current information.

If you have any questions or need additional information, please contact me at my email address: [email protected].

Sincerely,
Cameron Vela
Cultural Resources Analyst
Attachment

CHAIRPERSON
Reginald Pagaling
Chumash

VICE-CHAIRPERSON
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki

SECRETARY
Sara Dutschke
Miwok

PARLIAMENTARIAN
Wayne Nelson
Luiseño

COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan

COMMISSIONER
Stanley Rodriguez
Kumeyaay

COMMISSIONER
Laurena Bolden
Serrano

COMMISSIONER
Reid Milanovich
Cahuilla

COMMISSIONER
Vacant

EXECUTIVE SECRETARY
Raymond C.

Hitchcock
Miwok, Nisenan

NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov

ERICA/ P
(VP Mr
C
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2 A
874
AGENDA ITEM NO. 13.

Tribe Name Fed (F)
Non-Fed (N)
Contact Person Cultural Affiliation
Dumna Wo-Wah Tribal Government N Robert Ledger, Chairperson Foothill Yokut Mono
North Valley Yokuts Tribe N Katherine Perez, Chairperson Costanoan Northern Valley Yokut
North Valley Yokuts Tribe N Timothy Perez, Costanoan
Northern Valley Yokut
Picayune Rancheria of the Chukchansi
Indians
F Michael Wynn, Tribal
Administrator
Foothill Yokut
Picayune Rancheria of the Chukchansi
Indians
F Janet Bill, Chairperson Foothill Yokut
Picayune Rancheria of the Chukchansi
Indians
F Heather Airey, Tribal Historic
Preservation Officer
Foothill Yokut
Santa Rosa Rancheria Tachi Yokut Tribe F Leo Sisco, Chairperson Southern Valley Yokut Table Mountain Rancheria F Brenda Lavell, Chairperson Yokut Table Mountain Rancheria F Bob Pennell, Cultural Resource Director
Yokut
Traditional Choinumni Tribe N David Alvarez, Chairperson Foothill Yokut Tule River Indian Tribe F Joey Garfield, Tribal
Archaeologist
Yokut
Tule River Indian Tribe F Kerri Vera, Environmental
Department
Yokut
Tule River Indian Tribe F Neil Peyron, Chairperson Yokut Wuksachi Indian Tribe/Eshom Valley
Band
N Kenneth Woodrow, Chairperson Foothill Yokut
Mono
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resource Section 5097.98 of the Public Resources Code.

Native American Heritage Commission
Native American Contact List
Fresno County
9/12/2023
09/12/2023 01:14 PM
1 of 1
875
AGENDA ITEM NO. 13.
1391 W. Shaw Ave., Suite C
Fresno, CA 93711-3600
O: (559) 229-1856 | F: (559) 229-2019
www.appliedearthworks.com
CULTURAL RESOURCE MANAGEMENT | ARCHAEOLOGY | ARCHITECTURAL HISTORY | PALEONTOLOGY | GIS September 13, 2023
Joel Marvin, Vice Chairperson
Big Sandy Rancheria of Western Mono Indians
P.O. Box 337
Auberry, CA, 93602
(559) 374-0066
Transmitted via USPS and email ([email protected])
RE: Clovis Tracts 6375 and 6452 Housing Development Projects in Clovis, Fresno County, California
Dear Joel Marvin,
Applied EarthWorks, Inc. (Æ) is providing cultural resource services, including archaeological survey, in support of proposed housing development. The development includes two separate projects on adjacent plots of land, the boundaries of which are just north of the City of Clovis.

The project areas are a combined 77 acres, one 18.23-acre parcel and one 58.9-acre parcel, as shown on the Friant and Clovis 7.5-minute U.S. Geological Survey topographic quadrangles (see enclosed maps).

The project does involve new construction, including multiple ground-breaking activities related to construction and development. Therefore, a cultural resource study is required.

On behalf of the City of Clovis, Æ is conducting Native American outreach and performing other tasks related to cultural resource management. The project is subject to the requirements of the California Environmental Quality Act and, as lead agency, the City of Clovis is responsible for any formal government-to-government consultation required. This communication is not intended to initiate Assembly Bill 52 consultation.

Æ has requested a sacred lands file search from the Native American Heritage Commission. The results were received on September 12, 2023 and indicated a negative result. Your name and address were provided to us by the NAHC as someone who may have additional information and/or concerns about the project.

If you have information about tribal or cultural resources in the area or if you have any interest in the project, please email/phone me or send a letter to my attention. Your comments will be included in our cultural resource report unless noted otherwise. You can contact me during normal business hours (559- 229-1856 ext. 121) or via email at [email protected] if you have any questions or need additional information.

Sincerely,
Nicole Saenz, M.S.

Project Administrator, Fresno Office
Applied EarthWorks, Inc.
encl.: Project Maps
Applied
EARTHWORKSIn
876
AGENDA ITEM NO. 13.

Project location map for the Project - AE4524.
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877
AGENDA ITEM NO. 13.
w
AAs
I | A
CERTIFIED 4066 1535
October 18,2023
RE: Clovis Tracts 6375 and 6452 Housing Development Projects Dear: Nicole Saenz
Sincerely,
23736
Sky Harbour Road
Post Office
Box 410
Friant
California
93626
(559) 822-2587
Fax
(559) 822-2693
3 If you have already conducted a record search, please provide Table Mountain Rancheria with copies of any cultural resource report you may have.

Robert Pennell
Tribal Cultural Resources Director
Table Mountain Rancheria is responding to your letter dated September 13, 2023, regarding Clovis Tracts 6375 and 6452 Housing Development Projects. Thank you for notifying Table Mountain Rancheria of the potential development and request for consultation. The Rancheria is very interested in this project as it lies within our cultural area of interest.

At this time, please contact our office at (559) 325-0351 or [email protected] to coordinate a discussion and meeting date regarding your project.

Nicole Saenz, M.S., Project Administrator, Fresno Office Applied Earthworks Inc.
1391 W. Shaw Ave., Suite C
Fresno, CA 93711

TABLE MOUNTAIN RANCHERIA

TRIBAL GOVERNMENT OFFICE
878
AGENDA ITEM NO. 13.
9/14/23, 2:52 PM Applied Earthworks, Inc. Mail - City of Clovis Archaeology Project https://mail.google.com/mail/u/0/?ik=2539842cea&view=pt&search=all&permthid=thread-a:r6902959180343600267&simpl=msg-a:r759906907052902… 1/2 Nicole Saenz <[email protected]>
City of Clovis Archaeology Project
2 messages
Nicole Saenz <[email protected]> Wed, Sep 13, 2023 at 3:40 PM To: "[email protected]" <[email protected]>
Cc: Anna Hoover <[email protected]>
Dear Elizabeth Kipp
Applied EarthWorks, Inc. is providing archaeological services for two projects in Clovis, Fresno County, CA. As a result of a recent Native American Heritage Commission (NAHC) Sacred Lands Search for these projects, your name and contact information was provided by the NAHC as someone who may have additional information and/or concerns about this project.

Please kindly review the attached letter and project area map and respond with any comments or concerns you may have. Please note that our outreach is not formal government to government consultation, but an opportunity for you to provide information for the archaeological report.

We appreciate your time and consideration.
--
Nicole Saenz M.S. | Applied EarthWorks, Inc.

Project Administrator - Osteologist - Field Technician | (She/Her) 1391 W. Shaw Ave., Suite C
Fresno, CA 93711-3600
Office 559-229-1856 x121
www.appliedearthworks.com
Archaeology | Paleontology | Historical Architecture | GIS 2 attachments
NAHC_Map_4522.pdf
725K
Big Sandy Rancheria Chairperson.pdf
139K
Liz Kipp <[email protected]> Thu, Sep 14, 2023 at 2:51 PM To: Nicole Saenz <[email protected]>
Cc: Anna Hoover <[email protected]>
On behalf of Big Sandy Rancheria, we have no comments or concerns with the City of Clovis Archaeology Project. If at any time anything of cultural significance is discovered, we request to be notified. Thank you and have a great day.

Respectfully,
Elizabeth D. Hutchins-Kipp
Tribal Chairperson
2 2
Applied EathWorks Employee Stock Ownership PLan AESOP
100% Employee Owned
879
AGENDA ITEM NO. 13.
9/14/23, 2:52 PM Applied Earthworks, Inc. Mail - City of Clovis Archaeology Project https://mail.google.com/mail/u/0/?ik=2539842cea&view=pt&search=all&permthid=thread-a:r6902959180343600267&simpl=msg-a:r759906907052902… 2/2 Big Sandy Rancheria
PO Box 337
37387 Auberry Mission Rd.

Auberry, California 93602
559-374-0066 ext. 212
559-374-0055 fax
[email protected]
This message and any attachments are intended only for the use of the individual or entity to which they are addressed. If the reader of this message or an attachment is not the intended recipient or the employee or agent responsible for delivering the message or attachment to the intended recipient you are hereby notified that any dissemination, distribution or copying of this message or any attachment is strictly prohibited. If you have received this communication in error, please notify us immediately by replying to the sender. The information transmitted in this message and any attachments may be privileged, is intended only for the personal and confidential use of the intended recipients, and is covered by the Electronic Communications Privacy Act, 18 U.S.C. §2510-2521.

Bicsnnov

RANCHERIA
880
AGENDA ITEM NO. 13.

Native American Outreach
Clovis Tract 6452 Project
Organization Name Letter Email Phone Summary of Contact Big Sandy Rancheria of
Western Mono Indians
Elizabeth Kipp 09/14/23 09/13/23 Message left
10/19/2023
No response to date
Big Sandy Rancheria of
Western Mono Indians
Tom Zizzo 9/14/2023 9/13/2023 Message left
10/19/2023
No response to date
Big Sandy Rancheria of
Western Mono Indians
Joel Marvin 9/14/2023 9/13/2023 10/19/2023 Requested to be informed of any discoveries
Cold Springs Rancheria of
Mono Indians
Jared Aldern 09/14/23 09/13/23 10/19/23 No longer affiliated with tribal management
Cold Springs Rancheria of
Mono Indians
Carol Bill 09/14/23 09/13/23 10/19/23 No longer affiliated with tribal management
Dumna Wo-Wah Tribal
Government
Robert Ledger 09/14/23 09/13/23 Called
10/19/23;

No response to date
North Fork Mono Tribe Ron Goode 09/14/23 09/13/23 10/19/23 Requested that crews remain cognisant of the fact
that there are several known
sites in the area that have
not been located.

North Fork Mono Tribe Anna Phipps 09/14/23 09/13/23 Message left 10/19/2023
No response to date
North Fork Mono Tribe Jesse Valdez 09/14/23 09/13/23 Message left 10/19/2023
No response to date
North Valley Yokuts Tribe Timothy Perez 09/14/23 09/13/23 Message left 10/19/2023
No response to date
North Valley Yokuts Tribe Katherine Perez 09/14/23 09/13/23 Message left 10/19/2023
No response to date
Picayune Rancheria of the
Chukchansi Indians
Michael Wynn 09/14/23 09/13/23 Message left
10/19/2023
No response to date
Picayune Rancheria of the
Chukchansi Indians
Heather Airey 09/14/23 09/13/23 10/19/23 Declined interest in the project
Picayune Rancheria of the
Chukchansi Indians
Janet Bill 09/14/23 09/13/23 — —
Table Mountain Rancheria Bob Pennell 09/14/23 09/13/23 10/19/23 Received e-mail response on 10/19, 2023 expressing
interest and requesting a
copy of the cultural
resources report and
meeting to discuss the
project
Table Mountain Rancheria Brenda Lavell 09/14/23 no email address
— —
Traditional Choinumni
Tribe
David Alvarez 09/14/23 09/13/23 10/19/23 Declined interest in the project
Tule River Indian Tribe Neil Peyron 09/14/23 09/13/23 Message left 10/19/2023
No response to date
Tule River Indian Tribe Kerri Vera 09/14/23 09/13/23 10/19/23 Deferred interest to Table Mountain Rancheria
Tule River Indian Tribe Joey Garfield 09/14/23 09/13/23 — — Wuksachi Indian
Tribe/Eshom Valley Band
Kenneth Woodrow 09/14/23 09/13/23 Message left
10/19/2023
No response to date
11/27/2023 Page 1 of 1
Inc.

Applied

EARTHWORKS
881
AGENDA ITEM NO. 13.

ACOUSTICAL ANALYSIS
TRACT 6452
CLOVIS, CALIFORNIA
WJVA Project No. 23-26
PREPARED FOR
LENNAR HOMES OF CALIFORNIA, INC.
8080 NORTH PALM AVENUE, SUITE 110
FRESNO, CALIFORNIA 93711
PREPARED BY
WJV ACOUSTICS, INC.

VISALIA, CALIFORNIA
MARCH 14, 2024
113 N. Church Street, Suite 203 ∙ Visalia, CA 93291∙ (559) 627-4923 ill wjv acoustics
Appendix D
882
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  2

INTRODUCTION
The project, Tract 6452, is a proposed 153‐lot single‐family residential development to be located in Clovis, California. The project site is located north of (and adjacent to) the future alignment of Perrin Avenue, between the future alignment of N. Clovis Avenue and the future alignment of N.

Sunnyside Avenue. The City of Clovis has requested an acoustical analysis to quantify project site noise exposure and determine noise mitigation  requirements. This analysis, prepared by WJV Acoustics, Inc. (WJVA), is based upon a project site plan prepared by Yamabe & Horn Engineering (dated 8‐14‐23), traffic data provided by the Fresno Council of Governments (Fresno COG) and the  findings  of  on‐site  noise  level  measurements.  Revisions  to  the  site  plan  may  affect  the findings and recommendations of this report. The site plan is provided as Figure 1.

Appendix  A  provides  a  description  of  the  acoustical  terminology  used  in  this  report.    Unless otherwise  stated,  all  sound  levels  reported  are  in  A‐weighted  decibels  (dB).  A‐weighting de‐emphasizes the very low and very high frequencies of sound in a manner similar to the human ear.  Most  community  noise  standards  utilize  A‐weighting,  as  it  provides  a  high  degree  of correlation with human annoyance and health effects. Appendix B provides typical A‐weighted sound levels for common noise sources.
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AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  3

NOISE EXPOSURE CRITERIA
General Plan
The Noise Element of the City of Clovis General Plan establishes noise level standards for both transportation and non‐transportation (stationary) noise sources. Table I provides the maximum interior and exterior noise level standards for various land use categories, in terms of the CNEL.

The CNEL (Community Noise Equivalent Level) is the time‐weighted average noise level for a 24‐ hour day with penalties of 4.77 dB added to noise levels occurring during the evening hours (7:00 p.m‐10:00 p.m.) and 10 dB added  to noise levels occurring during  the nighttime hours  (10:00 p.m‐7:00 a.m.). Table II provides  the Land Use Compatibility Matrix. The City of Clovis applies Table II as guidance to approve development and require mitigation measures to ensure existing and future land use compatibility.

The  noise  element  establishes  an  exterior  noise  standard  of  65  dB  CNEL  for  exterior  noise exposure within outdoor activity areas of  residential land uses. Outdoor activity areas include backyards of single‐family  residences, individual patios or decks of multi‐family developments and common outdoor recreation areas of multi‐family developments. The intent of the exterior noise level requirement is to provide an acceptable noise environment for outdoor activities and recreation. There is no applicable exterior noise level standard for commercial or office land uses provided in the General Plan Noise Element.

The Noise Element also requires that interior noise levels attributable to exterior noise sources not exceed 45 dB CNEL. The intent of the interior noise level standard is to provide an acceptable noise environment for indoor communication and sleep.
884
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  4

TABLE I

MAXIMUM NOISE STANDARDS

CITY OF CLOVIS GENERAL PLAN NOISE ELEMENT
Land Use Categories   Energy Average (CNEL)
Primary Land Use  Additional Uses Allowed  Interior1 Exterior2 Residential  Single Family, Multi Family  453
/554  657
Mobile Home  ‐‐  655
Commercial/Industrial
Hotel, Motel, Transient Lodging  45  656
Commercial, Retail, Bank, Restaurant  55  ‐‐
Office Building, Professional Office, Research &
Development  50  ‐‐
Gymnasium (Multipurpose)  50  ‐‐
Health Clubs  55  ‐‐
Manufacturing, Warehousing, Wholesale,
Utilities  65  ‐‐
Hospital, School Classroom   45  65
Institutional  Church Library  45  ‐‐
Open Space  Parks  ‐‐  65
Source: City of Clovis General 2‐12 Plan Environmental and Safety Element, 2014.

Notes:
1 Interior environment excludes bathrooms, toilets, closets, and corridors.  2 Outdoor environment limited to private yard of single family or multifamily residences private patio which is accessed by a means of exit from inside the unit; mobile home park; hospital patio; park picnic area; school playground; and hotel and motel recreation area.  3 Noise level requirement with closed windows. Mechanical ventilating system or other means of natural ventilation shall be provided pursuant to Appendix Chapter 12, Section 1208 of UBC.
4 Noise level requirement with open windows, if they are used to meet natural ventilation requirement.  5 Multi‐family developments with balconies that do not meet the 65 CNEL are required to provide occupancy disclosure notices to all future tenants regarding potential noise impacts.
6 Exterior noise level shall be such that interior noise level will not exceed 45 CNEL.  7 Except those areas affected by aircraft noise.
885
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  5

TABLE II

LAND USE AND NOISE COMPATABILITY MATRIX

CITY OF CLOVIS GENERAL PLAN NOISE ELEMENT
LAND USES  ENERGY AVERAGE (CNEL)
Example Land Uses  <  55  60  65  70  75  80>
Amphitheater, concert hall, auditorium, meeting hall  B  B  C  C  D  D  D Mobile Home  A  A  B  C  C  D  D
Hospital, library, school, faith/religious uses  A  A  B  C  C  D  D Hotel, motel, transient lodging  A  A  B  B  C  C  D
Single‐family, multi‐family  A  A  B  B  C  D  D
Parks  A  A  A  B  C  D  D
Office buildings, research & development, professional office, city office building  A  A  A  B  B  C  D
Amusement park, miniature golf, go‐cart track, health club, equestrian center
A  A  A  B  B  D  D
Golf courses, nature centers, cemeteries, wildlife reserves, wildlife habitat  A  A  A  A  B  C  C Commercial retail, bank, restaurant, movie theater  A  A  A  A  B  B  C Automobile service station, auto dealer, manufacturing, warehousing, wholesale, utilities  A  A  A  A  B  B  B
Agriculture  A  A  A  A  A  A  A
Notes: Compatibility zones indicate the degree to which the land uses listed are compatible with the noise levels (CNEL) shown in the table.

Zone A. Clearly Compatible. Specified land use is satisfactory, based upon the assumption that any buildings involved are of normal conventional construction without any special noise insulation requirements.

Zone B. Normally Compatible. New construction or development should be undertaken only after detailed analysis of the noise reduction requirements are made and needed noise insulation features in the design are determined. Conventional construction, with closed windows and fresh air supply systems or air conditioning, will normally suffice.

Zone C. Normally Incompatible. New construction or development should normally be discouraged. If new construction or development does proceed, a detailed analysis or noise reduction requirements must be made and needed noise insulation features must be included in the design.

Zone D. Clearly Incompatible. New construction or development should generally not be undertaken.

Municipal Code
Additionally, the City of Clovis Municipal Code provides noise level standards applicable to the project.  Section  9.22.080  (Noise)  of  the  City’s  Municipal  Code  provides  maximum  allowable exterior and interior noise level standards for specific land use types. Noise level standards are provided as energy average (Leq) noise levels and apply to any 15‐minute interval of time. Table III  provides  the  maximum  allowable  exterior  noise  level  standards  and  Table  IV  provides  the maximum allowable interior noise level standards. The Municipal Code also states that “If the ambient noise level exceeds the resulting standard, the ambient shall be the standard”. 886
AGENDA ITEM NO. 13.
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TABLE III

MAXIMUM EXTERIOR NOISE STANDARDS

CITY OF CLOVIS MUNICIPAL CODE
Noise Zone  Type of Land Use
A‐Weighted Decibels, Leq dBA
Sources
7:00 a.m. to 10:00 p.m. 10:00 p.m. to 7:00 a.m.

I  Single‐, two‐ or multi‐family residential  55  50
II  Commercial  65  60
III  Residential portions of mixed‐use properties  60  50 IV  Industrial or manufacturing  70  70
Source: City of Clovis Municipal Code

TABLE IV

MAXIMUM INTERIOR NOISE STANDARDS

CITY OF CLOVIS MUNICIPAL CODE
Noise Zone  Type of Land Use
A‐Weighted Decibels, Leq dBA
Sources
7:00 a.m. to 10:00 p.m. 10:00 p.m. to 7:00 a.m.

I  Residential  45  40
II  Administrative/professional office  50  ‐‐
III  Residential portions of mixed‐use properties  45  40 Source: City of Clovis Municipal Code
887
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PROJECT SITE NOISE EXPOSURE
The  project  site  is  located  north  of  (and  adjacent  to)  the  future  alignment  of  Perrin  Avenue, between  the  future alignment  of N.  Clovis  Avenue and  the  future alignment  of N.  Sunnyside Avenue, in Clovis, California. The project site will be exposed traffic noise associated with vehicles on these future roadways. The distance from center of the backyards of the closest proposed lots to the centerline of Perrin Avenue is approximately 60 feet. Additionally, the future alignment of N.  Clovis  Avenue  would  be  located  approximately  500  feet  west  of  the  closest  proposed residential lots.

Traffic Noise Exposure
Noise exposure  from  traffic on Perrin Avenue and N. Clovis Avenue was calculated  for  future (2046)  conditions  using  the FHWA Traffic Noise Model and  traffic  data  obtained  from Fresno COG.  A  description  of  the  noise  model,  applied  data,  methodology  and  findings  is  provided below. Future traffic volumes  for the  future alignment of N. Sunnyside Avenue, in the project vicinity, were below the threshold for inclusion in the Fresno COG traffic projection model.

WJVA  utilized  the  Federal  Highway  Administration  (FHWA)  Highway  Traffic  Noise  Prediction Model (FHWA‐RD‐77‐108). The FHWA Model is a standard analytical method used for roadway traffic  noise  calculations.  The  model  is  based  upon  reference  energy  emission  levels  for automobiles, medium  trucks  (2 axles) and  heavy  trucks  (3  or more axles), with  consideration given  to  vehicle  volume,  speed,  roadway  configuration,  distance  to  the  receiver,  and  the acoustical characteristics of the site. The FHWA Model was developed to predict hourly Leq values for free‐flowing traffic conditions, and is generally considered to be accurate within ±1.5 dB.  To predict CNEL values, it is necessary to determine the hourly distribution of traffic for a typical day and adjust the traffic volume input data to yield an equivalent hourly traffic volume.

Annual  Average  Daily  Traffic  (AADT)  data  for  Perrin  Avenue  N.  Clovis  Avenue,  in  the  project vicinity  was  obtained  from  Fresno  COG.  Truck  percentages  and  the  day/evening/night distribution of traffic were estimated by WJVA, based upon previous studies conducted in the project vicinity since project‐specific data were not available from government sources. A speed limit of 45 mph was assumed for both roadways. Table IV summarizes annual average traffic data used to model noise exposure within the project site.
888
AGENDA ITEM NO. 13.
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TABLE IV

TRAFFIC NOISE MODELING ASSUMPTIONS
TRACT 6452, CLOVIS
Perrin Avenue   N. Clovis Avenue
2046  2046
Annual Avenue Daily Traffic (AADT) 3,609  7,249
Day/Evening/Night Split (%)  83/7/10
Assumed Vehicle Speed (mph)  45
% Medium Trucks (% AADT)   2
% Heavy Trucks (% AADT)  2
Sources:  Fresno COG
WJV Acoustics, Inc.

Using data from Table IV, the FHWA Model, annual average traffic noise exposure was calculated for  the  closest  proposed  backyards  from  Perrin  Avenue  and  from N.  Clovis  Avenue.  Table  V provides the noise exposure levels for these two roadways, at the closest proposed residential lots to the roadway.

TABLE V
MODELED TRAFFIC NOISE LEVELS, W. MINNEWAWA AVENUE, dB, CNEL TRACT 6452, CLOVIS
Roadway  2046 Conditions
Perrin Avenue  61
N. Clovis Avenue  51
Source: WJV Acoustics
Fresno COG
Reference  to Table V indicates  that  the  traffic noise exposure at  the closest  proposed lots  to Perrin  Avenue  would  be  approximately  61  dB  CNEL  for  future  (2046)  traffic  conditions,  and approximately 51 dB CNEL for the closest proposed lots to N. Clovis Avenue. Such noise exposure levels do not exceed the City’s 65 dB CNEL exterior noise level standard and mitigation measures are therefore not required for compliance with the City’s exterior noise level standard. 889
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  9
Interior Noise Exposure:

The  City  of  Clovis interior  noise level  standard is  45  dB  CNEL. The worst‐case  noise exposure within  the  proposed  residential  development  would  be  approximately  61  dB  CNEL (2046 conditions). This means that the proposed residential construction must be capable of providing a minimum outdoor‐to‐indoor noise level reduction (NLR) of approximately 16 dB (61‐45=16).

A specific analysis of interior noise levels was not performed. However, it may be assumed that residential construction methods complying with current building code requirements will reduce exterior  noise  levels  by  approximately  25  dB  if  windows  and  doors  are  closed.  This  will  be sufficient  for  compliance  with  the  City’s  45  dB  CNEL  interior  standard  at  all  proposed  lots.

Requiring that it be possible for windows and doors to remain closed for sound insulation means that air conditioning or mechanical ventilation will be required. 890
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  10

CONCLUSIONS AND RECOMMENDATIONS
The  proposed  153‐lot  single‐family  residential development will  comply with all City  of Clovis exterior  and  interior  noise  level  standards,  provided  the  following  mitigation  measures  are incorporated into final project design.
 Mechanical  ventilation  or  air  conditioning  must  be  provided  for  all  homes  so  that windows and doors can remain closed for sound insulation purposes.

The  conclusions  and  recommendations  of  this  acoustical  analysis  are  based  upon  the  best information  known  to  WJV  Acoustics  Inc.  (WJVA)  at  the  time  the  analysis  was  prepared concerning  the  proposed  lot  layout  plan,  project  site  elevation,  traffic  volumes  and  roadway configurations. Any significant changes in these factors will require a reevaluation of the findings of  this  report.  Additionally,  any  significant  future  changes  in motor  vehicle  technology,  noise regulations or other factors beyond WJVA’s control may result in long‐term noise results different from those described by this analysis.

Respectfully submitted,

Walter J. Van Groningen
President
WJV:wjv
891
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24  11
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AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24

APPENDIX A

ACOUSTICAL TERMINOLOGY
AMBIENT NOISE LEVEL:  The  composite  of  noise  from  all  sources  near  and  far.    In  this context,  the  ambient  noise  level  constitutes  the  normal  or existing level of environmental noise at a given location.

CNEL:  Community  Noise  Equivalent  Level.    The  average  equivalent sound  level  during  a  24‐hour  day,  obtained  after  addition  of approximately five decibels to sound levels in the evening from 7:00 p.m. to 10:00 p.m. and ten decibels to sound levels in the night before 7:00 a.m. and after 10:00 p.m.

DECIBEL, dB:  A unit for describing the amplitude of sound, equal to 20 times the logarithm to the base 10 of the ratio of the pressure of the sound  measured  to  the  reference  pressure,  which  is  20 micropascals (20 micronewtons per square meter).

DNL/Ldn:  Day/Night Average Sound Level.  The average equivalent sound level during a 24‐hour day, obtained after addition of ten decibels to sound levels in the night after 10:00 p.m. and before 7:00 a.m.

Leq:  Equivalent  Sound  Level.    The  sound  level  containing  the  same total energy as a time varying signal over a given sample period.

Leq is typically computed over 1, 8 and 24‐hour sample periods.

NOTE:    The  CNEL  and  DNL  represent  daily  levels  of  noise  exposure averaged  on  an  annual  basis,  while  Leq  represents  the  average noise exposure for a shorter time period, typically one hour.

Lmax:      The maximum noise level recorded during a noise event.

Ln:      The sound level exceeded "n" percent of the time during a sample interval  (L90,  L50,  L10,  etc.).    For  example,  L10  equals  the  level exceeded 10 percent of the time.
893
AGENDA ITEM NO. 13.
23‐26 (Tract 6452, Clovis) 3‐14‐24
A-2

ACOUSTICAL TERMINOLOGY
NOISE EXPOSURE
CONTOURS:    Lines  drawn  about  a  noise  source  indicating  constant  levels  of noise exposure.  CNEL and DNL contours are frequently utilized to describe community exposure to noise.

NOISE LEVEL
REDUCTION (NLR):  The noise reduction between indoor and outdoor environments or  between  two  rooms  that  is  the  numerical  difference,  in decibels, of the average sound pressure levels in  those areas or rooms.  A measurement of “noise level reduction” combines the effect of the transmission loss performance of the structure plus the effect of acoustic absorption present in the receiving room.

SEL or SENEL:    Sound Exposure Level or Single Event Noise Exposure Level.  The level of noise accumulated during a single noise event, such as an aircraft  overflight,  with  reference  to  a  duration  of  one  second.

More  specifically,  it  is  the  time‐integrated  A‐weighted  squared sound  pressure  for  a  stated  time  interval  or  event,  based  on  a reference pressure of 20 micropascals and a reference duration of one second.

SOUND LEVEL:    The sound pressure level in decibels as measured on a sound level meter using the A‐weighting filter network.  The A‐weighting filter de‐emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear and gives good correlation with subjective reactions to noise.

SOUND TRANSMISSION
CLASS (STC):    The  single‐number  rating  of  sound  transmission  loss  for  a construction element (window, door, etc.) over a frequency range where speech intelligibility largely occurs.

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APPENDIX B

EXAMPLES OF SOUND LEVELS

SUBJECTIVE

NOISE SOURCE DESCRIPTIONSOUND LEVEL
120 dBAMPLIFIED ROCK ‘N ROLL ►
JET TAKEOFF @ 200 FT ► DEAFENING
100 dB
BUSY URBAN STREET ► VERY LOUD
80 dB
FREEWAY TRAFFIC @ 50 FT ► LOUD
CONVERSATION @ 6 FT • 60 dB
TYPICAL OFFICE INTERIOR ► MODERATE
SOFT RADIO MUSIC • 40 dB
RESIDENTIAL INTERIOR ► FAINT
WHISPER @ 6 FT • 20 dB
HUMAN BREATHING ► VERY FAINT
0 dB
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TRANSPORTATION IMPACT ANALYSIS
Proposed Tract 6452
Northeast of the Intersection of Perrin and Baron Avenues Clovis, California
Prepared For:

Lennar Homes, Inc.
8080 North Palm Avenue, Suite 110
Fresno, California 93711
Date:

February 8, 2024
Job No.:
23-039.01

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
Appendix E
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862 Pollasky Avenue ♦ Clovis, California 93612 ♦ (559) 299-1544 ♦ www.peters-engineering.com

EXECUTIVE SUMMARY
This report presents the results of a Transportation Impact Analysis for proposed Tract 6452 in Clovis, California. This analysis focuses on the anticipated effect of vehicle traffic resulting from the Project. The Transportation Impact Analysis was performed in general conformance with the City of Clovis Transportation Impact Analysis Guidelines dated September 15, 2022 (City Guidelines).

The Project site covers approximately 18.23 acres northeast of the intersection of Perrin and Baron Avenues (APN 556-040-23) in Clovis, California. The Project will include 153 single-family residential lots. Site access is proposed via Marion Avenue at Perrin Avenue and Eclipse Avenue connecting to Baron Avenue. Sunnyside Avenue will be accessible via Heirloom Avenue.

This report includes analysis of the following intersections:

1. Minnewawa Avenue / Behymer Avenue

2. Baron Avenue / Behymer Avenue

3. Baron Avenue / Perrin Avenue

4. Clovis Avenue / Baron Avenue

5. Clovis Avenue / Shepherd Avenue

6. Sunnyside Avenue / Shepherd Avenue
This report includes an estimate of the number or Project trips that will occur at the following freeway interchanges:

1. State Route (SR) 168 interchange at Herndon Avenue

2. SR 168 interchange at Fowler Avenue
The study time periods include the weekday a.m. and p.m. peak hours determined between 7:00 and 9:00 a.m. and between 4:00 and 6:00 p.m. The peak hours are analyzed for the following conditions:
• Existing Conditions;
• Existing-Plus-Project Conditions;
• Near-Term With-Project Conditions (includes pending and approved projects not yet occupied);
• Cumulative (Year 2045) With-Project Conditions.

Standard traffic engineering principles and methods were employed to establish the existing conditions, to estimate the number of trips expected to be generated by the Project, and to analyze the traffic conditions that are expected to occur in the future. The conclusions of the study are summarized in the following sections.

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
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EXECUTIVE SUMMARY (Continued)
Trip Generation
The Project is expected to generate approximately 1,444 vehicle trips per day (722 trips entering the site and 722 trips exiting the site). Peak-hour traffic volumes are expected to be on the order of 108 trips during the a.m. peak hour and 144 trips during the p.m. peak hour.

CEQA Impact Analysis (VMT)
Project-specific traffic modeling indicates a calculated Project VMT of 17.9 VMT per capita, which is greater than the threshold of 14.1 VMT per capita. Therefore, the Project would create a significant transportation impact.

The Project will implement feasible mitigation measures such as constructing sidewalk and trails. These Project design features can help offset a portion of the VMT impact of the Project but will not reduce the impact to less than significant. Therefore, the Project will have a significant and unavoidable transportation impact under CEQA.

It is recommended that the proposed Project, consistent with the General Plan, tier its environmental review from the General Plan SEIR, which has disclosed the VMT impacts of land use development consistent with the General Plan. Therefore, the Project’s significant transportation impact does not need to be disclosed in a Project-specific EIR.

Existing Conditions
The study intersections are currently operating at acceptable levels of service with calculated 95th-percentile queues contained within the available storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with all-way stop control. • Sunnyside Avenue / Shepherd Avenue: LOS E during the p.m. peak hour with allway stop control.

Existing-Plus-Project Conditions
The existing-plus-Project-conditions analyses represent conditions that would occur after construction of the Project if none of the pending and approved projects were constructed.

This scenario isolates the specific effects of the Project. The study intersections are expected to continue to operate at levels of service similar to the existing conditions. The Project will not cause any intersections currently operating at acceptable LOS to operate worse than the target LOS, and the calculated 95th-percentile queues are within the available storage capacity.

The Project is expected to increase delays at the intersection of Minnewawa and Behymer Avenues, which operates at LOS E during the a.m. peak hour and LOS F during the p.m. peak hour. It should be noted that the Project’s contribution to the level of service issue is relatively minimal, as the Project’s percentage of the overall traffic volume in the existingplus-Project conditions is less on the order of one to two percent during the peak hours. 898
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EXECUTIVE SUMMARY (Continued)
The Project is expected to increase delays at the intersection of Sunnyside and Shepherd Avenues during the p.m. peak hour, causing the LOS to drop from LOS E to LOS F.

However, construction of a traffic signal at the intersection is currently underway.

Existing-Plus-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.

Near-Term With-Project Conditions
The near-term with-Project conditions analyses represent conditions that are expected after construction of the Project and the known pending and approved projects. This scenario isolates the near-term cumulative effects of the Project and other known projects. The study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Clovis Avenue / Baron Avenue: LOS E during the p.m. peak hour with one-way stop control.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound and northbound approaches.

Near-Term With-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.

In order for the intersection of Clovis and Baron Avenues to operate at acceptable LOS, the intersection would require signalization. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. It should be noted that signalization of the intersection by the Project alone is not recommended, as the intersection will not require signalization until Clovis Avenue is extended north of Baron Avenue.

In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours.
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EXECUTIVE SUMMARY (Continued)
Cumulative Year 2045 With-Project Conditions
The year 2045 cumulative with-Project conditions analyses are based on the assumption that the Project has been constructed, the pending and approved projects have been constructed, and that 20 years of growth has occurred in the Clovis, Fresno, and Fresno County region as incorporated into the adopted Fresno County travel model.

The study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Baron Avenue / Behymer Avenue: LOS F during the a.m. peak hour and LOS E during the p.m. peak hour on the northbound approach with one-way stop control. • Baron Avenue / Perrin Avenue: LOS F during the p.m. peak hour on the eastbound and westbound approaches with two-way stop control.
• Sunnyside Avenue / Shepherd Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with traffic signals.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound, northbound, and southbound approaches. • Sunnyside Avenue / Shepherd Avenue: excessive queues in the left-turn lanes on the eastbound, northbound, and southbound approaches, the eastbound through lane, and the right-turn lanes on the westbound, northbound, and southbound approaches.

Cumulative Year 2045 With-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on all four approaches and a dedicated rightturn lane would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS D during the a.m. and p.m. peak hours.

In order for the intersection of Baron and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, a dedicated left-turn lane with protected left-turn phasing would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS B during the a.m. peak hour and LOS A during the p.m. peak hour.

In order for the intersection of Baron and Perrin Avenues to operate at acceptable LOS, allway stop control may be installed. With all-way stop control, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.
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EXECUTIVE SUMMARY (Continued)
In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours.

In order for the intersection of Sunnyside and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the planned signalized lane configurations to the following:

Eastbound: two left-turn lanes, two through lanes, and one right-turn lane Westbound: one left-turn lane, two through lanes, and one right-turn lane Northbound: one left-turn lane, one through lane, and one right-turn lane Southbound: two left-turn lanes, one through lane, and one right-turn lane With the recommended widening, the intersection is expected to operate at LOS C during the a.m. peak hour and LOS D during the p.m. peak hour.
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862 Pollasky Avenue ♦ Clovis, California 93612 ♦ (559) 299-1544 ♦ www.peters-engineering.com Mr. Jeff Callaway February 8, 2024
Lennar Homes, Inc.
8080 North Palm Avenue, Suite 110
Fresno, California 93711
Subject: Transportation Impact Analysis
Proposed Tract 6452
Northeast of the Intersection of Perrin and Baron Avenues Clovis, California
Dear Mr. Callaway:

1.0 INTRODUCTION
This report presents the results of a Transportation Impact Analysis for proposed Tract 6452 in Clovis, California. This analysis focuses on the anticipated effect of vehicle traffic resulting from the Project. The Transportation Impact Analysis was performed in general conformance with the City of Clovis Transportation Impact Analysis Guidelines dated September 15, 2022 (City Guidelines).

2.0 PROJECT DESCRIPTION
The Project site covers approximately 18.23 acres northeast of the intersection of Perrin and Baron Avenues (APN 556-040-23) in Clovis, California. The Project will include 153 single-family residential lots. Site access is proposed via Marion Avenue at Perrin Avenue and Eclipse Avenue connecting to Baron Avenue. Sunnyside Avenue will be accessible via Heirloom Avenue. A site vicinity map is presented in the attached Figure 1, Site Vicinity Map, following the text of this report. A site plan is presented in Figure 2, Site Plan.

3.0 STUDY AREA AND TIME PERIOD
This report includes analysis of the following intersections:

1. Minnewawa Avenue / Behymer Avenue

2. Baron Avenue / Behymer Avenue

3. Baron Avenue / Perrin Avenue

4. Clovis Avenue / Baron Avenue

5. Clovis Avenue / Shepherd Avenue

6. Sunnyside Avenue / Shepherd Avenue
This report includes an estimate of the number or Project trips that will occur at the following freeway interchanges:

1. State Route (SR) 168 interchange at Herndon Avenue

2. SR 168 interchange at Fowler Avenue

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 2 The study time periods include the weekday a.m. and p.m. peak hours determined between 7:00 and 9:00 a.m. and between 4:00 and 6:00 p.m. The peak hours are analyzed for the following conditions:
• Existing Conditions;
• Existing-Plus-Project Conditions;
• Near-Term With-Project Conditions (includes pending and approved projects not yet occupied);
• Cumulative (Year 2045) With-Project Conditions.

4.0 LANE CONFIGURATIONS AND INTERSECTION CONTROL
The existing lane configurations and intersection control at the study intersections are illustrated in Figure 3, Existing Lane Configurations and Intersection Control. The lane configurations and intersection control assumed for the near-term and year 2045 analyses are presented in Figure 4, Year 2045 Lane Configurations and Intersection Control.

5.0 CITY OF CLOVIS GENERAL PLAN
The City of Clovis General Plan designates the streets at the study locations as follows:

Minnewawa Avenue: Arterial south of Behymer Avenue and Collector north of Behymer Avenue
Baron Avenue: Collector
Perrin Avenue: Collector east of Baron Avenue and west of Clovis Avenue. Not designated between
Clovis Avenue: Arterial
Beyhmer Avenue: Arterial west of Clovis Avenue and Collector east of Clovis Avenue Shepherd Avenue: Arterial west of Clovis Avenue and Expressway east of Clovis Avenue Sunnyside Avenue: Collector south of Perrin Avenue

6.0 CEQA IMPACT ANALYSIS

6.1 Background and Significance Threshold
The City Guidelines provide guidance relative to analyzing vehicle miles traveled (VMT) for purposes of determining transportation impacts in accordance with the California Environmental Quality Act (CEQA).

The City Guidelines indicate that Projects that generate or attract fewer than 500 vehicle trips per day are presumed to cause a less-than-significant transportation impact. For residential projects, the City Guidelines indicate a significant transportation impact occurs if the Project VMT per capita is greater than a level of 13 percent below the existing average VMT per capita in Fresno County. The regional average is 16.1 VMT per capita, and the impact threshold is 14.1 VMT per capita.
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6.2 Project-Specific VMT Analysis
The Project will generate more than 500 trips per day (see the Trip Generation section of this report) and the Project site lies within a red area on Figure B1 of the City Guidelines.

Therefore, the Project is not be screened out with respect to transportation impacts and a Project-specific VMT analysis has been performed.

Project-specific traffic modeling was performed by a COG-approved traffic modeling consultant and the results are presented in Appendix A. The modeling indicates a calculated Project VMT of 17.9 VMT per capita, which is greater than the threshold of 14.1 VMT per capita. Therefore, the Project would create a significant transportation impact.

6.3 Feasible Mitigation Measures
Feasible mitigation measures must be identified to avoid or substantially reduce a significant impact under CEQA. Mitigation measures can be incorporated as a part of plans, policies, regulations, or project designs. Mitigation of VMT impacts typically requires changes in habits and behaviors of residents. Project design features that encourage mode shift from automobiles to transit or nonmotorized modes can potentially reduce project-specific VMT.

VMT reduction and benefits from project design features are typically not accounted for in the project-specific VMT calculations conducted using the regional travel demand model.

Therefore, VMT reduction credit can be taken for Project design features that encourage the desired mode shift. Descriptions of such project design features and the corresponding potential VMT reduction are presented below. The potential VMT reduction was estimated using the California Air Pollution Control Officers Association’s (CAPCOA) “Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity – Designed for Local Governments, Communities, and Project Developers” dated December 2021.

The Project proposes to provide pedestrian facilities both internal to the Project site and along the project frontage. Providing such improvements encourages people to walk instead of drive and thereby reduces VMT. CAPCOA transportation measure “T‐18: Provide Pedestrian Network Improvement” provides an estimate of the VMT reduction due to project related enhancements in pedestrian access and connectivity. The Project study area includes approximately three miles of existing sidewalk. The Project proposes to add approximately one mile of sidewalk/pedestrian access. Utilizing the CAPCOA VMT reduction calculation, construction of sidewalk may reduce the Project’s VMT by approximately 1.7 percent.

The Project proposes to construct less than one mile of Class II Bike Lane on Baron Avenue and on Perrin Avenue. CAPCOA transportation measure “T‐19A: Construct or Improve Bike Facility” suggests the Project bicycle design features have a potential to reduce up to

0.04 percent of the project VMT.

Implementation of the Project design features described above reduces the calculated Project VMT by up to approximately 1.7 percent. The Project design features can help offset a portion of the VMT impact of the Project but will not reduce the impact to less than significant. Therefore, the Project will have a significant and unavoidable transportation impact under CEQA.
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6.4 Findings
On October 17, 2022 the Clovis City Council certified a supplemental environmental impact report (SEIR) with a statement of overriding considerations applicable to significant transportation impacts based on VMT for projects that conform to the General Plan and that have implemented feasible mitigation measures.

It is recommended that the proposed Project, consistent with the General Plan, tier its environmental review from the General Plan SEIR, which has disclosed the VMT impacts of land use development consistent with the General Plan. Therefore, the Project’s significant transportation impact does not need to be disclosed in a project-specific EIR.

7.0 LEVEL OF SERVICE
The Transportation Research Board Highway Capacity Manual, 7 th Edition, (HCM) defines
level of service (LOS) as, “A quantitative stratification of a performance measure or measures that represent quality of service, measured on an A-F scale, with LOS A representing the best operating conditions from the traveler’s perspective and LOS F the worst.” Automobile mode LOS characteristics for both unsignalized and signalized intersections are presented in Tables 1 and 2.

Table 1
Level of Service Characteristics for Unsignalized Intersections Level of Service Average Vehicle Delay (seconds)
A 0-10
B >10-15
C >15-25
D >25-35
E >35-50
F >50
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 5 Table 2
Level of Service Characteristics for Signalized Intersections Level of
Service Description Average VehicleDelay (seconds)
A
Volume-to-capacity ratio is no greater than 1.0. Progression is exceptionally favorable or the cycle length is very short. <10
B
Volume-to-capacity ratio is no greater than 1.0. Progression is highly favorable or the cycle length is very short.
>10-20
C
Volume-to-capacity ratio is no greater than 1.0. Progression is favorable or cycle length is moderate. >20-35
D
Volume-to-capacity ratio is high but no greater than 1.0. Progression is ineffective or cycle length is long. Many vehicles stop and individual cycle failures are noticeable.
>35-55
E
Volume-to-capacity ratio is high but no greater than 1.0. Progression is unfavorable and cycle length is long. Individual cycle failures are frequent. >55-80 F
Volume-to-capacity ratio is greater than 1.0. Progression is very poor and cycle length is long. Most cycles fail to clear the queue. >80
Reference for Tables 1 and 2: Highway Capacity Manual, 7 th Edition, Transportation Research Board, 2022
The City of Clovis General Plan requires a minimum LOS D at intersections under the City’s jurisdiction. The City Guidelines state the following: “All City intersections and roadway segments shall operate at a LOS D or better under the near-term conditions, unless a finding of overriding consideration was adopted in the General Plan EIR. Under long-term conditions, all City intersections and roadway segments shall operate at a LOS D or better, except for the roadway segments adopted in the General Plan EIR to operate at LOS E or F.

Exceptions to this standard may be allowed on a case by case basis where lower levels of service would result in other public benefits, such as:
a) Preserving agriculture or open space land
b) Preserving the rural/historic character of a neighborhood c) Preserving or creating a pedestrian-friendly environment in Old Town or mixed-use village districts
d) Avoiding adverse impacts to pedestrians, cyclists, and transit riders e) Where right-of-way constraints would make capacity expansion infeasible” For purposes of this study, a traffic issue may be identified if the addition of the traffic generated by the Project results in any one of the following:
• Triggers an intersection operating at acceptable LOS to operate at unacceptable levels of service;
• Increases the average delay for a study intersection that is already operating at unacceptable LOS.

8.0 EXISTING TRAFFIC VOLUMES
Existing traffic volumes were determined by performing manual turning movement counts between 7:00 and 9:00 a.m. and between 4:00 and 6:00 p.m. on a weekday. The traffic count 906
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 6 data sheets are presented in Appendix B. The existing peak-hour turning movement volumes are presented in Figure 5, Existing Peak-Hour Traffic Volumes.

9.0 PROJECT TRIP GENERATION AND DISTRIBUTION

9.1 Project Trip Generation
Data provided in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11 th Edition, are typically used to estimate the number of trips anticipated to be generated by proposed projects. Table 3 presents the vehicle trip generation estimates for the Project.

Table 3
Project Trip Generation Estimate
Land Use Units
Daily A.M. Peak Hour P.M. Peak Hour
Rate Total Rate In:Out In Out Total Rate In:Out In Out Total Single Family
Detached
Housing (210)
153 9.43 1,444 0.70 26:74 28 80 108 0.94 63:37 91 53 144 Reference: Trip Generation Manual, 11
th Edition, Institute of Transportation Engineers 2021
Rates are reported in trips per dwelling unit.

9.2 Student Generation
For purposes of estimating trip distribution for students attending nearby schools, Table 4 presents the student generation estimates for the Project utilizing rates presented in the Clovis Unified School District School Facilities Needs Analysis by Odell Planning & Research, Inc. dated April 2023.

Table 4
Student Generation Estimate – Single-Family Homes
Grade Level Rate Homes Students
Elementary School (TK-6) 0.3324 students per home 153 51 Intermediate School (7-8) 0.0766 students per home 153 12 High School (9-12) 0.1421 students per home 153 22
TOTAL: 0.5511 students per home 153 85

9.3 Project Trip Distribution and Assignment
The regional distribution of Project trips was estimated using the results of a select zone analysis utilizing the Fresno County travel model maintained by the Fresno Council of Governments (COG), engineering judgment based on our knowledge of the area, available traffic counts, the location and configuration of site access points, and available travel routes.

A COG-approved traffic modeling consultant performed the Project-specific traffic modeling and the results are presented in Appendix A.

The estimated percentage distribution of Project trips is presented in Figure 6, Peak-Hour Project Traffic Distribution Percentages. The peak-hour trips presented in Table 3 were assigned to the adjacent road network in accordance with the trip distribution percentages in Figure 6. The peak-hour Project traffic volumes at the study intersections for existing-plus907 AGENDA ITEM NO. 13.

Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 7 Project conditions are presented in Figure 7, Peak-Hour Project Traffic Volumes (ExistingPlus-Project Scenario). In the near-term and future conditions, when Baron Avenue has been extended to Behymer Avenue, the Project trips are expected to be as presented in Figure 8, Peak-Hour Project Traffic Volumes (Near-Term and Future Scenarios).

Caltrans requested that the volume of Project trips (trip trace) expected at the SR 168 interchanges at Herndon Avenue and Fowler Avenue be presented in the traffic study. The Project trips were assigned to the interchange and ramp locations based on the criteria described above and the results are presented in Tables 5 and 6.

Table 5
Project Trips on State Facilities – SR 168 and Herndon Avenue Interchange Location A.M. Peak
Hour Trips
P.M. Peak
Hour Trips
Westbound off ramp 1 1
Westbound on ramp from eastbound Herndon 0 0
Westbound loop on ramp from westbound Herndon 7 6
Eastbound off ramp 2 8
Eastbound loop on ramp from eastbound Herndon 0 0
Eastbound on ramp from westbound Herndon 1 1
Herndon Avenue westbound through the interchange 4 3
Herndon Avenue eastbound through the interchange 1 4
Table 6
Project Trips on State Facilities – SR 168 and Fowler Avenue Interchange Location A.M. Peak
Hour Trips
P.M. Peak
Hour Trips
Westbound off ramp 1 4
Westbound on ramp 0 0
Eastbound off ramp 0 1
Eastbound on ramp 3 2
Fowler Avenue northbound through the interchange 2 2
Fowler Avenue southbound through the interchange 3 2

10.0 EXISTING-PLUS-PROJECT TRAFFIC VOLUMES
Existing-Plus-Project traffic volumes are presented in Figure 9, Existing-Plus-Project PeakHour Traffic Volumes. The values in Figure 9 were determined by adding the values in Figures 5 and 7.
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11.0 CUMULATIVE PROJECTS
Projects that were pending or not yet occupied when the traffic counts were performed. The following projects are considered in the near-term analyses:
• Tract 6205: 605 single-family homes northeast of the intersection of Shepherd and Sunnyside Avenues
• Tract 6343: 590 single-family homes northeast of the intersection of Behymer and Baron Avenues
• Tract 6406: 51 single-family homes southwest of the intersection of Perrin and Baron Avenues
• Tract 6375: 387 single-family homes west of the intersection of Clovis and Baron Avenues
• Heritage Grove: 18-acre mixed-use development southeast of the intersection of Willow and Shepherd Avenues. It is acknowledged that a master plan covering a much larger area has been proposed. However, a traffic study has not been prepared and it is unlikely that large portions of the master plan will be developed in the nearterm condition. • Signalization of the intersection of Shepherd and Sunnyside Avenues is currently in progress. The signalization will include widening the intersection to the following lane configuration:

Eastbound: one left-turn lane, one through lane, and one right-turn lane Westbound: one left-turn lane, two through lanes, and one right-turn lane Northbound: one left-turn lane, one through lane, and one right-turn lane Southbound: one left-turn lane, one through lane, and one right-turn lane

12.0 NEAR-TERM TRAFFIC VOLUMES
Peak-hour near-term with-Project traffic volumes are presented in Figure 10, Near-Term With-Project Peak-Hour Traffic Volumes.

13.0 CUMULATIVE YEAR 2045 TRAFFIC VOLUMES
Cumulative traffic volumes for the year 2045 were estimated based on information available from the COG travel model. The base year and horizon year model output is presented in Appendix A. Future weekday turning movements were estimated based on the methods presented in Chapter 8 of the Transportation Research Board National Cooperative Highway Research Program Report 255 entitled “Highway Traffic Data for Urbanized Area Project Planning and Design.” Cumulative With-Project traffic volumes are presented in Figure 11, Cumulative (Year 2045) With-Project Peak-Hour Traffic Volumes. 909
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14.0 INTERSECTION ANALYSES
The intersection levels of service were determined using the computer program Synchro 11, which incorporates HCM procedures for calculating levels of service. The intersection analysis sheets are presented in Appendix C.

Tables 7 through 10 present the results of the intersection analyses. For signalized and allway stop-controlled intersections, the overall intersection LOS and the average delay per vehicle are presented. For one-way and two-way stop-controlled intersections, the HCM does not define an overall intersection LOS; therefore, the average delay and LOS for the approach with the greatest delay is presented. Delays and LOS worse than the target LOS are presented in bold type and are underlined.

Table 7
Intersection LOS Summary – Existing Conditions
Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer All-way stop 38.0 E 54.7 F
Baron / Behymer Does Not Exist
Baron / Perrin Does Not Exist
Clovis / Baron All-way stop 7.7 A 7.4 A
Clovis / Shepherd Signals 16.3 B 16.2 B
Sunnyside / Shepherd All-way stop 20.2 C 35.2 E
Table 8
Intersection LOS Summary – Existing-Plus-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer All-way stop 43.6 E 59.8 F
Baron / Behymer Does Not Exist
Baron / Perrin One-Way Stop 7.2 A 7.1 A
Clovis / Baron All-way stop 8.0 A 7.4 A
Clovis / Shepherd Signals 16.6 B 16.6 B
Sunnyside / Shepherd All-way stop 23.4 C 53.7 F
910
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 10 Table 9
Intersection LOS Summary – Near-Term With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer All-way stop 106.9 F 127.5 F
Baron / Behymer One-way stop 16.6 C 15.5 C
Baron / Perrin Two-way stop 13.3 B 18.1 C
Clovis / Baron All-way stop 17.8 C 37.9 E
Clovis / Shepherd Signals 24.2 C 26.2 C
Sunnyside / Shepherd Signals 20.3 C 43.2 D
Table 10
Intersection LOS Summary – Year 2045 Cumulative With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer All-way stop >300 F 295.2 F
Baron / Behymer One-way stop 125.9 F 36.0 E
Baron / Perrin Two-way stop 28.6 D 63.3 F
Clovis / Baron All-way stop 84.1 F 272.1 F
Clovis / Shepherd Signals 34.5 C 36.0 D
Sunnyside / Shepherd Signals 78.8 E 98.0 F
The results of the intersection operational analyses include an estimate of the 95th-percentile queue lengths. The existing storage capacity (where applicable) and the calculated 95th- percentile queue lengths are presented in Tables 11 through 14. The storage capacities reported in Tables 11 through 14 are based on measurements from available aerial photographs. Calculated 95th-percentile queue lengths that exceed the storage capacity by more than 25 (approximate space required for one vehicle) or that are considered to be excessive are indicated in bold type and are underlined.

Notes and abbreviations for Tables 11 through 14:
* Storage length exceeds 1,000 feet
+ Additional storage available – connects to a through lane or two-way left-turn lane S: Shared movement
DNS: Does not stop
TBD: To be determined per City standards or year 2045 queues 911
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 11 Table 11
Intersection Queuing Summary – Existing Conditions
Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 73 278 158 188
P.M. 123 290 193 308
Baron/
Behymer
Lanes
Storage
A.M.

P.M.

Baron/
Perrin
Lanes
Storage
A.M.

P.M.

Clovis/
Baron
Lanes 1 1 1 1
Storage 600 105 * *
A.M. 0 0 10 0
P.M. 0 0 3 0
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 1 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 29 118 53 47 182 0 132 20 6 16 24 0
P.M. 26 133 40 34 130 0 134 23 16 10 16 0
Sunnyside/
Shepherd
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 125 198 28 5
P.M. 273 293 33 8
912
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 12 Table 12
Intersection Queuing Summary – Existing-Plus-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 78 305 183 205
P.M. 128 288 205 345
Baron/
Behymer
Lanes
Storage
A.M.

P.M.

Baron/
Perrin
Lanes 1 1 1 S 1 1
Storage 250 * * 250 *
A.M. 5 0 3 0 0
P.M. 3 0 5 0 0
Clovis/
Baron
Lanes 1 1 1 1
Storage 600 105 * *
A.M. 5 0 10 3
P.M. 5 0 3 5
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 1 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 33 121 54 51 187 0 133 22 7 20 29 0
P.M. 37 137 40 36 137 0 136 26 20 12 19 0
Sunnyside/
Shepherd
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 150 225 30 13
P.M. 358 405 38 13
913
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 13 Table 13
Intersection Queuing Summary – Near-Term With-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 100 653 275 278
P.M. 180 428 313 560
Baron/
Behymer
Lanes 1 S S 1 1 S
Storage * * *
A.M. DNS 0 13
P.M. DNS 0 10
Baron/
Perrin
Lanes 1 1 S 1 1 S 1 1 S 1 1 S
Storage TBD * TBD * TBD * TBD *
A.M. 3 13 5 3 3 DNS 0 DNS
P.M. 3 8 5 0 8 DNS 0 DNS
Clovis/
Baron
Lanes 1 1 1 2 S 1 2
Storage 600 105 TBD * TBD *
A.M. 165 0 15 53 0 23
P.M. 153 0 5 368 0 23
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 1 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 80 278 82 124 392 4 219 77 35 104 181 63
P.M. 126 368 73 94 386 44 261 176 96 86 140 55
Sunnyside/
Shepherd
Lanes 1 1 1 1 2 1 1 1 1 1 1 1
Storage 275 * 275+ 150 * 25 105 * 105 175 * 100
A.M. 83 424 38 90 231 0 176 37 0 51 68 28
P.M. 205 899 46 136 400 0 301 69 17 65 99 47
914
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 14 Table 14
Intersection Queuing Summary – Year 2045 Cumulative With-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 133 >1,000 283 958
P.M. 496 445 800 491
Baron/
Behymer
Lanes 1 S S 1 1 S
Storage * * *
A.M. DNS 3 300
P.M. DNS 3 90
Baron/
Perrin
Lanes 1 1 S 1 1 S 1 1 S 1 1 S
Storage TBD * TBD * TBD * TBD *
A.M. 5 13 30 25 3 DNS 13 DNS
P.M. 8 8 35 15 8 DNS 23 DNS
Clovis/
Baron
Lanes 1 1 1 2 S 1 2
Storage 600 105 TBD * TBD *
A.M. 383 8 23 233 8 478
P.M. 240 3 8 >1,000 15 165
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 1 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 84 370 110 184 394 49 268 97 51 123 323 201
P.M. 135 448 82 167 437 52 287 350 289 117 167 35
Sunnyside/
Shepherd
Lanes 1 1 1 1 2 1 1 1 1 1 1 1
Storage 275 * 275+ 150 * 25 105 * 105 175 * 100
A.M. 318 1,015 85 159 380 18 283 128 0 522 568 508
P.M. 629 1,211 66 155 593 295 382 476 133 315 229 158

15.0 DISCUSSION

15.1 Existing Conditions
The results of the analyses indicate that the study intersections are currently operating at acceptable levels of service with calculated 95th-percentile queues contained within the available storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with all-way stop control. • Sunnyside Avenue / Shepherd Avenue: LOS E during the p.m. peak hour with allway stop control.

15.2 Existing-Plus-Project Conditions
The existing-plus-Project-conditions analyses represent conditions that would occur after construction of the Project if none of the pending and approved projects were constructed.

This scenario isolates the specific effects of the Project.

The results of the analyses indicate that the study intersections are expected to continue to operate at levels of service similar to the existing conditions. The Project will not cause any 915
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 15 intersections currently operating at acceptable LOS to operate worse than the target LOS, and the calculated 95th-percentile queues are within the available storage capacity.

The Project is expected to increase delays at the intersection of Minnewawa and Behymer Avenues, which operates at LOS E during the a.m. peak hour and LOS F during the p.m. peak hour.

The Project is expected to increase delays at the intersection of Sunnyside and Shepherd Avenues during the p.m. peak hour, causing the LOS to drop from LOS E to LOS F.

However, construction of a traffic signal at the intersection is currently underway.

15.2.1 Existing-Plus-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 15 and 16. The intersection analysis sheets for the improved conditions are presented in Appendix D.

It should be noted that the Project’s contribution to the level of service issue is relatively minimal, as the Project is expected to generate 17 trips during the a.m. peak hour and 24 trips during the p.m. peak hour. These values represent approximately 1.2 percent of the a.m. peak hour existing-plus-Project volumes and 1.9 percent of the p.m. peak hour existing-plusProject volumes.

Table 15
Intersection LOS Summary – Improved Existing-Plus-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer Signals 15.4 B 15.8 B
Table 16
Intersection Queuing Summary – Improved Existing-Plus-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S 1 1 S 1 1 S
Storage * * TBD * TBD *
A.M. 99 239 81 124 104 117
P.M. 129 198 60 131 138 110
TBD: To be determined based on Year 2045 analyses. S: Shared movement *: Storage length exceeds 1,000 feet

15.3 Near-Term With-Project Conditions
The near-term with-Project conditions analyses represent conditions that are expected after construction of the Project and the known pending and approved projects. This scenario isolates the near-term cumulative effects of the Project and other known projects. 916
AGENDA ITEM NO. 13.

Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 16 The results of the analyses indicate that the study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Clovis Avenue / Baron Avenue: LOS E during the p.m. peak hour with one-way stop control.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound and northbound approaches.

15.3.1 Near-Term With-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 17 and 18. The intersection analysis sheets for the improved conditions are presented in Appendix D.

In order for the intersection of Clovis and Baron Avenues to operate at acceptable LOS, the intersection would require signalization. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 17 and 18. The intersection analysis sheets for the improved conditions are presented in Appendix D. It should be noted that signalization of the intersection by the Project alone is not recommended, as the intersection will not require signalization until Clovis Avenue is extended north of Baron Avenue.

In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 17 and 18. The intersection analysis sheets for the improved conditions are presented in Appendix D.

Table 17
Intersection LOS Summary – Improved Near-Term With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer Signals 19.8 B 19.4 B
Clovis / Baron Signals 10.2 B 10.8 B
Clovis / Shepherd Signals 21.4 C 22.9 C
917
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 17 Table 18
Intersection Queuing Summary – Improved Near-Term With-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes S 1 S S 1 S 1 1 S 1 1 S
Storage * * TBD * TBD *
A.M. 106 336 105 143 136 131
P.M. 151 267 64 155 168 137
Clovis /
Baron
Lanes 1 1 1 2 S 1 2
Storage 600 105 TBD * TBD *
A.M. 161 4 62 43 7 60
P.M. 166 3 33 83 4 51
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 2 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 70 233 83 107 324 14 100 77 30 90 154 55
P.M. 124 331 65 93 356 41 133 195 120 84 135 53
TBD: To be determined based on Year 2045 analyses. S: Shared movement *: Storage length exceeds 1,000 feet

15.4 Cumulative Year 2045 With-Project Conditions
The year 2045 cumulative with-Project conditions analyses are based on the assumption that the Project has been constructed, the pending and approved projects have been constructed, and that 20 years of growth has occurred in the Clovis, Fresno, and Fresno County region as incorporated into the adopted Fresno County travel model.

The results of the analyses indicate that the study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Baron Avenue / Behymer Avenue: LOS F during the a.m. peak hour and LOS E during the p.m. peak hour on the northbound approach with one-way stop control. • Baron Avenue / Perrin Avenue: LOS F during the p.m. peak hour on the eastbound and westbound approaches with two-way stop control.
• Sunnyside Avenue / Shepherd Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with traffic signals.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound, northbound, and southbound approaches. • Sunnyside Avenue / Shepherd Avenue: excessive queues in the left-turn lanes on the eastbound, northbound, and southbound approaches, the eastbound through lane, and the right-turn lanes on the westbound, northbound, and southbound approaches. 918
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 18

15.4.1 Cumulative Year 2045 With-Project Improved Conditions In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on all four approaches and a dedicated rightturn lane would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS D during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 19 and 20. The intersection analysis sheets for the improved conditions are presented in Appendix D.

In order for the intersection of Baron and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, a dedicated left-turn lane with protected left-turn phasing would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS B during the a.m. peak hour and LOS A during the p.m. peak hour. The improved conditions are presented in Tables 19 and 20. The intersection analysis sheets for the improved conditions are presented in Appendix D.

In order for the intersection of Baron and Perrin Avenues to operate at acceptable LOS, allway stop control may be installed. With all-way stop control, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 19 and 20. The intersection analysis sheets for the improved conditions are presented in Appendix D.

In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours. The improved conditions are presented in Tables 19 and 20. The intersection analysis sheets for the improved conditions are presented in Appendix D.

In order for the intersection of Sunnyside and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the planned signalized lane configurations described in Section 11.0 of this report to the following:

Eastbound: two left-turn lanes, two through lanes, and one right-turn lane Westbound: one left-turn lane, two through lanes, and one right-turn lane Northbound: one left-turn lane, one through lane, and one right-turn lane Southbound: two left-turn lanes, one through lane, and one right-turn lane With the recommended widening, the intersection is expected to operate at LOS C during the a.m. peak hour and LOS D during the p.m. peak hour. The improved conditions are presented in Tables 19 and 20. The intersection analysis sheets for the improved conditions are presented in Appendix D.
919
AGENDA ITEM NO. 13.

Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 19 Table 19
Intersection LOS Summary – Improved Year 2045 With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Minnewawa / Behymer Signals 37.7 D 38.0 D
Baron / Behymer Signals 11.1 B 9.0 A
Baron / Perrin All-way stop 11.4 B 13.7 B
Clovis / Baron Signals 10.9 B 19.1 B
Clovis / Shepherd Signals 28.2 C 33.6 C
Sunnyside / Shepherd Signals 34.0 C 43.5 D
Table 20
Intersection Queuing Summary – Improved Year 2045 With-Project Conditions Intersection
Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Minnewawa/
Behymer
Lanes 1 1 S 1 1 1 1 1 S 1 1 S
Storage TBD * TBD * TBD TBD * TBD *
A.M. 10 213 75 512 138 187 233 189 566
P.M. 28 499 38 180 55 181 487 267 222
Baron/
Behymer
Lanes 1 S 1 1 1 S
Storage * TBD * *
A.M. 282 27 228 143
P.M. 396 27 111 96
Baron/
Perrin
Lanes 1 1 S 1 1 S 1 1 S 1 1 S
Storage TBD * TBD * TBD * TBD *
A.M. 3 18 10 43 5 18 40 13
P.M. 0 13 5 20 23 93 73 23
Clovis/
Baron
Lanes 1 1 1 2 S 1 2
Storage 600 105 TBD * TBD *
A.M. 244 18 85 137 34 226
P.M. 300 12 45 522 78 132
Clovis/
Shepherd
Lanes 2 2 1 2 2 1 2 2 1 2 2 1
Storage 250 * 50 250 * 255 235 * 65 255 * 100
A.M. 81 356 132 180 375 47 125 104 54 123 311 198
P.M. 135 448 82 167 437 52 137 350 289 117 151 58
Sunnyside/
Shepherd
Lanes 1 1 1 1 2 1 1 1 1 1 1 1
Storage TBD * TBD TBD * TBD TBD * TBD TBD * TBD
A.M. 123 354 54 105 344 13 189 79 0 146 330 336
P.M. 230 348 43 95 454 157 275 260 60 94 157 250
TBD: To be designed based on City standards and 95th-percentile queues. S: Shared movement *: Storage length exceeds 1,000 feet
920
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 20

16.0 CONCLUSIONS AND RECOMMENDATIONS
Standard traffic engineering principles and methods were employed to establish the existing conditions, to estimate the number of trips expected to be generated by the Project, and to analyze the traffic conditions that are expected to occur in the future. The conclusions of the study are summarized in the following sections.

Trip Generation
The Project is expected to generate approximately 1,444 vehicle trips per day (722 trips entering the site and 722 trips exiting the site). Peak-hour traffic volumes are expected to be on the order of 108 trips during the a.m. peak hour and 144 trips during the p.m. peak hour.

CEQA Impact Analysis (VMT)
Project-specific traffic modeling indicates a calculated Project VMT of 17.9 VMT per capita, which is greater than the threshold of 14.1 VMT per capita. Therefore, the Project would create a significant transportation impact.

The Project will implement feasible mitigation measures such as constructing sidewalk and trails. These Project design features can help offset a portion of the VMT impact of the Project but will not reduce the impact to less than significant. Therefore, the Project will have a significant and unavoidable transportation impact under CEQA.

It is recommended that the proposed Project, consistent with the General Plan, tier its environmental review from the General Plan SEIR, which has disclosed the VMT impacts of land use development consistent with the General Plan. Therefore, the Project’s significant transportation impact does not need to be disclosed in a Project-specific EIR.

Existing Conditions
The study intersections are currently operating at acceptable levels of service with calculated 95th-percentile queues contained within the available storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with all-way stop control. • Sunnyside Avenue / Shepherd Avenue: LOS E during the p.m. peak hour with allway stop control.

Existing-Plus-Project Conditions
The existing-plus-Project-conditions analyses represent conditions that would occur after construction of the Project if none of the pending and approved projects were constructed.

This scenario isolates the specific effects of the Project. The study intersections are expected to continue to operate at levels of service similar to the existing conditions. The Project will not cause any intersections currently operating at acceptable LOS to operate worse than the target LOS, and the calculated 95th-percentile queues are within the available storage capacity.
921
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Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 21 The Project is expected to increase delays at the intersection of Minnewawa and Behymer Avenues, which operates at LOS E during the a.m. peak hour and LOS F during the p.m. peak hour.

The Project is expected to increase delays at the intersection of Sunnyside and Shepherd Avenues during the p.m. peak hour, causing the LOS to drop from LOS E to LOS F.

However, construction of a traffic signal at the intersection is currently underway.

Existing-Plus-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. It should be noted that the Project’s contribution to the level of service issue is relatively minimal, as the Project’s percentage of the overall traffic volume in the existingplus-Project conditions is less on the order of one to two percent during the peak hours.

Near-Term With-Project Conditions
The near-term with-Project conditions analyses represent conditions that are expected after construction of the Project and the known pending and approved projects. This scenario isolates the near-term cumulative effects of the Project and other known projects. The study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Clovis Avenue / Baron Avenue: LOS E during the p.m. peak hour with one-way stop control.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound and northbound approaches.

Near-Term With-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on the northbound and southbound approaches.

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.

In order for the intersection of Clovis and Baron Avenues to operate at acceptable LOS, the intersection would require signalization. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours. It should be noted that signalization of the intersection by the Project alone is not recommended, as the intersection will not require signalization until Clovis Avenue is extended north of Baron Avenue. 922
AGENDA ITEM NO. 13.

Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 22 In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours.

Cumulative Year 2045 With-Project Conditions
The year 2045 cumulative with-Project conditions analyses are based on the assumption that the Project has been constructed, the pending and approved projects have been constructed, and that 20 years of growth has occurred in the Clovis, Fresno, and Fresno County region as incorporated into the adopted Fresno County travel model. The study intersections are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Baron Avenue / Behymer Avenue: LOS F during the a.m. peak hour and LOS E during the p.m. peak hour on the northbound approach with one-way stop control. • Baron Avenue / Perrin Avenue: LOS F during the p.m. peak hour on the eastbound and westbound approaches with two-way stop control.
• Sunnyside Avenue / Shepherd Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with traffic signals.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Clovis Avenue / Shepherd Avenue: left-turn lane on the northbound approach, rightturn lanes on the eastbound, northbound, and southbound approaches. • Sunnyside Avenue / Shepherd Avenue: excessive queues in the left-turn lanes on the eastbound, northbound, and southbound approaches, the eastbound through lane, and the right-turn lanes on the westbound, northbound, and southbound approaches.

Cumulative Year 2045 With-Project Improved Conditions
In order for the intersection of Minnewawa and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, dedicated left-turn lanes with protected left-turn phasing would be required on all four approaches and a dedicated rightturn lane would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS D during the a.m. and p.m. peak hours.

In order for the intersection of Baron and Behymer Avenues to operate at acceptable LOS, the intersection may be signalized. At a minimum, a dedicated left-turn lane with protected left-turn phasing would be required on the westbound approach. With signalization, the intersection is expected to operate at LOS B during the a.m. peak hour and LOS A during the p.m. peak hour.
923
AGENDA ITEM NO. 13.

Transportation Impact Analysis – Proposed Tract 6452 February 8, 2024 Northeast of the Intersection of Perrin and Baron Avenues, Clovis, California Page 23 In order for the intersection of Baron and Perrin Avenues to operate at acceptable LOS, allway stop control may be installed. With all-way stop control, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.

In order to better accommodate queues at the intersection of Clovis and Shepherd Avenues, the intersection striping may be modified to open the second left-turn lane on the northbound approach. With the modification, the intersection is expected to operate at LOS C during the a.m. and p.m. peak hours.

In order for the intersection of Sunnyside and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the planned signalized lane configurations to the following:

Eastbound: two left-turn lanes, two through lanes, and one right-turn lane Westbound: one left-turn lane, two through lanes, and one right-turn lane Northbound: one left-turn lane, one through lane, and one right-turn lane Southbound: two left-turn lanes, one through lane, and one right-turn lane With the recommended widening, the intersection is expected to operate at LOS C during the a.m. peak hour and LOS D during the p.m. peak hour.

Thank you for the opportunity to perform this Transportation Impact Analysis. Please feel free to contact me if you have any questions.

PETERS ENGINEERING GROUP
John Rowland, PE, TE
Attachments: Figures 1 through 11
Appendix A - Traffic Modeling
Appendix B - Traffic Count Data Sheets
Appendix C - Intersection Analyses
Appendix D - Improved Intersection Analyses
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AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

FIGURES

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
925
AGENDA ITEM NO. 13.

BEHYMER AVE

PROJECT LOCATION
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PETERS ENGINEERING GROUP Figure 1
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Clovis, California
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926
AGENDA ITEM NO. 13.
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PETERS ENGINEERING GROUP Figure 2
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Clovis, California
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AGENDA ITEM NO. 13.

T

COPPER AVE
s L
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3 INTERNATIONAL AVE
1 L BEHYMER AVE
o o
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FUTURE SCENARIO FUTURE SCENARIO
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a a MINNEWAWA AVE / BEHYMER AVE BARON AVE/PERRIN AVE CLOVIS AVE/BARON AVE BARON AVE/BEHYMER AVE □ 1 4* <
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CLOVIS AVE I SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
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PROJECT SITE

SIGNALIZED INTERSECTION
® STOP SIGN

EXISTING LANE CONFIGURATIONS AND INTERSECTION CONTROL
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PETERS ENGINEERING GROUP Figure 3
5 6
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1 Proposed Tract 6452
Clovis, California
o
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928
AGENDA ITEM NO. 13.

COPPER AVE
s L
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INTERNATIONAL AVE3
1 L BEHYMER AVE
o
5 PRO, tt".OCATION I
1 1
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a MINNEWAWA AVE / BEHYMER AVE BARON AVE / PERRIN AVE BARON AVE / BEHYMER AVE CLOVIS AVE I BARON AVE1 1 UUas <
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CLOVIS AVE I SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
© STUDY AREA INTERSECTIONS

PROJECT SITE

SIGNALIZED INTERSECTION
Proposed Tract 6452 ® STOP SIGN
Clovis, California ) DIRECTION OF TRAVEL

U U-TURN
YEAR 2045 LANE CONFIGURATIONS AND INTERSECTION CONTROL
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PETERS ENGINEERING GROUP Figure 4
2 3 4
65 —
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929
AGENDA ITEM NO. 13.

COPPER AVE
L

INTERNATIONAL AVE O
B
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1
SHEPHERD AVE TTTTTA J111,111, K
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3(1) FUTURE SCENARIO
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O O
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a MINNEWAWA AVE / BEHYMER BARON AVE/BEHYMER AVE BARON AVE/PERRIN AVE CLOVIS AVE/BARON AVE

FUTURE SCENARIO
CO - —
(O

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

EXISTING PEAK-HOUR TRAFFIC VOLUMES
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PETERS ENGINEERING GROUP Figure 5
2 3 4
65 —8
—
A
4 o
Q
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0 Q.

LO CO
CM CO 244(191)
198(173)
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930
AGENDA ITEM NO. 13.
■

PROJECT LOCATION
Li
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SHEPHERD AVE 1111 IT u
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PROJECT SITE

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CU
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Proposed Tract 6452
Clovis, California
or
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931
AGENDA ITEM NO. 13.

COPPER AVE
L
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B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1 K

SHEPHERD AVE K
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FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

PEAK-HOUR PROJECT TRAFFIC VOLUMES
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PETERS ENGINEERING GROUP Figure 7
2 3 4
5 6
—8
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4 8
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932
AGENDA ITEM NO. 13.

COPPER AVE
L
O

B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1 K

SHEPHERD AVE K
O EI E7 EC CI
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FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

PEAK-HOUR PROJECT TRAFFIC VOLUMES
(NEAR-TERM AND FUTURE SCENARIOS) Not to Scale
PETERS ENGINEERING GROUP Figure 8
2 3 4
5 6
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933
AGENDA ITEM NO. 13.

COPPER AVE
L

INTERNATIONAL AVE O
B
1 I
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o o
4 H
PRO, nLOCATION
4 1

SHEPHERD AVE TTTTTA
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Q 2
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C LO
CO
a MINNEWAWA AVE / BEHYMER BARON AVE/BEHYMER AVE BARON AVE/PERRIN AVE CLOVIS AVE/BARON AVE U_ 11(20)

FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

EXISTING-PLUS-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 9
2 3 4
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— o
Q
5 —
Q.
244(191)
198(173)
5(3)
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(OO934
AGENDA ITEM NO. 13.

COPPER AVE
L
O

B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1 K

SHEPHERD AVE K
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31(50)
1J y FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

NEAR-TERM WITH-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 10
2 3 4
65 316(204)
222(193)
18(16)
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67(62)
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72(60)
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935
AGENDA ITEM NO. 13.

COPPER AVE
L
O

B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1

SHEPHERD AVE TTTTTA
J111,111, K
O EI E7 EC CI
=
E 1
EEr TEAGUE AVE
••• LL 1 I
Q 2
a
T
o s
NEES (AVE 2 EL EB
36(9)
J T y 362(317)
in ) 7
O C CM
C
a MINNEWAWA AVE / BEHYMER BARON AVE / BEHYMER AVE BARON AVE / PERRIN AVE CLOVIS AVE / BARON AVE 104(335)
Zs FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California
1 CUMULATIVE (YEAR 2045) WITH-PROJECT PEAK-HOUR TRAFFIC VOLUM Not to Scale
PETERS ENGINEERING GROUP Figure 11
2 3 4
5 6
390(245)
529(222)
61(22)
—8
—
co
CM
o
Q
5 —
Q.

CO 05 I
CO(O(O
COCOCO
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CM CO —
LO CO LT5
8 215(114)
1(1)
60(30)
L
CO 05
- C
120(224)
735(921) —>
218(170)
292(364) —>
170(268)
218(428)
812(952) —
226(185)
co 3 CM
LO 05
CO -
COIN
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3 O $ to s o
3(14)
188(377) —
98(109)
— 763(968)
69(64)
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325(291)
< 542(369)
21(21)
co
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— to
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104(70)
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9 U C.

CO CM LO
CO—
936
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX A

TRAFFIC MODELING

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
937
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
VMT Results

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
938
AGENDA ITEM NO. 13.

Tract 6452, City of Clovis - VMT Analysis
Tract 6452 (project) Region (Fresno County)1Difference
Percentage
Difference

17.9 14.1 3.8 27.3%
Source: Fresno Council of Governments' Activity-Based Model VMT = Vehicle Miles Traveled
1 The Fresno County VMT per capita was obtained from the Interim Transportation Impact Guidelines, City of Clovis - July 14, 2020 Appendix - Detailed VMT Calculations
Total project households 153
Total project population (a) 527
Percent Population traveling to outside (b) * 7.79%
Project Population traveling to outside (c=b*a) 41
Total Internal-Internal (II) Project VMT (d) ** 7,921
Internal project population (e=a-c) 486
II VMT per capita (f=d/e) 16.31
IX VMT per capita (g) *** 20.2
Total IX VMT (h=g*c) 829
Total project VMT (i=d+h) 8,750
VMT per capita (j=i/a) 16.6
VMT adjustment factor for new base model (k) 1.08
Adjusted project VMT per capita (l = k*j) 17.9
* : Obtained from "Fresno_worker_ixxifractions.dat" from model inputs. Used same percentages/values as the parent TAZ (2771) **: Includes all tours and all sub-tours from the ABM model run for VMT estimation ***: IX VMT per capita was estimated as average for all TAZs in the CSTDM Zone 2569 939
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
Select Zone Analysis

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
940
AGENDA ITEM NO. 13.

Select Zone Analysis Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
T7
-1
I- I
333 X
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Irtarao- 6
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3.2 2
941
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
Baseline and Future Model Output

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
942
AGENDA ITEM NO. 13.
2019 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
r
3 <0
157
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I
| 5
5 5
943
AGENDA ITEM NO. 13.
2035 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
1200
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S
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n 0 Perri
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98 698 698
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Q
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ar Priest 8 w
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as
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& 8 00 1200
9 928
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o o n . Ns% N88
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/
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z
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YSSF9967508 4
0,184
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8′88
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198
217
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g
ENI
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2 £54.0523——N%
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* —516. 8329 8329 %
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57 * J
440 s
S.e 869
56 259.. 9—w
502 e c
1:05 ~ 8
J 8 271
N (D
aue 2 N s
/ N
4%
g88
944
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX B

TRAFFIC COUNT DATA SHEETS

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
945
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 23 4 9 2 2 6 8 0 0 0 2 48 27 5 1 8 56 2 1 3 7:15 AM - 7:30 AM 14 6 4 0 0 4 14 10 6 0 1 88 28 5 3 13 81 4 0 4 7:30 AM - 7:45 AM 39 13 14 1 1 5 9 9 5 1 5 75 32 1 2 22 145 0 0 2 7:45 AM - 8:00 AM 51 11 12 3 3 6 9 10 8 0 14 108 49 9 2 27 143 3 1 2 8:00 AM - 8:15 AM 37 6 7 1 1 7 12 2 4 0 20 107 32 7 4 23 155 1 0 3 8:15 AM - 8:30 AM 36 8 8 1 1 3 8 6 5 0 11 77 35 3 8 28 137 2 0 4 8:30 AM - 8:45 AM 27 8 20 1 1 3 3 4 3 0 10 102 39 5 8 9 87 2 1 2 8:45 AM - 9:00 AM 30 5 4 0 0 5 8 4 3 1 13 67 26 7 0 16 78 1 0 1 TOTAL 257 61 78 9 9 39 71 45 34 2 76 672 268 42 28 146 882 15 3 21 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 51 4 13 6 1 4 11 6 4 0 11 94 26 14 4 9 79 0 0 3 4:15 PM - 4:30 PM 35 11 9 6 1 1 4 1 1 0 12 119 20 4 4 22 104 1 1 1 4:30 PM - 4:45 PM 41 18 15 6 1 1 7 6 1 0 11 101 30 6 2 13 92 2 0 1 4:45 PM - 5:00 PM 47 9 15 6 0 3 6 4 3 1 14 108 27 5 0 14 99 0 0 0 5:00 PM - 5:15 PM 30 12 15 10 0 2 3 4 2 0 11 91 35 3 3 13 102 1 1 1 5:15 PM - 5:30 PM 58 13 15 11 0 1 8 9 7 0 11 123 31 2 1 22 116 8 2 2 5:30 PM - 5:45 PM 46 17 12 5 1 5 5 4 4 0 10 101 32 7 0 18 106 2 0 1 5:45 PM - 6:00 PM 48 14 6 5 0 5 9 5 5 0 8 101 38 2 0 17 87 2 0 0 TOTAL 356 98 100 55 4 22 53 39 27 1 88 838 239 43 14 128 785 16 4 9 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 163 38 41 6 6 21 38 27 22 1 50 367 148 20 16 100 580 6 1 11 4:45 PM - 5:45 PM 181 51 57 32 1 11 22 21 16 1 46 423 125 17 4 67 423 11 3 4 PHF Trucks
AM 0.891 2.2% PM 16 21 22 11 0.75
PM 0.866 0.7%
PM AM
AM 22 27 38 21 0.86
AM PM

0.9 0.826 PHF
(RTOR) PHF
(RTOR) 1 3
46 50 6 11
423 367 580 423
125 148 100 67
17 20 (RTOR) PHF 0.958 0.858

PHF (RTOR)
AM 0.818 163 38 41 6
PM 0.84 181 51 57 32
Northbound Southbound Eastbound Westbound
Shepherd Ave
Clovis Ave

36.8666
-119.7021
Northbound Southbound
Northbound Southbound Eastbound Westbound

Shepherd Ave
Clovis Ave
Eastbound Westbound
Turning Movement Report
Clovis Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear
HHH
-
North
m
Metro Traffic Data Inc.
946
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
TOTAL 1 0 0 0 0 1 0 0 0 0 0 1 0 3 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 4 0 5 1 1 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2
4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 3 0 1 0 1 0 1
Bikes Peds Peds <>
AM Peak Total 2 2 PM 0 0 0 0
PM Peak Total 4 2 AM 0 1 0 0 Peds <>
1 2
AM PM
0 0 0 0
3 0 0 1
0 0 0 0
PM AM
Peds <>
0 1
Peds <>
0 1 0 0 AM
0 0 0 0 PM
Turning Movement Report
Clovis Ave @ Shepherd Ave 36.8666
Fresno -119.7021
Thursday, November 2, 2023 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Clovis Ave
Shepherd Ave Shepherd Ave
Clovis Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.
947
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER
CYCLE TIME 116 Seconds CONTROL TYPE
Turning Movement Report
Clovis Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Clovis Ave
Shepherd Ave
Clear
Signal
COMMENTS All approaches have protected left turns

Metro Traffic Data Inc.
(A) North
948
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 2 33 1 2 0 26 36 0 2 0 0 26 9 0 0 3 32 45 1 7:15 AM - 7:30 AM 0 9 40 2 1 0 36 39 0 1 0 0 27 9 1 0 3 46 44 3 7:30 AM - 7:45 AM 0 33 42 1 2 0 35 48 0 2 0 0 37 10 1 0 3 72 48 1 7:45 AM - 8:00 AM 0 28 47 1 2 0 25 51 0 0 0 2 36 26 1 0 2 54 76 5 8:00 AM - 8:15 AM 0 14 59 1 2 0 33 68 0 3 0 0 36 16 2 0 0 34 68 3 8:15 AM - 8:30 AM 0 27 74 4 3 0 40 58 1 3 0 0 41 16 1 0 0 38 52 1 8:30 AM - 8:45 AM 0 8 44 3 3 0 36 52 1 3 0 2 24 16 4 0 1 32 41 4 8:45 AM - 9:00 AM 0 9 42 2 2 0 22 36 0 3 0 1 15 11 0 0 4 43 36 3 TOTAL 0 130 381 15 17 0 253 388 2 17 0 5 242 113 10 0 16 351 410 21 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 55 2 0 0 26 45 0 0 0 0 46 14 0 0 0 35 30 2 4:15 PM - 4:30 PM 0 11 49 2 1 0 34 52 1 2 0 4 25 6 1 0 3 37 32 1 4:30 PM - 4:45 PM 0 14 57 1 1 0 37 36 0 2 0 0 40 10 0 0 0 22 39 0 4:45 PM - 5:00 PM 0 10 56 3 0 0 39 59 0 1 0 2 26 1 0 0 1 38 39 1 5:00 PM - 5:15 PM 0 11 51 1 0 0 38 40 3 2 0 0 39 11 0 0 1 41 56 0 5:15 PM - 5:30 PM 0 27 59 6 0 0 40 61 0 2 0 0 56 10 0 0 1 47 55 0 5:30 PM - 5:45 PM 0 20 61 4 1 0 45 43 1 0 0 2 55 7 1 0 1 42 46 0 5:45 PM - 6:00 PM 0 9 43 3 0 0 41 49 2 1 0 1 34 22 1 0 0 43 34 0 TOTAL 0 118 431 22 3 0 300 385 7 10 0 9 321 81 3 0 7 305 331 4 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 102 222 7 9 0 133 225 1 8 0 2 150 68 5 0 5 198 244 10 5:00 PM - 6:00 PM 0 67 214 14 1 0 164 193 6 5 0 3 184 50 2 0 3 173 191 0 PHF Trucks PHF
AM 0.967 2.4% PM 6 193 164 0 0.899
PM 0.872 0.6% AM 1 225 133 0 0.889
PHF 0.898 0.859
AM PM
0 0 244 191
3 2 198 173
184 150 5 3
50 68 0 0
PM AM
PHF

0.847 0.891 PHF

0.788 0 102 222 7 AM

0.802 0 67 214 14 PM
Turning Movement Report
Minnewawa Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023 Clear

36.8812
-119.7112

Behymer Ave
Northbound Westbound
Behymer Ave
Minnewawa Ave
Minnewawa Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.
949
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
8:00 AM - 8:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 0 6 0 0 0 0 0 0 0 0 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 1
5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
Bikes Peds Peds <>
AM Peak Total 4 1 PM 0 0 0 0
PM Peak Total 1 0 AM 0 4 0 0 Peds <>
0 1
AM PM
0 0 0 1
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Minnewawa Ave
Behymer Ave Behymer Ave
Minnewawa Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Minnewawa Ave @ Behymer Ave 36.8812
Fresno -119.7112
Thursday, September 14, 2023 Clear
A
North
—MF
Metro Traffic Data Inc.
950
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER

CYCLE TIME N/A CONTROL TYPE
Turning Movement Report
Minnewawa Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023
Minnewawa Ave / Minnewawa Ave
Behymer Ave / Behymer Ave
Clear
All-Way Stop

COMMENTS

A o
co
dOlS
co Y
O
Metro Traffic Data Inc.
(A)----
North STOP
951
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 5 2 1 0 0 3 1 0 0 7 40 13 2 0 3 55 3 2 7:15 AM - 7:30 AM 0 16 0 0 1 0 0 1 3 0 0 3 63 21 2 0 2 70 1 1 7:30 AM - 7:45 AM 0 27 5 2 4 0 1 5 2 0 0 6 72 32 1 0 2 122 1 1 7:45 AM - 8:00 AM 0 37 2 3 1 0 0 3 2 1 0 5 80 41 1 0 5 117 1 2 8:00 AM - 8:15 AM 0 30 3 3 0 0 1 5 3 1 0 6 64 32 4 0 3 131 4 4 8:15 AM - 8:30 AM 0 22 1 2 1 0 0 6 9 1 0 1 67 29 6 0 2 124 0 1 8:30 AM - 8:45 AM 0 12 2 1 0 0 0 3 2 0 0 6 87 33 5 0 3 73 0 2 8:45 AM - 9:00 AM 0 13 3 2 1 0 1 3 0 0 0 3 46 25 0 0 0 66 1 1 TOTAL 0 164 21 15 9 0 3 29 22 3 0 37 519 226 21 0 20 758 11 14 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 23 0 9 4 0 1 5 1 0 0 3 80 26 5 0 2 69 1 0 4:15 PM - 4:30 PM 0 29 5 7 0 0 2 0 4 0 0 1 96 20 3 0 3 80 2 1 4:30 PM - 4:45 PM 0 22 3 6 0 0 0 3 4 2 0 2 93 23 3 0 6 56 0 1 4:45 PM - 5:00 PM 0 24 3 3 1 0 0 4 3 0 0 2 98 23 1 0 3 88 1 0 5:00 PM - 5:15 PM 0 26 2 4 0 0 1 8 6 1 0 5 79 22 1 0 6 180 4 1 5:15 PM - 5:30 PM 0 31 4 3 0 0 1 1 4 0 0 3 115 19 0 0 3 104 0 1 5:30 PM - 5:45 PM 0 19 4 1 1 0 1 4 1 0 0 0 94 22 1 0 4 95 0 1 5:45 PM - 6:00 PM 0 14 2 6 0 0 0 5 3 0 0 0 98 21 0 0 6 79 0 0 TOTAL 0 188 23 39 6 0 6 30 26 3 0 16 753 176 14 0 33 751 8 5 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 116 11 10 6 0 2 19 16 3 0 18 283 134 12 0 12 494 6 8 4:45 PM - 5:45 PM 0 100 13 11 2 0 3 17 14 1 0 10 386 86 3 0 16 467 5 3 PHF Trucks PHF
AM 0.947 2.6% PM 14 17 3 0 0.567
PM 0.822 0.8% AM 16 19 2 0 0.617
PHF 0.88 0.863
AM PM
0 0 6 5
10 18 494 467
386 283 12 16
86 134 0 0
PM AM
PHF

0.928 0.642 PHF

0.815 0 116 11 10 AM

0.816 0 100 13 11 PM
Turning Movement Report
Sunnyside Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear

36.8666
-119.6930

Shepherd Ave
Northbound Westbound
Shepherd Ave
Sunnyside Ave
Sunnyside Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.
952
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
TOTAL 1 0 0 0 0 0 0 5 0 0 0 0 0 1 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
TOTAL 0 0 0 0 0 1 1 0 0 3 1 0 0 2 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 2 1 0 0 1 0 0
Bikes Peds Peds <>
AM Peak Total 0 3 PM 0 0 0 0
PM Peak Total 4 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
2 0 0 1
1 0 0 0
PM AM
Peds <>
0 0
Peds <>
3 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Sunnyside Ave
Shepherd Ave Shepherd Ave
Sunnyside Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Sunnyside Ave @ Shepherd Ave 36.8666
Fresno -119.6930
Thursday, November 2, 2023 Clear
A
North
—MF
Metro Traffic Data Inc.
953
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER

CYCLE TIME N/A CONTROL TYPE
Turning Movement Report
Sunnyside Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Sunnyside Ave
Shepherd Ave
Clear
All-Way Stop

COMMENTS

A o
co
dOlS
co Y
O
Metro Traffic Data Inc.
(A)----
North STOP
954
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX C

INTERSECTION ANALYSES

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
955
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 38
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Future Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 222222222222
Mvmt Flow 2 155 70 5 204 252 105 229 7 137 232 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 20 52 31.9 37.1

HCM LOS C F D E

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 331 220 447 359
LT Vol 102 2 5 133
Through Vol 222 150 198 225
RT Vol 7 68 244 1
Lane Flow Rate 341 227 461 370
Geometry Grp 1111
Degree of Util (X) 0.755 0.519 0.929 0.811
Departure Headway (Hd) 7.967 8.245 7.261 7.887
Convergence, Y/N Yes Yes Yes Yes
Cap 454 435 498 459
Service Time 6.053 6.344 5.337 5.97
HCM Lane V/C Ratio 0.751 0.522 0.926 0.806
HCM Control Delay 31.9 20 52 37.1
HCM Lane LOS D C F E
HCM 95th-tile Q 6.3 2.9 11.1 7.5
4 4 4 4
I
956
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 1 83 1311
Future Vol, veh/h 3 1 83 1311
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 3 1 90 1311
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 7.7 7.7 7.6

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 25% 0% 0% 25% 100%
Vol Right, % 0% 75% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 43111
LT Vol 0 0 3 0 1 0
Through Vol 83 10001
RT Vol 0 3 0 1 0 0
Lane Flow Rate 90 43111
Geometry Grp 777777
Degree of Util (X) 0.114 0.005 0.005 0.001 0.002 0.001
Departure Headway (Hd) 4.543 4.018 5.198 3.997 4.961 4.586 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 793 895 684 886 722 781
Service Time 2.247 1.722 2.966 1.765 2.684 2.309
HCM Lane V/C Ratio 0.113 0.004 0.004 0.001 0.001 0.001
HCM Control Delay 7.8 6.7 8 6.8 7.7 7.3
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.4 00000
7 JI 1 4+
I I
957
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Future Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 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 56 412 144 112 652 6 183 43 39 24 43 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 191 963 420 285 1059 462 244 832 363 99 446 193 Arrive On Green 0.06 0.27 0.27 0.08 0.30 0.30 0.14 0.23 0.23 0.03 0.13 0.13 Sat Flow, veh/h 3456 3554 1551 3456 3554 1552 1781 3554 1549 3456 3554 1534 Grp Volume(v), veh/h 56 412 144 112 652 6 183 43 39 24 43 5 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1552 1781 1777 1549 1728 1777 1534 Q Serve(g_s), s 0.7 4.4 3.5 1.4 7.3 0.1 4.6 0.4 0.9 0.3 0.5 0.1 Cycle Q Clear(g_c), s 0.7 4.4 3.5 1.4 7.3 0.1 4.6 0.4 0.9 0.3 0.5 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 191 963 420 285 1059 462 244 832 363 99 446 193 V/C Ratio(X) 0.29 0.43 0.34 0.39 0.62 0.01 0.75 0.05 0.11 0.24 0.10 0.03 Avail Cap(c_a), veh/h 596 2843 1241 820 3073 1342 1075 3226 1406 596 1693 731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 13.9 13.6 20.2 14.0 11.5 19.2 13.8 13.9 22.0 17.9 17.8 Incr Delay (d2), s/veh 0.8 0.3 0.5 0.9 0.6 0.0 4.6 0.0 0.1 1.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.3 0.9 0.5 2.2 0.0 1.9 0.1 0.3 0.1 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 14.2 14.1 21.1 14.6 11.5 23.8 13.8 14.1 23.3 18.0 17.8 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 612 770 265 72
Approach Delay, s/veh 14.9 15.5 20.7 19.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.3 15.8 7.8 17.5 10.4 10.7 6.6 18.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 8.0 42.1 11.0 37.1 28.0 22.1 8.0 40.1 Max Q Clear Time (g_c+I1), s 2.3 2.9 3.4 6.4 6.6 2.5 2.7 9.3 Green Ext Time (p_c), s 0.0 0.3 0.2 3.0 0.4 0.1 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
958
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 56 412 166 112 652 7 183 43 46 24 43 30 v/c Ratio 0.14 0.43 0.32 0.24 0.57 0.01 0.49 0.04 0.08 0.07 0.11 0.10 Control Delay 28.9 20.5 8.3 28.1 19.9 0.0 27.8 19.2 1.4 29.8 29.1 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.9 20.5 8.3 28.1 19.9 0.0 27.8 19.2 1.4 29.8 29.1 0.7 Queue Length 50th (ft) 9 64 10 19 107 0 60 50470
Queue Length 95th (ft) 29 118 53 47 182 0 132 20 6 16 24 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 497 2380 1081 684 2520 1137 898 2610 1164 497 1418 695 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.11 0.17 0.15 0.16 0.26 0.01 0.20 0.02 0.04 0.05 0.03 0.04 Intersection Summary
959
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh20.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 283 134 12 494 6 116 11 10 2 19 16 Future Vol, veh/h 18 283 134 12 494 6 116 11 10 2 19 16 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 3 33333333333
Mvmt Flow 19 301 143 13 526 6 123 12 11 2 20 17
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 17.9 25.1 12.2 10.2

HCM LOS C D B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 85% 4% 2% 5%
Vol Thru, % 8% 65% 96% 51%
Vol Right, % 7% 31% 1% 43%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 137 435 512 37
LT Vol 116 18 12 2
Through Vol 11 283 494 19
RT Vol 10 134 6 16
Lane Flow Rate 146 463 545 39
Geometry Grp 1111
Degree of Util (X) 0.269 0.664 0.79 0.072
Departure Headway (Hd) 6.643 5.169 5.222 6.626
Convergence, Y/N Yes Yes Yes Yes
Cap 539 699 692 537
Service Time 4.711 3.218 3.268 4.714
HCM Lane V/C Ratio 0.271 0.662 0.788 0.073
HCM Control Delay 12.2 17.9 25.1 10.2
HCM Lane LOS B C D B
HCM 95th-tile Q 1.1 5 7.9 0.2
4 4 4 4
1 I
960
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 54.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Future Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 211 57 3 199 220 77 246 16 189 222 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 29.7 63.6 42.5 71.8

HCM LOS D F E F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 45%
Vol Thru, % 73% 78% 47% 53%
Vol Right, % 5% 21% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 295 237 367 363
LT Vol 67 3 3 164
Through Vol 214 184 173 193
RT Vol 14 50 191 6
Lane Flow Rate 339 272 422 417
Geometry Grp 1111
Degree of Util (X) 0.828 0.683 0.964 0.992
Departure Headway (Hd) 8.891 9.132 8.223 8.558
Convergence, Y/N Yes Yes Yes Yes
Cap 410 398 443 426
Service Time 6.891 7.132 6.26 6.599
HCM Lane V/C Ratio 0.827 0.683 0.953 0.979
HCM Control Delay 42.5 29.7 63.6 71.8
HCM Lane LOS E D F F
HCM 95th-tile Q 7.7 4.9 11.6 12.3
4 4 4 4
I
961
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 1 30 1111
Future Vol, veh/h 1 1 30 1111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 1 1 33 1111
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 7.2 7.4 7.5

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 50% 0% 0% 25% 100%
Vol Right, % 0% 50% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 21111
LT Vol 0 0 1 0 1 0
Through Vol 30 10001
RT Vol 0 1 0 1 0 0
Lane Flow Rate 33 21111
Geometry Grp 777777
Degree of Util (X) 0.041 0.003 0.002 0.001 0.002 0.001
Departure Headway (Hd) 4.539 4.189 5.097 3.897 4.929 4.554 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 793 859 703 918 729 789
Service Time 2.241 1.891 2.823 1.623 2.638 2.263
HCM Lane V/C Ratio 0.042 0.002 0.001 0.001 0.001 0.001
HCM Control Delay 7.4 6.9 7.8 6.6 7.6 7.3
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 00000
7 JI 1 4+
I I
962
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Future Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 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 53 486 124 77 486 10 208 59 29 13 25 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 186 882 385 238 935 408 278 955 417 58 460 199 Arrive On Green 0.05 0.25 0.25 0.07 0.26 0.26 0.16 0.27 0.27 0.02 0.13 0.13 Sat Flow, veh/h 3456 3554 1550 3456 3554 1551 1781 3554 1551 3456 3554 1535 Grp Volume(v), veh/h 53 486 124 77 486 10 208 59 29 13 25 6 Grp Sat Flow(s),veh/h/ln 1728 1777 1550 1728 1777 1551 1781 1777 1551 1728 1777 1535 Q Serve(g_s), s 0.7 5.3 2.9 1.0 5.2 0.2 5.0 0.6 0.6 0.2 0.3 0.2 Cycle Q Clear(g_c), s 0.7 5.3 2.9 1.0 5.2 0.2 5.0 0.6 0.6 0.2 0.3 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 186 882 385 238 935 408 278 955 417 58 460 199 V/C Ratio(X) 0.28 0.55 0.32 0.32 0.52 0.02 0.75 0.06 0.07 0.23 0.05 0.03 Avail Cap(c_a), veh/h 695 2707 1180 695 2707 1181 1313 3818 1666 540 1754 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 14.7 13.8 19.9 14.1 12.2 18.1 12.2 12.2 21.7 17.1 17.0 Incr Delay (d2), s/veh 0.8 0.5 0.5 0.8 0.4 0.0 4.0 0.0 0.1 2.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.6 0.8 0.3 1.6 0.1 1.9 0.2 0.2 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 15.2 14.2 20.6 14.5 12.3 22.1 12.2 12.3 23.7 17.1 17.1 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 663 573 296 44
Approach Delay, s/veh 15.5 15.3 19.2 19.1
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.7 16.9 7.1 16.0 11.0 10.7 6.4 16.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.0 48.1 9.0 34.1 33.0 22.1 9.0 34.1 Max Q Clear Time (g_c+I1), s 2.2 2.6 3.0 7.3 7.0 2.3 2.7 7.2 Green Ext Time (p_c), s 0.0 0.4 0.1 3.3 0.5 0.1 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
963
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 53 486 144 77 486 13 208 59 66 13 25 24 v/c Ratio 0.13 0.54 0.29 0.18 0.46 0.02 0.52 0.04 0.10 0.04 0.06 0.08 Control Delay 27.3 21.8 7.1 26.9 19.2 0.1 26.3 15.2 3.3 28.4 28.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.3 21.8 7.1 26.9 19.2 0.1 26.3 15.2 3.3 28.4 28.0 0.6 Queue Length 50th (ft) 8 76 3 12 76 0 64 60240
Queue Length 95th (ft) 26 133 40 34 130 0 134 23 16 10 16 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 580 2266 1035 580 2266 1035 1096 2953 1305 451 1468 715 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.09 0.21 0.14 0.13 0.21 0.01 0.19 0.02 0.05 0.03 0.02 0.03 Intersection Summary
964
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh35.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 386 86 16 467 5 100 13 11 3 17 14 Future Vol, veh/h 10 386 86 16 467 5 100 13 11 3 17 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 33333333333
Mvmt Flow 12 471 105 20 570 6 122 16 13 4 21 17
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 36.7 40.9 13.4 11.1

HCM LOS E E B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 81% 2% 3% 9%
Vol Thru, % 10% 80% 96% 50%
Vol Right, % 9% 18% 1% 41%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 124 482 488 34
LT Vol 100 10 16 3
Through Vol 13 386 467 17
RT Vol 11 86 5 14
Lane Flow Rate 151 588 595 41
Geometry Grp 1111
Degree of Util (X) 0.304 0.888 0.913 0.085
Departure Headway (Hd) 7.236 5.44 5.521 7.402
Convergence, Y/N Yes Yes Yes Yes
Cap 499 658 649 486
Service Time 5.238 3.53 3.609 5.414
HCM Lane V/C Ratio 0.303 0.894 0.917 0.084
HCM Control Delay 13.4 36.7 40.9 11.1
HCM Lane LOS BEEB
HCM 95th-tile Q 1.3 10.9 11.7 0.3
4 4 4 4
1 I
965
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 43.6
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 69 5 198 244 105 232 7 133 228 1 Future Vol, veh/h 2 150 69 5 198 244 105 232 7 133 228 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 222222222222
Mvmt Flow 2 155 71 5 204 252 108 239 7 137 235 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 21.3 60.7 37.5 41.8

HCM LOS C F E E

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 344 221 447 362
LT Vol 105 2 5 133
Through Vol 232 150 198 228
RT Vol 7 69 244 1
Lane Flow Rate 355 228 461 373
Geometry Grp 1111
Degree of Util (X) 0.805 0.54 0.966 0.842
Departure Headway (Hd) 8.173 8.537 7.547 8.124
Convergence, Y/N Yes Yes Yes Yes
Cap 440 421 484 444
Service Time 6.253 6.627 5.547 6.203
HCM Lane V/C Ratio 0.807 0.542 0.952 0.84
HCM Control Delay 37.5 21.3 60.7 41.8
HCM Lane LOS E C F E
HCM 95th-tile Q 7.3 3.1 12.2 8.2
4 4 4 4
I
966
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Existing Plus Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 45 18811
Future Vol, veh/h 45 18811
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 222222
Mvmt Flow 49 19911
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 6.8 7.2

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 98% 50%
Vol Thru, % 50% 0% 50%
Vol Right, % 50% 2% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 16 46 2
LT Vol 0 45 1
Through Vol 8 0 1
RT Vol 8 1 0
Lane Flow Rate 17 50 2
Geometry Grp 1 1 1
Degree of Util (X) 0.018 0.058 0.002
Departure Headway (Hd) 3.722 4.15 4.134
Convergence, Y/N Yes Yes Yes
Cap 960 867 865
Service Time 1.75 2.156 2.164
HCM Lane V/C Ratio 0.018 0.058 0.002
HCM Control Delay 6.8 7.4 7.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.1 0.2 0
¥ 1 4
I
I
967
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Existing Plus Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 48 1 83 1 19 1 1
Future Vol, veh/h 48 1 83 1 19 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 52 1 90 1 21 1 1
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 8.4 7.8 7.8

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 5% 0% 0% 25% 100%
Vol Right, % 0% 95% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 20 48 1 1 1
LT Vol 0 0 48 0 1 0
Through Vol 83 10001
RT Vol 0 19 0 1 0 0
Lane Flow Rate 90 22 52 1 1 1
Geometry Grp 777777
Degree of Util (X) 0.116 0.024 0.076 0.001 0.002 0.001
Departure Headway (Hd) 4.628 3.962 5.225 4.024 5.058 4.683 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 770 896 679 878 700 755
Service Time 2.387 1.721 3.004 1.802 2.844 2.469
HCM Lane V/C Ratio 0.117 0.025 0.077 0.001 0.001 0.001
HCM Control Delay 8 6.8 8.4 6.8 7.9 7.5
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.4 0.1 0.2 0 0 0
7 JI 1 4+
I I
968
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing Plus Project-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 370 148 107 588 9 163 42 43 29 48 54 Future Volume (veh/h) 59 370 148 107 588 9 163 42 43 29 48 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 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 66 416 144 120 661 9 183 47 41 33 54 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 212 983 429 291 1064 465 244 795 346 129 441 190 Arrive On Green 0.06 0.28 0.28 0.08 0.30 0.30 0.14 0.22 0.22 0.04 0.12 0.12 Sat Flow, veh/h 3456 3554 1551 3456 3554 1552 1781 3554 1548 3456 3554 1533 Grp Volume(v), veh/h 66 416 144 120 661 9 183 47 41 33 54 36 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1552 1781 1777 1548 1728 1777 1533 Q Serve(g_s), s 0.9 4.5 3.5 1.6 7.5 0.2 4.7 0.5 1.0 0.4 0.6 1.0 Cycle Q Clear(g_c), s 0.9 4.5 3.5 1.6 7.5 0.2 4.7 0.5 1.0 0.4 0.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 983 429 291 1064 465 244 795 346 129 441 190 V/C Ratio(X) 0.31 0.42 0.34 0.41 0.62 0.02 0.75 0.06 0.12 0.26 0.12 0.19 Avail Cap(c_a), veh/h 587 2725 1190 881 3027 1322 1059 3178 1384 587 1668 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.1 13.9 13.6 20.5 14.2 11.6 19.5 14.4 14.6 22.0 18.3 18.5 Incr Delay (d2), s/veh 0.8 0.3 0.5 0.9 0.6 0.0 4.6 0.0 0.2 1.0 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.4 1.0 0.5 2.3 0.1 1.9 0.2 0.3 0.2 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 14.2 14.0 21.4 14.8 11.6 24.1 14.4 14.7 23.1 18.5 19.0 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 626 790 271 123
Approach Delay, s/veh 15.0 15.8 21.0 19.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.8 15.4 8.0 17.9 10.5 10.7 6.9 19.0 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 8.0 42.1 12.0 36.1 28.0 22.1 8.0 40.1 Max Q Clear Time (g_c+I1), s 2.4 3.0 3.6 6.5 6.7 3.0 2.9 9.5 Green Ext Time (p_c), s 0.0 0.4 0.2 3.0 0.4 0.3 0.1 4.3 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
969
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing Plus Project-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 66 416 166 120 661 10 183 47 48 33 54 61 v/c Ratio 0.17 0.42 0.31 0.26 0.63 0.02 0.50 0.04 0.08 0.09 0.14 0.21 Control Delay 29.5 20.3 8.2 28.8 22.1 0.1 28.7 19.5 1.6 29.9 29.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 20.3 8.2 28.8 22.1 0.1 28.7 19.5 1.6 29.9 29.5 1.6 Queue Length 50th (ft) 11 66 10 21 111 0 61 5 0 5 10 0
Queue Length 95th (ft) 33 121 54 51 187 0 133 22 7 20 29 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 485 2259 1033 728 2459 1113 876 2546 1137 485 1383 682 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.18 0.16 0.16 0.27 0.01 0.21 0.02 0.04 0.07 0.04 0.09 Intersection Summary
970
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Existing Plus Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh23.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 289 136 12 496 11 117 13 10 15 25 31 Future Vol, veh/h 23 289 136 12 496 11 117 13 10 15 25 31 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 307 145 13 528 12 124 14 11 16 27 33
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 21 30.1 12.8 11.1

HCM LOS C D B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 84% 5% 2% 21%
Vol Thru, % 9% 65% 96% 35%
Vol Right, % 7% 30% 2% 44%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 140 448 519 71
LT Vol 117 23 12 15
Through Vol 13 289 496 25
RT Vol 10 136 11 31
Lane Flow Rate 149 477 552 76
Geometry Grp 1111
Degree of Util (X) 0.29 0.714 0.834 0.146
Departure Headway (Hd) 7.001 5.396 5.44 6.942
Convergence, Y/N Yes Yes Yes Yes
Cap 515 662 657 519
Service Time 5.007 3.489 3.528 4.952
HCM Lane V/C Ratio 0.289 0.721 0.84 0.146
HCM Control Delay 12.8 21 30.1 11.1
HCM Lane LOS B C D B
HCM 95th-tile Q 1.2 6 9 0.5
4 4 4 4
1 I
971
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 59.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 53 3 173 191 69 221 14 164 205 6 Future Vol, veh/h 3 184 53 3 173 191 69 221 14 164 205 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 211 61 3 199 220 79 254 16 189 236 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 30.8 64.4 46.4 84.7

HCM LOS D F E F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 44%
Vol Thru, % 73% 77% 47% 55%
Vol Right, % 5% 22% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 304 240 367 375
LT Vol 69 3 3 164
Through Vol 221 184 173 205
RT Vol 14 53 191 6
Lane Flow Rate 349 276 422 431
Geometry Grp 1111
Degree of Util (X) 0.853 0.693 0.964 1.039
Departure Headway (Hd) 9.021 9.312 8.445 8.675
Convergence, Y/N Yes Yes Yes Yes
Cap 405 392 434 422
Service Time 7.021 7.312 6.445 6.675
HCM Lane V/C Ratio 0.862 0.704 0.972 1.021
HCM Control Delay 46.4 30.8 64.4 84.7
HCM Lane LOS E D F F
HCM 95th-tile Q 8.2 5.1 11.5 13.8
4 4 4 4
I
972
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Existing Plus Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 1 25 26 1 1
Future Vol, veh/h 30 1 25 26 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 222222
Mvmt Flow 33 1 27 28 1 1
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 6.9 7.2

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 97% 50%
Vol Thru, % 49% 0% 50%
Vol Right, % 51% 3% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 51 31 2
LT Vol 0 30 1
Through Vol 25 0 1
RT Vol 26 1 0
Lane Flow Rate 55 34 2
Geometry Grp 1 1 1
Degree of Util (X) 0.057 0.039 0.002
Departure Headway (Hd) 3.689 4.208 4.135
Convergence, Y/N Yes Yes Yes
Cap 972 853 866
Service Time 1.707 2.224 2.159
HCM Lane V/C Ratio 0.057 0.04 0.002
HCM Control Delay 6.9 7.4 7.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.1 0
¥ 1 4
I
I
973
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Existing Plus Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 31 1 30 1 52 1 1
Future Vol, veh/h 31 1 30 1 52 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 34 1 33 1 57 1 1
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 8.2 7.1 7.7

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 2% 0% 0% 25% 100%
Vol Right, % 0% 98% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 53 31 1 1 1
LT Vol 0 0 31 0 1 0
Through Vol 30 10001
RT Vol 0 52 0 1 0 0
Lane Flow Rate 33 58 34 1 1 1
Geometry Grp 777777
Degree of Util (X) 0.042 0.063 0.049 0.001 0.002 0.001
Departure Headway (Hd) 4.596 3.909 5.189 3.988 5.015 4.64 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 777 913 688 892 710 767
Service Time 2.334 1.647 2.937 1.736 2.769 2.393
HCM Lane V/C Ratio 0.042 0.064 0.049 0.001 0.001 0.001
HCM Control Delay 7.5 6.9 8.2 6.7 7.8 7.4
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.2 0.2 0 0 0
7 JI 1 4+
I I
974
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing Plus Project-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 432 125 71 429 21 181 62 65 16 29 39 Future Volume (veh/h) 76 432 125 71 429 21 181 62 65 16 29 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 497 124 82 493 21 208 71 38 18 33 27 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 254 892 389 246 884 385 277 930 406 77 456 197 Arrive On Green 0.07 0.25 0.25 0.07 0.25 0.25 0.16 0.26 0.26 0.02 0.13 0.13 Sat Flow, veh/h 3456 3554 1550 3456 3554 1550 1781 3554 1550 3456 3554 1534 Grp Volume(v), veh/h 87 497 124 82 493 21 208 71 38 18 33 27 Grp Sat Flow(s),veh/h/ln 1728 1777 1550 1728 1777 1550 1781 1777 1550 1728 1777 1534 Q Serve(g_s), s 1.1 5.5 2.9 1.0 5.5 0.5 5.0 0.7 0.8 0.2 0.4 0.7 Cycle Q Clear(g_c), s 1.1 5.5 2.9 1.0 5.5 0.5 5.0 0.7 0.8 0.2 0.4 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 892 389 246 884 385 277 930 406 77 456 197 V/C Ratio(X) 0.34 0.56 0.32 0.33 0.56 0.05 0.75 0.08 0.09 0.23 0.07 0.14 Avail Cap(c_a), veh/h 688 2681 1169 688 2681 1169 1300 3781 1650 535 1737 750 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 14.7 13.8 20.0 14.8 12.9 18.2 12.6 12.6 21.7 17.3 17.5 Incr Delay (d2), s/veh 0.8 0.5 0.5 0.8 0.6 0.1 4.1 0.0 0.1 1.5 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.7 0.8 0.4 1.7 0.1 2.0 0.2 0.2 0.1 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 15.3 14.2 20.8 15.4 13.0 22.3 12.6 12.7 23.2 17.4 17.8 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 708 596 317 78
Approach Delay, s/veh 15.8 16.0 19.0 18.9
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 16.7 7.2 16.2 11.0 10.7 7.3 16.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.0 48.1 9.0 34.1 33.0 22.1 9.0 34.1 Max Q Clear Time (g_c+I1), s 2.2 2.8 3.0 7.5 7.0 2.7 3.1 7.5 Green Ext Time (p_c), s 0.0 0.5 0.1 3.4 0.5 0.2 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
975
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Existing Plus Project-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 87 497 144 82 493 24 208 71 75 18 33 45 v/c Ratio 0.20 0.55 0.29 0.19 0.55 0.05 0.52 0.05 0.12 0.05 0.08 0.16 Control Delay 27.3 22.1 7.1 27.4 22.1 0.2 26.7 15.3 4.2 28.8 28.1 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.3 22.1 7.1 27.4 22.1 0.2 26.7 15.3 4.2 28.8 28.1 1.2 Queue Length 50th (ft) 14 79 3 13 78 0 65 70350
Queue Length 95th (ft) 37 137 40 36 137 0 136 26 20 12 19 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 574 2244 1026 574 2244 1026 1086 2925 1293 446 1454 710 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.15 0.22 0.14 0.14 0.22 0.02 0.19 0.02 0.06 0.04 0.02 0.06 Intersection Summary
976
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Existing Plus Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh53.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 390 87 16 474 20 103 19 11 12 21 24 Future Vol, veh/h 27 390 87 16 474 20 103 19 11 12 21 24 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 33333333333
Mvmt Flow 33 476 106 20 578 24 126 23 13 15 26 29
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 55.8 66.6 14.5 12.2

HCM LOS F F B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 77% 5% 3% 21%
Vol Thru, % 14% 77% 93% 37%
Vol Right, % 8% 17% 4% 42%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 133 504 510 57
LT Vol 103 27 16 12
Through Vol 19 390 474 21
RT Vol 11 87 20 24
Lane Flow Rate 162 615 622 70
Geometry Grp 1111
Degree of Util (X) 0.337 0.981 1.023 0.147
Departure Headway (Hd) 7.689 5.888 5.92 7.869
Convergence, Y/N Yes Yes Yes Yes
Cap 470 621 616 459
Service Time 5.689 3.888 3.92 5.869
HCM Lane V/C Ratio 0.345 0.99 1.01 0.153
HCM Control Delay 14.5 55.8 66.6 12.2
HCM Lane LOS B F F B
HCM 95th-tile Q 1.5 14.3 16.2 0.5
4 4 4 4
1 I
977
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 106.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 162 72 18 222 316 111 271 13 139 255 3 Future Vol, veh/h 3 162 72 18 222 316 111 271 13 139 255 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 222222222222
Mvmt Flow 3 167 74 19 229 326 114 279 13 143 263 3
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 29.3 189.4 71.5 73

HCM LOS D F F F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 28% 1% 3% 35%
Vol Thru, % 69% 68% 40% 64%
Vol Right, % 3% 30% 57% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 395 237 556 397
LT Vol 111 3 18 139
Through Vol 271 162 222 255
RT Vol 13 72 316 3
Lane Flow Rate 407 244 573 409
Geometry Grp 1111
Degree of Util (X) 0.971 0.627 1.333 0.977
Departure Headway (Hd) 9.669 10.362 8.374 9.684
Convergence, Y/N Yes Yes Yes Yes
Cap 379 352 441 377
Service Time 7.669 8.362 6.374 7.684
HCM Lane V/C Ratio 1.074 0.693 1.299 1.085
HCM Control Delay 71.5 29.3 189.4 73
HCM Lane LOS F D F F
HCM 95th-tile Q 11 4 26.1 11.1
4 4 4 4
I
978
AGENDA ITEM NO. 13.
2: Baron Ave & Behymer Ave Near-Term With Project-AM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 292 12 12 460 38 8
Future Vol, veh/h 292 12 12 460 38 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 317 13 13 500 41 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 330 0 850 324
Stage 1 - - - - 324 -
Stage 2 - - - - 526 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1229 - 331 717
Stage 1 - - - - 733 -
Stage 2 - - - - 593 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1229 - 326 717
Mov Cap-2 Maneuver - - - - 326 -
Stage 1 - - - - 733 -
Stage 2 - - - - 584 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 16.6

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 360 - - 1229 -
HCM Lane V/C Ratio 0.139 - - 0.011 -
HCM Control Delay (s) 16.6 - - 8 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
1 4 ¥
979
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Near-Term With Project-AM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 1 104 32 1 13 36 66 6 4 175 3
Future Vol, veh/h 9 1 104 32 1 13 36 66 6 4 175 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 10 1 113 35 1 14 39 72 7 4 190 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 361 357 192 411 355 76 193 0 0 79 0 0 Stage 1 200 200 - 154 154 -------
Stage 2 161 157 - 257 201 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 595 569 850 551 571 985 1380 - - 1519 - - Stage 1 802 736 - 848 770 -------
Stage 2 841 768 - 748 735 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 572 551 850 466 553 985 1380 - - 1519 - - Mov Cap-2 Maneuver 572 551 - 466 553 -------
Stage 1 780 734 - 824 748 -------
Stage 2 804 746 - 646 733 -------
Approach EB WB NB SB
HCM Control Delay, s 10 12 2.6 0.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1380 - - 572 846 466 933 1519 - -
HCM Lane V/C Ratio 0.028 - - 0.017 0.135 0.075 0.016 0.003 - - HCM Control Delay (s) 7.7 - - 11.4 9.9 13.3 8.9 7.4 - - HCM Lane LOS A - - BABAA - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.2 0.1 0 - -
h h 1 h1 1 1
980
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 17.8
Intersection LOS C
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 360 3 83 116 188 3 226
Future Vol, veh/h 360 3 83 116 188 3 226
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 391 3 90 126 204 3 246
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 28.2 12.3 10.8

HCM LOS D B B

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 17% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 83% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 77 227 360 3 3 113 113
LT Vol 0 0 0 360 0 3 0 0
Through Vol 83 77 39 0 0 0 113 113
RT Vol 0 0 188 0 3 0 0 0
Lane Flow Rate 90 84 246 391 3 3 123 123
Geometry Grp 88888888
Degree of Util (X) 0.169 0.158 0.422 0.757 0.005 0.007 0.244 0.183 Departure Headway (Hd) 6.763 6.763 6.169 6.966 5.768 7.664 7.151 5.373 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 527 527 579 517 617 464 499 661
Service Time 4.55 4.55 3.956 4.733 3.534 5.462 4.948 3.167 HCM Lane V/C Ratio 0.171 0.159 0.425 0.756 0.005 0.006 0.246 0.186 HCM Control Delay 10.9 10.8 13.4 28.4 8.6 10.5 12.3 9.4 HCM Lane LOS B B B D ABBA
HCM 95th-tile Q 0.6 0.6 2.1 6.6 0 0 0.9 0.7
7 11 *1 h ++
I I
981
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Near-Term With Project-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 611 166 202 853 68 185 155 81 161 329 173 Future Volume (veh/h) 117 611 166 202 853 68 185 155 81 161 329 173 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 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 131 687 165 227 958 75 208 174 84 181 370 169 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 228 1175 514 333 1283 561 259 842 367 278 611 265 Arrive On Green 0.07 0.33 0.33 0.10 0.36 0.36 0.15 0.24 0.24 0.08 0.17 0.17 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 1781 3554 1549 3456 3554 1542 Grp Volume(v), veh/h 131 687 165 227 958 75 208 174 84 181 370 169 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1781 1777 1549 1728 1777 1542 Q Serve(g_s), s 2.6 11.2 5.5 4.4 16.4 2.3 7.9 2.7 3.0 3.5 6.7 7.1 Cycle Q Clear(g_c), s 2.6 11.2 5.5 4.4 16.4 2.3 7.9 2.7 3.0 3.5 6.7 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 228 1175 514 333 1283 561 259 842 367 278 611 265 V/C Ratio(X) 0.57 0.58 0.32 0.68 0.75 0.13 0.80 0.21 0.23 0.65 0.61 0.64 Avail Cap(c_a), veh/h 446 1994 872 645 2198 962 614 1785 778 551 1127 489 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 19.3 17.5 30.4 19.5 14.9 28.8 21.3 21.5 31.1 26.7 26.8 Incr Delay (d2), s/veh 2.3 0.5 0.4 2.5 0.9 0.1 5.7 0.1 0.3 2.6 1.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 4.0 1.7 1.8 5.8 0.7 3.5 1.0 1.0 1.5 2.7 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 19.8 17.8 32.9 20.4 15.1 34.5 21.5 21.8 33.6 27.6 29.4 LnGrp LOS C B B C C B CCCCCC
Approach Vol, veh/h 983 1260 466 720
Approach Delay, s/veh 21.3 22.3 27.3 29.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 21.4 10.7 27.9 14.1 16.9 8.6 30.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 11.1 35.0 13.0 39.1 24.0 22.1 9.0 43.1 Max Q Clear Time (g_c+I1), s 5.5 5.0 6.4 13.2 9.9 9.1 4.6 18.4 Green Ext Time (p_c), s 0.2 1.3 0.4 4.9 0.5 2.3 0.1 6.7 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
982
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Near-Term With Project-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 131 687 187 227 958 76 208 174 91 181 370 194 v/c Ratio 0.41 0.61 0.32 0.54 0.78 0.12 0.65 0.20 0.20 0.49 0.60 0.46 Control Delay 48.1 29.7 10.7 46.2 32.1 0.8 47.5 28.9 7.4 47.0 41.2 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.1 29.7 10.7 46.2 32.1 0.8 47.5 28.9 7.4 47.0 41.2 9.9 Queue Length 50th (ft) 37 175 23 64 257 0 114 42 0 51 105 2 Queue Length 95th (ft) 80 278 82 124 392 4 219 77 35 104 181 63 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 355 1589 765 512 1751 830 487 1422 676 437 898 533 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.37 0.43 0.24 0.44 0.55 0.09 0.43 0.12 0.13 0.41 0.41 0.36 Intersection Summary
983
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Near-Term With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 601 213 67 774 31 159 30 49 39 62 121 Future Volume (veh/h) 78 601 213 67 774 31 159 30 49 39 62 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 83 639 181 71 823 27 169 32 41 41 66 103 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 110 757 622 102 1423 615 213 371 302 73 224 183 Arrive On Green 0.06 0.41 0.41 0.06 0.40 0.40 0.12 0.20 0.20 0.04 0.12 0.12 Sat Flow, veh/h 1767 1856 1525 1767 3526 1524 1767 1856 1507 1767 1856 1520 Grp Volume(v), veh/h 83 639 181 71 823 27 169 32 41 41 66 103 Grp Sat Flow(s),veh/h/ln 1767 1856 1525 1767 1763 1524 1767 1856 1507 1767 1856 1520 Q Serve(g_s), s 2.8 18.9 4.8 2.4 11.0 0.7 5.6 0.9 1.4 1.4 2.0 3.9 Cycle Q Clear(g_c), s 2.8 18.9 4.8 2.4 11.0 0.7 5.6 0.9 1.4 1.4 2.0 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 757 622 102 1423 615 213 371 302 73 224 183 V/C Ratio(X) 0.76 0.84 0.29 0.70 0.58 0.04 0.79 0.09 0.14 0.56 0.30 0.56 Avail Cap(c_a), veh/h 288 1103 907 175 1870 808 320 724 588 186 584 478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 16.2 12.1 28.1 14.1 11.0 26.0 19.8 20.0 28.6 24.3 25.2 Incr Delay (d2), s/veh 10.1 4.1 0.3 8.4 0.4 0.0 7.7 0.1 0.2 6.7 0.7 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(50%),veh/ln 1.4 6.9 1.3 1.1 3.4 0.2 2.6 0.3 0.4 0.7 0.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 20.3 12.3 36.5 14.5 11.0 33.7 19.9 20.2 35.3 25.1 27.9 LnGrp LOS D C B D B B C B CDCC
Approach Vol, veh/h 903 921 242 210
Approach Delay, s/veh 20.4 16.1 29.6 28.4
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 17.0 7.5 29.7 11.3 12.2 7.8 29.4 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 6.4 23.7 6.0 36.1 11.0 19.1 9.9 32.2 Max Q Clear Time (g_c+I1), s 3.4 3.4 4.4 20.9 7.6 5.9 4.8 13.0 Green Ext Time (p_c), s 0.0 0.2 0.0 3.9 0.1 0.5 0.1 5.0 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
+ 7 ++ 7 + 7 h + 7
984
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Near-Term With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 83 639 227 71 823 33 169 32 52 41 66 129 v/c Ratio 0.40 0.82 0.30 0.46 0.60 0.05 0.64 0.07 0.11 0.26 0.31 0.40 Control Delay 38.3 29.1 3.3 46.2 20.1 0.1 44.8 27.4 0.5 38.9 36.0 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 29.1 3.3 46.2 20.1 0.1 44.8 27.4 0.5 38.9 36.0 6.6 Queue Length 50th (ft) 37 251 0 33 157 0 78 13 0 19 30 0 Queue Length 95th (ft) 83 #424 38 #90 231 0 #176 37 0 51 68 28 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 258 993 917 157 1684 812 287 652 610 167 525 556 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.32 0.64 0.25 0.45 0.49 0.04 0.59 0.05 0.09 0.25 0.13 0.23 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
985
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Near-Term With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 127.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 213 60 16 193 204 74 256 26 186 255 6 Future Vol, veh/h 3 213 60 16 193 204 74 256 26 186 255 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 245 69 18 222 234 85 294 30 214 293 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 52 135 95.8 192.3

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 21% 1% 4% 42%
Vol Thru, % 72% 77% 47% 57%
Vol Right, % 7% 22% 49% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 356 276 413 447
LT Vol 74 3 16 186
Through Vol 256 213 193 255
RT Vol 26 60 204 6
Lane Flow Rate 409 317 475 514
Geometry Grp 1111
Degree of Util (X) 1.046 0.835 1.175 1.324
Departure Headway (Hd) 10.702 11.239 9.986 10.047
Convergence, Y/N Yes Yes Yes Yes
Cap 344 324 366 365
Service Time 8.702 9.239 7.986 8.047
HCM Lane V/C Ratio 1.189 0.978 1.298 1.408
HCM Control Delay 95.8 52 135 192.3
HCM Lane LOS FFFF
HCM 95th-tile Q 12.5 7.2 17.1 22.4
4 4 4 4
I
986
AGENDA ITEM NO. 13.
2: Baron Ave & Behymer Ave Near-Term With Project-PM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 364 43 13 369 26 12
Future Vol, veh/h 364 43 13 369 26 12
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 396 47 14 401 28 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 443 0 849 420
Stage 1 - - - - 420 -
Stage 2 - - - - 429 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1117 - 331 633
Stage 1 - - - - 663 -
Stage 2 - - - - 657 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1117 - 326 633
Mov Cap-2 Maneuver - - - - 326 -
Stage 1 - - - - 663 -
Stage 2 - - - - 646 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 15.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 385 - - 1117 -
HCM Lane V/C Ratio 0.107 - - 0.013 -
HCM Control Delay (s) 15.5 - - 8.3 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
1 4 ¥
987
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Near-Term With Project-PM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1 70 21 1 9 118 216 18 15 118 10
Future Vol, veh/h 6 1 70 21 1 9 118 216 18 15 118 10
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 1 76 23 1 10 128 235 20 16 128 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 673 677 134 705 672 245 139 0 0 255 0 0 Stage 1 166 166 - 501 501 -------
Stage 2 507 511 - 204 171 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 369 375 915 351 377 794 1445 - - 1310 - - Stage 1 836 761 - 552 543 -------
Stage 2 548 537 - 798 757 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 336 338 915 297 339 794 1445 - - 1310 - - Mov Cap-2 Maneuver 336 338 - 297 339 -------
Stage 1 762 752 - 503 495 -------
Stage 2 492 489 - 722 748 -------
Approach EB WB NB SB
HCM Control Delay, s 9.9 15.6 2.6 0.8

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1445 - - 336 894 297 700 1310 - -
HCM Lane V/C Ratio 0.089 - - 0.019 0.086 0.077 0.016 0.012 - - HCM Control Delay (s) 7.7 - - 15.9 9.4 18.1 10.2 7.8 - - HCM Lane LOS A - - C A C B A - -
HCM 95th %tile Q(veh) 0.3 - - 0.1 0.3 0.2 0 0 - -
h h 1 h1 1 1
988
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 37.9
Intersection LOS E
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 312 1 30 268 447 1 196
Future Vol, veh/h 312 1 30 268 447 1 196
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 339 1 33 291 486 1 213
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 30.3 48.1 11.6

HCM LOS D E B

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 17% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 83% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 179 536 312 1 1 98 98
LT Vol 0 0 0 312 0 1 0 0
Through Vol 30 179 89 0 0 0 98 98
RT Vol 0 0 447 0 1 0 0 0
Lane Flow Rate 33 194 583 339 1 1 107 107
Geometry Grp 88888888
Degree of Util (X) 0.061 0.365 1 0.745 0.002 0.003 0.236 0.183 Departure Headway (Hd) 6.771 6.771 6.174 7.907 6.705 8.497 7.981 6.192 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 530 532 589 458 533 429 458 586
Service Time 4.504 4.504 3.907 5.639 4.449 6.098 5.596 3.856 HCM Lane V/C Ratio 0.062 0.365 0.99 0.74 0.002 0.002 0.234 0.183 HCM Control Delay 9.9 13.4 61.8 30.4 9.5 11.1 13 10.2
HCM Lane LOS A B F D ABBB
HCM 95th-tile Q 0.2 1.7 14.7 6.1 0 0 0.9 0.7
7 11 *1 h ++
I I
989
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Near-Term With Project-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 207 811 163 144 817 165 228 380 200 128 243 147 Future Volume (veh/h) 207 811 163 144 817 165 228 380 200 128 243 147 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 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 238 932 167 166 939 187 262 437 193 147 279 151 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 336 1316 576 253 1231 538 312 914 399 230 527 228 Arrive On Green 0.10 0.37 0.37 0.07 0.35 0.35 0.18 0.26 0.26 0.07 0.15 0.15 Sat Flow, veh/h 3456 3554 1555 3456 3554 1554 1781 3554 1550 3456 3554 1539 Grp Volume(v), veh/h 238 932 167 166 939 187 262 437 193 147 279 151 Grp Sat Flow(s),veh/h/ln 1728 1777 1555 1728 1777 1554 1781 1777 1550 1728 1777 1539 Q Serve(g_s), s 5.1 17.1 5.8 3.6 18.0 6.8 10.9 8.0 8.1 3.2 5.6 7.1 Cycle Q Clear(g_c), s 5.1 17.1 5.8 3.6 18.0 6.8 10.9 8.0 8.1 3.2 5.6 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 336 1316 576 253 1231 538 312 914 399 230 527 228 V/C Ratio(X) 0.71 0.71 0.29 0.66 0.76 0.35 0.84 0.48 0.48 0.64 0.53 0.66 Avail Cap(c_a), veh/h 587 1988 870 465 1863 815 605 1645 717 438 887 384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 20.5 17.0 34.5 22.2 18.6 30.5 24.1 24.1 34.8 30.1 30.8 Incr Delay (d2), s/veh 2.8 0.7 0.3 2.9 1.0 0.4 6.0 0.4 0.9 2.9 0.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 6.2 1.8 1.5 6.6 2.2 4.8 3.1 2.7 1.3 2.3 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 21.3 17.3 37.4 23.2 19.0 36.5 24.5 25.0 37.7 30.9 34.0 LnGrp LOS D C B D C B DCCDCC
Approach Vol, veh/h 1337 1292 892 577
Approach Delay, s/veh 23.4 24.4 28.1 33.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 24.6 9.6 33.2 17.4 16.2 11.4 31.4 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 9.7 35.4 10.3 42.8 26.0 19.1 13.0 40.1 Max Q Clear Time (g_c+I1), s 5.2 10.1 5.6 19.1 12.9 9.1 7.1 20.0 Green Ext Time (p_c), s 0.2 3.3 0.2 6.8 0.6 1.5 0.4 6.5 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
990
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Near-Term With Project-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 238 932 187 166 939 190 262 437 230 147 279 169 v/c Ratio 0.58 0.73 0.29 0.49 0.78 0.29 0.73 0.50 0.46 0.46 0.56 0.47 Control Delay 48.7 30.8 9.4 49.7 34.1 5.0 50.3 33.2 13.6 49.9 45.0 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 30.8 9.4 49.7 34.1 5.0 50.3 33.2 13.6 49.9 45.0 11.3 Queue Length 50th (ft) 73 257 23 51 270 0 154 124 34 45 87 0 Queue Length 95th (ft) 126 368 73 94 386 44 261 176 96 86 140 55 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 487 1653 791 386 1549 782 502 1367 695 363 738 454 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.49 0.56 0.24 0.43 0.61 0.24 0.52 0.32 0.33 0.40 0.38 0.37 Intersection Summary
991
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Near-Term With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 151 811 159 62 931 50 192 46 74 33 63 123 Future Volume (veh/h) 151 811 159 62 931 50 192 46 74 33 63 123 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 184 989 155 76 1135 49 234 56 72 40 77 120 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 333333333333
Cap, veh/h 211 1022 842 92 1705 739 259 410 334 54 194 159 Arrive On Green 0.12 0.55 0.55 0.05 0.48 0.48 0.15 0.22 0.22 0.03 0.10 0.10 Sat Flow, veh/h 1767 1856 1529 1767 3526 1527 1767 1856 1511 1767 1856 1515 Grp Volume(v), veh/h 184 989 155 76 1135 49 234 56 72 40 77 120 Grp Sat Flow(s),veh/h/ln 1767 1856 1529 1767 1763 1527 1767 1856 1511 1767 1856 1515 Q Serve(g_s), s 12.5 62.7 6.2 5.2 30.0 2.1 15.9 3.0 4.8 2.7 4.7 9.4 Cycle Q Clear(g_c), s 12.5 62.7 6.2 5.2 30.0 2.1 15.9 3.0 4.8 2.7 4.7 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 1022 842 92 1705 739 259 410 334 54 194 159 V/C Ratio(X) 0.87 0.97 0.18 0.82 0.67 0.07 0.90 0.14 0.22 0.75 0.40 0.76 Avail Cap(c_a), veh/h 257 1048 864 92 1705 739 260 447 364 104 284 232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 26.4 13.7 57.4 24.0 16.8 51.3 38.3 39.0 58.8 51.2 53.2 Incr Delay (d2), s/veh 22.8 20.1 0.1 42.4 1.0 0.0 31.7 0.2 0.3 18.3 1.3 8.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 30.0 2.0 3.3 11.7 0.7 9.2 1.4 1.7 1.5 2.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.7 46.5 13.8 99.8 25.0 16.9 83.0 38.4 39.3 77.1 52.5 61.3 LnGrp LOS E D B F C B F D D E D E
Approach Vol, veh/h 1328 1260 362 237
Approach Delay, s/veh 46.8 29.2 67.4 61.1
Approach LOS D C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 31.9 10.4 72.3 21.9 17.7 18.6 64.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.2 29.5 6.4 69.1 18.0 18.7 17.8 57.7 Max Q Clear Time (g_c+I1), s 4.7 6.8 7.2 64.7 17.9 11.4 14.5 32.0 Green Ext Time (p_c), s 0.0 0.4 0.0 2.7 0.0 0.4 0.1 8.3 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
+ 7 ++ 7 + 7 h + 7
992
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Near-Term With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 184 989 194 76 1135 61 234 56 90 40 77 150 v/c Ratio 0.79 0.94 0.21 0.83 0.67 0.08 0.90 0.16 0.23 0.41 0.49 0.56 Control Delay 74.7 43.1 4.9 113.2 26.8 0.2 87.8 43.5 4.9 69.1 63.6 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.7 43.1 4.9 113.2 26.8 0.2 87.8 43.5 4.9 69.1 63.6 16.6 Queue Length 50th (ft) 140 690 19 60 356 0 183 38 0 31 59 0 Queue Length 95th (ft) #205 #899 46 #136 400 0 #301 69 17 65 99 47 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 256 1047 913 92 1706 808 259 447 451 103 283 360 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.72 0.94 0.21 0.83 0.67 0.08 0.90 0.13 0.20 0.39 0.27 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
993
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 462
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 188 98 61 529 390 133 290 14 169 594 11 Future Vol, veh/h 3 188 98 61 529 390 133 290 14 169 594 11 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 222222222222
Mvmt Flow 3 194 101 63 545 402 137 299 14 174 612 11
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 68.2 692.6 148.1 494.2

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 30% 1% 6% 22%
Vol Thru, % 66% 65% 54% 77%
Vol Right, % 3% 34% 40% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 437 289 980 774
LT Vol 133 3 61 169
Through Vol 290 188 529 594
RT Vol 14 98 390 11
Lane Flow Rate 451 298 1010 798
Geometry Grp 1111
Degree of Util (X) 1.132 0.78 2.464 2.004
Departure Headway (Hd) 17.2 19.063 11.685 13.63
Convergence, Y/N Yes Yes Yes Yes
Cap 216 194 323 279
Service Time 15.2 17.063 9.685 11.63
HCM Lane V/C Ratio 2.088 1.536 3.127 2.86
HCM Control Delay 148.1 68.2 692.6 494.2
HCM Lane LOS FFFF
HCM 95th-tile Q 11.3 5.3 61 38.3
4 4 4 4
I
994
AGENDA ITEM NO. 13.
2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 25.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 292 170 21 542 238 23
Future Vol, veh/h 292 170 21 542 238 23
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 317 185 23 589 259 25
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 502 0 1045 410
Stage 1 - - - - 410 -
Stage 2 - - - - 635 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1062 - ~ 253 642
Stage 1 - - - - 670 -
Stage 2 - - - - 528 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1062 - ~ 245 642
Mov Cap-2 Maneuver - - - - ~ 245 -
Stage 1 - - - - 670 -
Stage 2 - - - - 511 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 125.9

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 259 - - 1062 -
HCM Lane V/C Ratio 1.095 - - 0.021 -
HCM Control Delay (s) 125.9 - - 8.5 0
HCM Lane LOS F - - A A
HCM 95th %tile Q(veh) 12 - - 0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1 4 ¥
995
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Future Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 10 1 113 65 1 234 39 80 35 201 199 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 896 796 201 836 780 98 202 0 0 115 0 0 Stage 1 603 603 - 176 176 -------
Stage 2 293 193 - 660 604 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 261 320 840 287 327 958 1370 - - 1474 - - Stage 1 486 488 - 826 753 -------
Stage 2 715 741 - 452 488 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 173 269 840 217 275 958 1370 - - 1474 - - Mov Cap-2 Maneuver 173 269 - 217 275 -------
Stage 1 472 422 - 803 732 -------
Stage 2 524 720 - 337 422 -------
Approach EB WB NB SB
HCM Control Delay, s 11.4 14.1 2 3.9

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1370 - - 173 823 217 947 1474 - -
HCM Lane V/C Ratio 0.029 - - 0.057 0.139 0.301 0.248 0.136 - - HCM Control Delay (s) 7.7 - - 27.1 10.1 28.6 10.1 7.8 - - HCM Lane LOS A - - D B D B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.5 1.2 1 0.5 - -
h h 1 h1 1 1
996
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 84.1
Intersection LOS F
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 362 36 87 485 192 30 914
Future Vol, veh/h 362 36 87 485 192 30 914
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 393 39 95 527 209 33 993
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 117.1 47.5 99.9

HCM LOS F E F

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 46% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 54% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 323 354 362 36 30 457 457
LT Vol 0 0 0 362 0 30 0 0
Through Vol 87 323 162 0 0 0 457 457
RT Vol 0 0 192 0 36 0 0 0
Lane Flow Rate 95 351 384 393 39 33 497 497
Geometry Grp 88888888
Degree of Util (X) 0.231 0.859 0.899 1.144 0.101 0.084 1.208 0.969 Departure Headway (Hd) 9.536 9.536 9.138 10.846 9.622 9.922 9.397 7.578 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 379 383 400 338 375 363 392 482
Service Time 7.236 7.236 6.838 8.546 7.322 7.622 7.097 5.278 HCM Lane V/C Ratio 0.251 0.916 0.96 1.163 0.104 0.091 1.268 1.031 HCM Control Delay 15.1 49 54 127.4 13.4 13.5 144.3 61.2 HCM Lane LOS C E F F B B F F
HCM 95th-tile Q 0.9 8.2 9.3 15.3 0.3 0.3 19.1 12.3
7 11 *1 h ++
I I
997
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Future Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 130 799 215 353 927 198 224 230 183 221 695 324 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 196 980 428 437 1228 537 262 1135 496 300 921 402 Arrive On Green 0.06 0.28 0.28 0.13 0.35 0.35 0.15 0.32 0.32 0.09 0.26 0.26 Sat Flow, veh/h 3456 3554 1551 3456 3554 1554 1781 3554 1553 3456 3554 1550 Grp Volume(v), veh/h 130 799 215 353 927 198 224 230 183 221 695 324 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1554 1781 1777 1553 1728 1777 1550 Q Serve(g_s), s 3.4 19.5 10.8 9.2 21.5 8.9 11.4 4.4 8.5 5.8 16.8 18.2 Cycle Q Clear(g_c), s 3.4 19.5 10.8 9.2 21.5 8.9 11.4 4.4 8.5 5.8 16.8 18.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 196 980 428 437 1228 537 262 1135 496 300 921 402 V/C Ratio(X) 0.66 0.81 0.50 0.81 0.75 0.37 0.85 0.20 0.37 0.74 0.75 0.81 Avail Cap(c_a), veh/h 260 1226 535 594 1569 686 383 1424 622 475 1149 501 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 31.5 28.3 39.5 27.0 22.8 38.7 23.0 24.4 41.5 31.8 32.3 Incr Delay (d2), s/veh 3.8 3.5 0.9 5.9 1.6 0.4 11.9 0.1 0.5 3.5 2.2 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.2 3.8 4.0 8.5 3.0 5.6 1.7 2.9 2.5 7.0 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 35.0 29.2 45.4 28.6 23.3 50.6 23.1 24.9 45.0 34.0 39.9 LnGrp LOS DDCDCCDCCDCD
Approach Vol, veh/h 1144 1478 637 1240
Approach Delay, s/veh 35.3 31.9 33.3 37.5
Approach LOS DCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 34.6 15.8 30.6 17.7 29.0 9.3 37.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 12.8 37.3 16.0 32.1 20.0 30.1 7.0 41.1 Max Q Clear Time (g_c+I1), s 7.8 10.5 11.2 21.5 13.4 20.2 5.4 23.5 Green Ext Time (p_c), s 0.3 1.9 0.5 4.1 0.3 3.9 0.0 6.2 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
998
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 130 799 237 353 927 199 224 230 190 221 695 348 v/c Ratio 0.57 0.83 0.44 0.74 0.76 0.30 0.77 0.21 0.31 0.59 0.78 0.65 Control Delay 61.3 45.5 13.6 55.7 36.0 4.9 62.2 28.3 5.6 54.1 44.7 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.3 45.5 13.6 55.7 36.0 4.9 62.2 28.3 5.6 54.1 44.7 21.9 Queue Length 50th (ft) 50 293 39 132 316 0 160 65 0 82 252 96 Queue Length 95th (ft) #84 370 110 184 394 49 #268 97 51 123 323 201 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 233 1101 595 532 1409 734 343 1280 679 425 1032 591 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.56 0.73 0.40 0.66 0.66 0.27 0.65 0.18 0.28 0.52 0.67 0.59 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
999
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Future Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 232 864 194 73 812 105 162 94 43 367 443 500 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 258 858 706 83 1281 553 169 271 219 367 480 398 Arrive On Green 0.15 0.46 0.46 0.05 0.36 0.36 0.10 0.15 0.15 0.21 0.26 0.26 Sat Flow, veh/h 1767 1856 1526 1767 3526 1522 1767 1856 1495 1767 1856 1538 Grp Volume(v), veh/h 232 864 194 73 812 105 162 94 43 367 443 500 Grp Sat Flow(s),veh/h/ln 1767 1856 1526 1767 1763 1522 1767 1856 1495 1767 1856 1538 Q Serve(g_s), s 16.8 60.1 10.2 5.3 24.8 6.1 11.9 5.9 3.3 27.0 30.2 33.6 Cycle Q Clear(g_c), s 16.8 60.1 10.2 5.3 24.8 6.1 11.9 5.9 3.3 27.0 30.2 33.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 858 706 83 1281 553 169 271 219 367 480 398 V/C Ratio(X) 0.90 1.01 0.27 0.88 0.63 0.19 0.96 0.35 0.20 1.00 0.92 1.26 Avail Cap(c_a), veh/h 295 858 706 83 1281 553 169 271 219 367 480 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.6 35.0 21.5 61.6 34.2 28.3 58.6 49.9 48.8 51.5 47.0 48.2 Incr Delay (d2), s/veh 26.4 32.5 0.2 60.9 1.0 0.2 57.7 0.8 0.4 47.0 23.7 135.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.1 32.7 3.5 3.7 10.3 2.2 7.9 2.8 1.2 16.5 16.8 27.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.0 67.4 21.7 122.5 35.2 28.5 116.2 50.7 49.2 98.5 70.6 183.2 LnGrp LOS F F C F D C F D D F E F
Approach Vol, veh/h 1290 990 299 1310
Approach Delay, s/veh 63.0 41.0 86.0 121.4
Approach LOS E D F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 31.0 23.9 10.1 65.0 16.4 38.5 23.0 52.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 27.0 19.0 6.1 60.1 12.4 33.6 21.7 44.5 Max Q Clear Time (g_c+I1), s 29.0 7.9 7.3 62.1 13.9 35.6 18.8 26.8 Green Ext Time (p_c), s 0.0 0.4 0.0 0.0 0.0 0.0 0.2 5.1 Intersection Summary
HCM 6th Ctrl Delay 78.8
HCM 6th LOS E
+ 7 ++ 7 + 7 h + 7
1000
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 232 864 240 73 812 111 162 94 54 367 443 526 v/c Ratio 0.85 1.01 0.30 0.89 0.65 0.18 0.96 0.36 0.16 1.01 0.95 0.95 Control Delay 80.5 67.6 7.5 132.3 38.3 2.3 119.1 54.5 1.0 99.3 77.7 55.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.5 67.6 7.5 132.3 38.3 2.3 119.1 54.5 1.0 99.3 77.7 55.3 Queue Length 50th (ft) 190 ~739 32 62 306 0 138 72 0 ~316 366 277 Queue Length 95th (ft) #318 #1015 85 #159 380 18 #283 128 0 #522 #568 #508 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 294 857 790 82 1249 631 168 271 346 365 479 561 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.79 1.01 0.30 0.89 0.65 0.18 0.96 0.35 0.16 1.01 0.92 0.94 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.
1001
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 295.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 377 109 22 222 245 154 442 30 216 270 7 Future Vol, veh/h 14 377 109 22 222 245 154 442 30 216 270 7 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 Heavy Vehicles, % 222222222222
Mvmt Flow 15 410 118 24 241 266 167 480 33 235 293 8
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 254.2 226.9 409.4 259.6

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 25% 3% 4% 44%
Vol Thru, % 71% 75% 45% 55%
Vol Right, % 5% 22% 50% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 626 500 489 493
LT Vol 154 14 22 216
Through Vol 442 377 222 270
RT Vol 30 109 245 7
Lane Flow Rate 680 543 532 536
Geometry Grp 1111
Degree of Util (X) 1.809 1.435 1.366 1.445
Departure Headway (Hd) 13.77 14.864 15.015 15.262
Convergence, Y/N Yes Yes Yes Yes
Cap 272 250 250 246
Service Time 11.77 12.864 13.015 13.262
HCM Lane V/C Ratio 2.5 2.172 2.128 2.179
HCM Control Delay 409.4 254.2 226.9 259.6
HCM Lane LOS FFFF
HCM 95th-tile Q 32 19.8 17.8 19.6
4 4 4 4
I
1002
AGENDA ITEM NO. 13.
2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 364 268 21 369 141 12
Future Vol, veh/h 364 268 21 369 141 12
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 396 291 23 401 153 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 687 0 989 542
Stage 1 - - - - 542 -
Stage 2 - - - - 447 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 907 - 274 540
Stage 1 - - - - 583 -
Stage 2 - - - - 644 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 907 - 265 540
Mov Cap-2 Maneuver - - - - 265 -
Stage 1 - - - - 583 -
Stage 2 - - - - 623 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 36

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 276 - - 907 -
HCM Lane V/C Ratio 0.603 - - 0.025 -
HCM Control Delay (s) 36 - - 9.1 0
HCM Lane LOS E - - A A
HCM 95th %tile Q(veh) 3.6 - - 0.1 -
1 4 ¥
1003
AGENDA ITEM NO. 13.
3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 Future Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 1 76 33 1 124 128 247 116 287 137 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1341 1336 143 1316 1283 305 148 0 0 363 0 0 Stage 1 717 717 - 561 561 -------
Stage 2 624 619 - 755 722 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 129 153 905 135 165 735 1434 - - 1196 - - Stage 1 421 434 - 512 510 -------
Stage 2 473 480 - 401 431 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 81 106 905 93 114 735 1434 - - 1196 - - Mov Cap-2 Maneuver 81 106 - 93 114 -------
Stage 1 384 330 - 466 465 -------
Stage 2 357 437 - 278 328 -------
Approach EB WB NB SB
HCM Control Delay, s 13.3 22 2 5.9

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1434 - - 81 818 93 702 1196 - -
HCM Lane V/C Ratio 0.089 - - 0.081 0.094 0.351 0.178 0.24 - - HCM Control Delay (s) 7.8 - - 53.3 9.9 63.3 11.2 9 - -
HCM Lane LOS A - - F A F B A - -
HCM 95th %tile Q(veh) 0.3 - - 0.3 0.3 1.4 0.6 0.9 - -
h h 1 h1 1 1
1004
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 272.1
Intersection LOS F
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 317 9 32 1047 452 61 598
Future Vol, veh/h 317 9 32 1047 452 61 598
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 345 10 35 1138 491 66 650
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 70.4 419.7 28.9

HCM LOS F F D

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 44% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 56% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 698 801 317 9 61 299 299
LT Vol 0 0 0 317 0 61 0 0
Through Vol 32 698 349 0 0 0 299 299
RT Vol 0 0 452 0 9 0 0 0
Lane Flow Rate 35 759 871 345 10 66 325 325
Geometry Grp 88888888
Degree of Util (X) 0.083 1.801 1.967 0.945 0.024 0.169 0.782 0.625 Departure Headway (Hd) 8.544 8.544 8.133 11.293 10.095 9.906 9.392 7.61 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 422 432 453 324 357 365 387 478
Service Time 6.244 6.244 5.833 8.993 7.795 7.606 7.092 5.31 HCM Lane V/C Ratio 0.083 1.757 1.923 1.065 0.028 0.181 0.84 0.68 HCM Control Delay 12 390 461.9 72 13 14.6 38.6 22.2
HCM Lane LOS B F F F B B E C
HCM 95th-tile Q 0.3 48.1 59 9.6 0.1 0.6 6.6 4.2
7 11 *1 h ++
I I
1005
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Future Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 1001 167 316 1015 217 254 787 372 185 333 186 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 317 1193 522 394 1273 557 292 1043 455 254 722 314 Arrive On Green 0.09 0.34 0.34 0.11 0.36 0.36 0.16 0.29 0.29 0.07 0.20 0.20 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 1781 3554 1552 3456 3554 1546 Grp Volume(v), veh/h 243 1001 167 316 1015 217 254 787 372 185 333 186 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1781 1777 1552 1728 1777 1546 Q Serve(g_s), s 6.7 25.3 7.8 8.7 24.9 10.1 13.5 19.5 21.6 5.1 8.0 10.6 Cycle Q Clear(g_c), s 6.7 25.3 7.8 8.7 24.9 10.1 13.5 19.5 21.6 5.1 8.0 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 317 1193 522 394 1273 557 292 1043 455 254 722 314 V/C Ratio(X) 0.77 0.84 0.32 0.80 0.80 0.39 0.87 0.75 0.82 0.73 0.46 0.59 Avail Cap(c_a), veh/h 427 1431 626 534 1541 674 422 1284 561 320 772 336 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 29.8 24.0 41.9 28.0 23.3 39.6 31.1 31.9 44.0 34.0 35.1 Incr Delay (d2), s/veh 5.8 4.0 0.4 6.2 2.5 0.4 12.8 2.1 7.6 6.1 0.5 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 10.5 2.7 3.8 10.1 3.5 6.7 8.1 8.4 2.3 3.3 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.8 33.8 24.4 48.1 30.5 23.7 52.4 33.2 39.5 50.1 34.5 37.5 LnGrp LOS DCCDCCDCDDCD
Approach Vol, veh/h 1411 1548 1413 704
Approach Delay, s/veh 35.3 33.2 38.3 39.4
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 33.4 15.1 37.5 19.9 24.6 12.9 39.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 9.0 35.1 15.0 39.1 23.0 21.1 12.0 42.1 Max Q Clear Time (g_c+I1), s 7.1 23.6 10.7 27.3 15.5 12.6 8.7 26.9 Green Ext Time (p_c), s 0.1 4.9 0.4 5.3 0.4 1.7 0.2 6.3 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
* 7 ++ 7 ++ 7 * 7
1006
AGENDA ITEM NO. 13.
5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 243 1001 185 316 1015 220 254 787 407 185 333 203 v/c Ratio 0.67 0.85 0.31 0.72 0.81 0.32 0.79 0.77 0.73 0.65 0.50 0.45 Control Delay 57.7 42.2 10.8 56.0 37.6 4.9 60.7 41.2 29.8 61.1 43.4 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.7 42.2 10.8 56.0 37.6 4.9 60.7 41.2 29.8 61.1 43.4 9.2 Queue Length 50th (ft) 91 357 27 117 348 1 180 277 168 70 117 0 Queue Length 95th (ft) 135 448 82 167 437 52 #287 350 289 #117 167 65 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 393 1320 658 491 1422 751 388 1185 621 295 714 473 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.62 0.76 0.28 0.64 0.71 0.29 0.65 0.66 0.66 0.63 0.47 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
1007
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Future Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 465 1035 166 70 1052 353 237 333 175 182 184 393 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, % 333333333333
Cap, veh/h 459 986 812 80 1117 482 231 343 278 179 288 237 Arrive On Green 0.26 0.53 0.53 0.05 0.32 0.32 0.13 0.18 0.18 0.10 0.16 0.16 Sat Flow, veh/h 1767 1856 1528 1767 3526 1520 1767 1856 1505 1767 1856 1528 Grp Volume(v), veh/h 465 1035 166 70 1052 353 237 333 175 182 184 393 Grp Sat Flow(s),veh/h/ln 1767 1856 1528 1767 1763 1520 1767 1856 1505 1767 1856 1528 Q Serve(g_s), s 33.8 69.1 7.4 5.1 37.8 26.9 17.0 23.2 14.0 13.2 12.1 20.2 Cycle Q Clear(g_c), s 33.8 69.1 7.4 5.1 37.8 26.9 17.0 23.2 14.0 13.2 12.1 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 459 986 812 80 1117 482 231 343 278 179 288 237 V/C Ratio(X) 1.01 1.05 0.20 0.87 0.94 0.73 1.03 0.97 0.63 1.01 0.64 1.66 Avail Cap(c_a), veh/h 459 986 812 80 1117 482 231 343 278 179 288 237 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 30.4 16.0 61.7 43.2 39.5 56.5 52.7 48.9 58.4 51.5 54.9 Incr Delay (d2), s/veh 45.0 42.5 0.1 60.1 15.0 5.7 66.0 41.0 4.5 71.0 4.6 313.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 20.0 39.3 2.5 3.6 18.0 10.4 11.7 14.5 5.4 9.3 5.9 28.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.1 73.0 16.1 121.8 58.2 45.2 122.5 93.7 53.4 129.4 56.1 368.0 LnGrp LOS F F B F E D F F D F E F
Approach Vol, veh/h 1666 1475 745 759
Approach Delay, s/veh 72.9 58.1 93.4 235.1
Approach LOS E E F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.2 28.9 9.9 74.0 21.0 25.1 37.8 46.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 13.2 24.0 5.9 69.1 17.0 20.2 33.8 41.2 Max Q Clear Time (g_c+I1), s 15.2 25.2 7.1 71.1 19.0 22.2 35.8 39.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 98.0
HCM 6th LOS F
+ 7 ++ 7 + 7 h + 7
1008
AGENDA ITEM NO. 13.
6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 465 1035 201 70 1052 364 237 333 191 182 184 420 v/c Ratio 1.02 1.06 0.23 0.89 0.95 0.66 1.03 0.98 0.51 1.03 0.64 0.76 Control Delay 95.2 75.2 6.0 134.4 60.6 31.8 123.4 96.6 24.4 131.8 62.9 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 95.2 75.2 6.0 134.4 60.6 31.8 123.4 96.6 24.4 131.8 62.9 17.9 Queue Length 50th (ft) ~415 ~954 25 60 455 181 ~214 282 54 ~163 147 34 Queue Length 95th (ft) #629 #1211 66 #155 #593 295 #382 #476 133 #315 229 158 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 455 980 863 79 1110 555 229 340 371 177 286 552 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.02 1.06 0.23 0.89 0.95 0.66 1.03 0.98 0.51 1.03 0.64 0.76 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.
1009
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Existing Plus Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I
1010
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Existing Plus Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 573 580
17:00 515 531
2 12/22/2023 California 2012 1011
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Near-Term With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I
1012
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Near-Term With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 653 695
17:00 617 599
2 12/22/2023 California 2012 1013
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - Near-Term With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Clovis Ave
NB/SB
2 45
Baron Ave
WB
2 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
r •
400
□
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph — Warrant Curve
□ Warranted
♦ Unwarranted
1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
— 2+ Major, 2+ Minor
tn
2 o
CL.

ZE
2 500
6 450
t 200
5 150
d 50
2 °
S
X
I
1014
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - Near-Term With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
0:00 0 0
7:15 533 446
17:00 912 343
2 12/22/2023 California 2012 1015
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I
1016
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 1,042 1,149
17:00 903 716
2 12/22/2023 California 2012 1017
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
2: Baron Ave & Behymer Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Behymer Ave
EB/WB
1 45
Baron Ave
NB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
400
□ O 250
-- □
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I
1018
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
2: Baron Ave & Behymer Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:15 1,025 261
17:15 1,022 153
2 12/22/2023 California 2012 1019
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Clovis Ave
NB/SB
2 45
Baron Ave
WB
2 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
400 E
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph — Warrant Curve
□ Warranted
♦ Unwarranted
1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
— 2+ Major, 2+ Minor
tn
2 o
CL.

ZE
2 500
6 450
t 200
5 150
d 50
2 °
S
X
I
1020
AGENDA ITEM NO. 13.

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
0:00 0 0
7:15 1,621 485
17:00 2,129 387
2 12/22/2023 California 2012 1021
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX D

IMPROVED INTERSECTION ANALYSES

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION
1022
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 150 69 5 198 244 105 232 7 133 228 1 Future Volume (veh/h) 2 150 69 5 198 244 105 232 7 133 228 1 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 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 2 155 71 5 204 252 108 239 7 137 235 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 92 416 189 93 260 316 156 375 11 177 409 2
Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.09 0.21 0.21 0.10 0.22 0.22 Sat Flow, veh/h 3 1200 544 5 751 911 1781 1805 53 1781 1861 8 Grp Volume(v), veh/h 228 0 0 461 0 0 108 0 246 137 0 236 Grp Sat Flow(s),veh/h/ln 1748 0 0 1667 0 0 1781 0 1858 1781 0 1869 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 4.8 3.0 0.0 4.5 Cycle Q Clear(g_c), s 3.9 0.0 0.0 9.9 0.0 0.0 2.3 0.0 4.8 3.0 0.0 4.5 Prop In Lane 0.01 0.31 0.01 0.55 1.00 0.03 1.00 0.00
Lane Grp Cap(c), veh/h 697 0 0 669 0 0 156 0 386 177 0 410 V/C Ratio(X) 0.33 0.00 0.00 0.69 0.00 0.00 0.69 0.00 0.64 0.77 0.00 0.58 Avail Cap(c_a), veh/h 927 0 0 889 0 0 313 0 890 357 0 942 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 0.0 11.7 0.0 0.0 17.7 0.0 14.4 17.5 0.0 13.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.4 0.0 0.0 5.4 0.0 1.8 7.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 2.7 0.0 0.0 1.0 0.0 1.6 1.3 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.1 0.0 0.0 13.2 0.0 0.0 23.1 0.0 16.2 24.6 0.0 15.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 228 461 354 373
Approach Delay, s/veh 10.1 13.2 18.3 18.6
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.0 13.2 18.7 7.5 13.7 18.7
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 8.0 19.1 19.1 7.0 20.1 19.1 Max Q Clear Time (g_c+I1), s 5.0 6.8 5.9 4.3 6.5 11.9
Green Ext Time (p_c), s 0.1 0.9 1.0 0.1 0.9 1.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
h4 4 1 1
1023
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 228 461 108 246 137 236
v/c Ratio 0.38 0.74 0.40 0.52 0.45 0.47
Control Delay 13.5 21.0 27.0 20.8 27.5 19.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.5 21.0 27.0 20.8 27.5 19.2
Queue Length 50th (ft) 41 88 30 63 38 59
Queue Length 95th (ft) 99 #239 #81 124 #104 117
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 817 820 293 840 335 885
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.28 0.56 0.37 0.29 0.41 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
1024
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 184 53 3 173 191 69 221 14 164 205 6 Future Volume (veh/h) 3 184 53 3 173 191 69 221 14 164 205 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 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 3 211 61 3 199 220 79 254 16 189 236 7 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 88 437 125 87 253 277 128 378 24 243 510 15
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.07 0.22 0.22 0.14 0.28 0.28 Sat Flow, veh/h 5 1379 395 3 799 873 1781 1736 109 1781 1805 54 Grp Volume(v), veh/h 275 0 0 422 0 0 79 0 270 189 0 243 Grp Sat Flow(s),veh/h/ln 1779 0 0 1675 0 0 1781 0 1845 1781 0 1858 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 5.6 4.3 0.0 4.5 Cycle Q Clear(g_c), s 5.2 0.0 0.0 9.6 0.0 0.0 1.8 0.0 5.6 4.3 0.0 4.5 Prop In Lane 0.01 0.22 0.01 0.52 1.00 0.06 1.00 0.03
Lane Grp Cap(c), veh/h 650 0 0 617 0 0 128 0 401 243 0 525 V/C Ratio(X) 0.42 0.00 0.00 0.68 0.00 0.00 0.62 0.00 0.67 0.78 0.00 0.46 Avail Cap(c_a), veh/h 853 0 0 809 0 0 293 0 818 403 0 939 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 0.0 13.1 0.0 0.0 18.9 0.0 15.0 17.5 0.0 12.4 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.6 0.0 0.0 4.8 0.0 2.0 5.3 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 2.9 0.0 0.0 0.7 0.0 1.9 1.7 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.0 0.0 0.0 14.6 0.0 0.0 23.7 0.0 17.0 22.8 0.0 13.1 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 275 422 349 432
Approach Delay, s/veh 12.0 14.6 18.5 17.3
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.7 14.0 18.2 7.0 16.7 18.2
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 9.5 18.6 18.1 6.9 21.2 18.1 Max Q Clear Time (g_c+I1), s 6.3 7.6 7.2 3.8 6.5 11.6
Green Ext Time (p_c), s 0.1 1.0 1.1 0.0 1.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
h4 4 1 1
1025
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 275 422 79 270 189 243
v/c Ratio 0.49 0.72 0.31 0.55 0.55 0.37
Control Delay 17.5 21.7 26.4 21.2 29.5 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.5 21.7 26.4 21.2 29.5 15.3
Queue Length 50th (ft) 61 86 22 72 54 59
Queue Length 95th (ft) 129 #198 60 131 #138 110
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 751 755 278 785 383 917
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.56 0.28 0.34 0.49 0.26
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
1026
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 162 72 18 222 316 111 271 13 139 255 3 Future Volume (veh/h) 3 162 72 18 222 316 111 271 13 139 255 3 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 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 3 167 74 19 229 326 114 279 13 143 263 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 78 472 206 87 268 363 146 391 18 182 445 5
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.08 0.22 0.22 0.10 0.24 0.24 Sat Flow, veh/h 5 1219 533 22 691 938 1781 1769 82 1781 1845 21 Grp Volume(v), veh/h 244 0 0 574 0 0 114 0 292 143 0 266 Grp Sat Flow(s),veh/h/ln 1757 0 0 1652 0 0 1781 0 1852 1781 0 1866 Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.0 3.0 0.0 7.0 3.7 0.0 6.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 15.5 0.0 0.0 3.0 0.0 7.0 3.7 0.0 6.0 Prop In Lane 0.01 0.30 0.03 0.57 1.00 0.04 1.00 0.01
Lane Grp Cap(c), veh/h 757 0 0 718 0 0 146 0 409 182 0 450 V/C Ratio(X) 0.32 0.00 0.00 0.80 0.00 0.00 0.78 0.00 0.71 0.78 0.00 0.59 Avail Cap(c_a), veh/h 816 0 0 773 0 0 224 0 780 224 0 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.4 0.0 0.0 13.7 0.0 0.0 21.5 0.0 17.2 20.9 0.0 16.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 5.6 0.0 0.0 9.2 0.0 2.3 13.6 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 5.3 0.0 0.0 1.4 0.0 2.5 2.0 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 0.0 0.0 19.3 0.0 0.0 30.7 0.0 19.5 34.5 0.0 17.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 244 574 406 409
Approach Delay, s/veh 10.6 19.3 22.7 23.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 15.4 23.4 7.9 16.4 23.4
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 6.0 20.1 20.1 6.0 20.1 20.1 Max Q Clear Time (g_c+I1), s 5.7 9.0 6.7 5.0 8.0 17.5
Green Ext Time (p_c), s 0.0 1.1 1.1 0.0 1.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
h4 4 1 1
1027
AGENDA ITEM NO. 13.
1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 244 574 114 292 143 266
v/c Ratio 0.37 0.85 0.55 0.62 0.69 0.47
Control Delay 13.0 28.4 37.1 23.1 46.2 19.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.0 28.4 37.1 23.1 46.2 19.6
Queue Length 50th (ft) 44 124 35 80 45 73
Queue Length 95th (ft) 106 #336 #105 143 #136 131
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 711 722 206 725 206 728
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.34 0.80 0.55 0.40 0.69 0.37
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
1028
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 360 3 83 116 188 3 226
Future Volume (veh/h) 360 3 83 116 188 3 226
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 391 3 126 163 3 246
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 515 458 363 324 7 1336
Arrive On Green 0.29 0.29 0.20 0.20 0.00 0.38
Sat Flow, veh/h 1781 1585 1870 1585 1781 3647
Grp Volume(v), veh/h 391 3 126 163 3 246
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 5.9 0.0 1.8 2.7 0.0 1.4
Cycle Q Clear(g_c), s 5.9 0.0 1.8 2.7 0.0 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 515 458 363 324 7 1336
V/C Ratio(X) 0.76 0.01 0.35 0.50 0.41 0.18
Avail Cap(c_a), veh/h 1223 1088 1226 1094 304 2319
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.5 7.4 10.0 10.3 14.5 6.1
Incr Delay (d2), s/veh 2.3 0.0 0.6 1.2 32.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.0 0.5 0.6 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 7.4 10.5 11.5 47.2 6.2
LnGrp LOS B A B B D A
Approach Vol, veh/h 394 289 249
Approach Delay, s/veh 11.8 11.1 6.7
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.0 10.9 15.9 13.4
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 5.0 20.2 19.1 20.1
Max Q Clear Time (g_c+I1), s 2.0 4.7 3.4 7.9
Green Ext Time (p_c), s 0.0 1.3 1.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++
1029
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 391 3 90 330 3 246
v/c Ratio 0.61 0.01 0.32 0.27 0.01 0.29
Control Delay 16.4 7.3 22.4 5.7 20.3 16.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.4 7.3 22.4 5.7 20.3 16.2
Queue Length 50th (ft) 81 0 21 8 1 28
Queue Length 95th (ft) 161 4 62 43 7 60
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 959 859 291 1845 238 1822
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.41 0.00 0.31 0.18 0.01 0.14
Intersection Summary
fl
1030
AGENDA ITEM NO. 13.

Max Green Setting (Gmax), s 11.0
Synchro 11 Report

15.4 B
1317

0.73 2286

1.00 1.00

16.9 0.8

0.0 4.8

13.1 B
671

0.26 1260

1.00 1.00

21.6 0.2

0.0 1.0
636

0.58 1203

1.00 1.00

23.5 0.8

0.0 2.3

5.2 0.3
1219

0.56 2058

1.00 1.00

16.7 0.4

0.0 3.3

29.6 C

29.2 C

29.5 C

21.4 C

29.9 C

22.2 C

25.8 C
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary_
HCM 6th Ctrl Delay
HCM 6th LOS
1870
131

0.89 2
248

0.07 3456
131
1728

2.3 2.3

1.00 248

0.53 499

1.00 1.00

27.9 1.7

0.0 0.9
1870
165

0.89 2
533

0.34 1554
165
1554

4.9 4.9

1.00 533

0.31 900

1.00 1.00

15.1 0.3

0.0 1.4

1.00 No
1870
174

0.89 2
671

0.19 3554
174
1777

2.6 2.6
1870
208

0.89 2
321

0.09 3456
208
1728

3.6 3.6

1.00 321

0.65 665

1.00 1.00

27.3 2.2

0.0 1.4

1.00 No
1870
370

0.89 2
636

0.18 3554
370
1777

5.9 5.9
1870
169

0.89 2
276

0.18 1543
169
1543

6.3 6.3

1.00 276

0.61 522

1.00 1.00

23.6 2.2

0.0 2.1
5: Clovis Ave & Shepherd Ave
HCM 6th Signalized Intersection Summary
1870
227

0.89 2
344

0.10 3456
227
1728

3.9 3.9

1.00 344

0.66 721

1.00 1.00

27.0 2.2

0.0 1.5

1.00 No
1870
958

0.89 2
1317

0.37 3554
958
1777

14.5 14.5

1.00 No
1870
687

0.89 2
1219

0.34 3554
687
1777

9.8 9.8
1870
75 0.89
2 576

0.37 1555
75 1555

2.0 2.0

1.00 576

0.13 1000

1.00 1.00

13.0 0.1

0.0 0.6
_ 5

9.8 4.0

12.0 5.6

0.3 17.1
B
983

18.5 B
1870
84 0.89
2 292

0.19 1544
84 1544

2.9 2.9

1.00 292

0.29 547

1.00 1.00

21.7 0.5

0.0 1.0
1870
181

0.89 2
287

0.08 3456
181
1728

3.2 3.2

1.00 287

0.63 610

1.00 1.00

27.7 2.3

0.0 1.3
6 16.1

4.9 21.1

8.3 2.2
7 8.5

4.0 9.0

4.3 0.1
2 16.7

4.9 22.1

4.9 1.1
__8

28.0 4.9

40.1 16.5

6.6 17.7
__B
1260

19.5 B

21.8 C
466

25.3 C
4 26.3

4.9 36.1

11.8 4.9
Movement________
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h_______
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS___________
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs__
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
3 10.2

4.0 13.0

5.9 0.4

24.3 C
720

26.1 C
WBL
h
202
202
0 1.00

1.00 NBL
hh
185
185
0 1.00

1.00 SBL
h
161
161
0 1.00

1.00 EBL
h
117
117
0 1.00

1.00 SBT
4 329
329
0 WBT
4 853
853
0 NBT
4 155
155
0 1

9.2 4.0
EBT
4 611
611
0 Near-Term With Project-AM-Improved
12/20/2023
NBR
r
81 81
0 0.97

1.00 SBR
r
173
173
0 0.97

1.00 EBR
r
166
166
0 0.98

1.00 WBR
r
68 68
0 0.98

1.00 1031
AGENDA ITEM NO. 13.

Intersection Summary
Synchro 11 Report
966
0 0
0 0.38
100
562
0 0
0 0.35
250
399
0 0
0 0.33
50 780
0 0
0 0.24
250
577
0 0
0 0.39
255
854
0 0
0 0.09
65 518
0 0
0 0.18
255
488
0 0
0 0.37
235
532
0 0
0 0.39
1012
0 0
0 0.17
1836
0 0
0 0.52
1652
0 0
0 0.42
SBT
370

0.57 35.1

0.0 35.1
91 154
873
EBR
187

0.32 11.4

0.0 11.4
28 83
WBL
227

0.50 38.9

0.0 38.9
56 107
WBT
958

0.75 27.1

0.0 27.1
219
324
1233
NBT
174

0.26 30.4

0.0 30.4
40 77
1070
NBL
208

0.48 39.4

0.0 39.4
51 100
SBR
194

0.44 8.6

0.0 8.6
0 55
EBT
687

0.59 25.3

0.0 25.3
150
233
1234
5: Clovis Ave & Shepherd Ave
Queues
SBL
181

0.45 39.8

0.0 39.8
44 90
EBL
131

0.38 40.8

0.0 40.8
32 70
WBR
76 0.12

2.1 0.0

2.1 0
14 NBR
91 0.24

6.6 0.0

6.6 0
30 Lane Group
Lane Group Flow (vph)
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Near-Term With Project-AM-Improved
12/20/2023
1032
AGENDA ITEM NO. 13.

EBL EBR WBL WBR NBR SBR
Synchro 11 Report

13.8 B

0.0 A

0.0 A

19.6 B

19.4 B

19.7 B

14.2 B
16 16
0 1.00

1.00 6
6 0

0.97 1.00
60 60
0 0.98

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
26 26
0 0.96

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
3 3
0 1.00

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 204
204
0 0.97

1.00 28.3
C

30.7 C
1: Minnewawa Ave & Behymer Ave
HCM 6th Signalized Intersection Summary
1870
85 0.87
2 125

0.07 1781
85 1781

2.3 2.3

1.00 125

0.68 261

1.00 1.00

22.0 6.3

0.0 1.0
1870
30 0.87
2 40

0.24 170
324
1832

7.9 7.9

0.09 435

0.75 722

1.00 1.00

17.1 2.6

0.0 2.9
1870
214

0.87 2
267

0.15 1781
214
1781

5.6 5.6

1.00 267

0.80 331

1.00 1.00

19.9 10.8

0.0 2.7
1870
7 0.87
2 14

0.32 43
300
1861

6.4 6.4

0.02 590

0.51 806

1.00 1.00

13.5 0.7

0.0 2.0
6 20.3

4.9 21.0

8.4 1.2
2 16.4

4.9 19.1

9.9 1.1
1870
18 0.87
2 86

0.33 26
474
1669

3.7 12.9

0.04 625

0.76 699

1.00 1.00

15.2 4.3

0.0 4.4
1870
69 0.87
2 128

0.33 390
0 0

0.0 0.0

0.22 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
1870
234

0.87 2
270

0.33 824
0 0

0.0 0.0

0.49 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
8 20.8

4.9 18.1

14.9 0.9

1.00 No
1870
222

0.87 2
269

0.33 819
0 0

0.0 0.0
5 7.4

4.0 7.1

4.3 0.0

0.0 A
317

13.8 B

0.0 A
474

19.6 B

0.0 A
409

21.5 C

0.0 A
514

21.0 C
1870
3 0.87
2 76

0.33 4
317
1791

0.0 7.0

0.01 663

0.48 743

1.00 1.00

13.3 0.5

0.0 2.2
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS
4 20.8

4.9 18.1

9.0 1.1

1.00 No
1870
294

0.87 2
394

0.24 1662
0 0

0.0 0.0
NBT
1 256
256
0 1.00
No
1870
293

0.87 2
576

0.32 1817
0 0

0.0 0.0

1.00 No
1870
245

0.87 2
458

0.33 1397
0 0

0.0 0.0
SBT
1 255
255
0 WBT
4 193
193
0 1

11.3 4.0

9.0 7.6

0.1 EBT

4. 213
213
0 NBL
5 74
74 0

1.00 1.00
Near-Term With Project-PM-Improved
12/20/2023
SBL
1 186
186
0 1.00

1.00 1033
AGENDA ITEM NO. 13.

Synchro 11 Report
239
0 0
0 0.36
634
0 0
0 0.50
632
0 0
0 0.75
672
0 0
0 0.48
303
0 0
0 0.71
773
0 0
0 0.39
1: Minnewawa Ave & Behymer Ave
Queues
NBT
324

0.66 24.5

0.0 24.5
92 155
2614
WBT
474

0.83 30.3

0.0 30.3
113
#267
1520
SBL
214

0.72 40.4

0.0 40.4
68 #168
Intersection Summary__________________________
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lane Group
Lane Group Flow (vph)
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist(ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBT
317

0.56 19.5

0.0 19.5
76 151
5395
SBT
300

0.41 16.1

0.0 16.1
81 137
2532
NBL
85 0.38

28.8 0.0

28.8 26
64 Near-Term With Project-PM-Improved
12/20/2023
1034
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 312 1 30 268 447 1 196
Future Volume (veh/h) 312 1 30 268 447 1 196
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 339 1 291 389 1 213
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 443 394 624 556 5 1663
Arrive On Green 0.25 0.25 0.35 0.35 0.00 0.47
Sat Flow, veh/h 1781 1585 1870 1585 1781 3647
Grp Volume(v), veh/h 339 1 291 389 1 213
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 6.1 0.0 4.4 7.3 0.0 1.2
Cycle Q Clear(g_c), s 6.1 0.0 4.4 7.3 0.0 1.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 443 394 624 556 5 1663
V/C Ratio(X) 0.77 0.00 0.47 0.70 0.19 0.13
Avail Cap(c_a), veh/h 1087 967 982 876 309 1963
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 9.8 8.7 9.7 17.2 5.2
Incr Delay (d2), s/veh 2.8 0.0 0.5 1.6 17.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.0 1.0 1.6 0.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 9.8 9.3 11.3 34.6 5.2
LnGrp LOS B A A B C A
Approach Vol, veh/h 340 680 214
Approach Delay, s/veh 14.8 10.4 5.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 4.0 17.0 21.1 13.5
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 6.0 19.1 19.1 21.1
Max Q Clear Time (g_c+I1), s 2.0 9.3 3.2 8.1
Green Ext Time (p_c), s 0.0 2.8 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++
1035
AGENDA ITEM NO. 13.
4: Clovis Ave & Baron Ave Near-Term With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 339 1 33 777 1 213
v/c Ratio 0.56 0.00 0.11 0.55 0.00 0.18
Control Delay 14.9 9.0 19.4 6.1 20.0 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.9 9.0 19.4 6.1 20.0 10.8
Queue Length 50th (ft) 42 0 5 17 0 12
Queue Length 95th (ft) 166 3 33 83 4 51
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 1087 972 309 1998 309 1967
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.31 0.00 0.11 0.39 0.00 0.11
Intersection Summary
fl
1036
AGENDA ITEM NO. 13.

Max Green Setting (Gmax), s 11.0
Synchro 11 Report

4.8 0.2

15.8 B

14.2 B
707

0.62 1430

1.00 1.00

24.6 0.9

0.0 2.9
562

0.50 1166

1.00 1.00

25.9 0.7

0.0 1.9
1298

0.72 2379

1.00 1.00

18.4 0.8

0.0 5.3
1390

0.67 2590

1.00 1.00

16.9 0.6

0.0 4.9

31.1 C

31.4 C

32.7 C

33.0 C

26.8 C

29.0 C

22.9 C
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary_
HCM 6th Ctrl Delay
HCM 6th LOS
1870
167

0.87 2
609

0.39 1556
167
1556

4.9 4.9

1.00 609

0.27 1134

1.00 1.00

14.0 0.2

0.0 1.5
1870
166

0.87 2
263

0.08 3456
166
1728

3.1 3.1

1.00 263

0.63 564

1.00 1.00

30.2 2.5

0.0 1.3
1870
187

0.87 2
568

0.37 1555
187
1555

5.8 5.8

1.00 568

0.33 1041

1.00 1.00

15.4 0.3

0.0 1.8
1870
262

0.87 2
381

0.11 3456
262
1728

4.9 4.9

1.00 381

0.69 821

1.00 1.00

28.9 2.2

0.0 2.0

1.00 No
1870
437

0.87 2
707

0.20 3554
437
1777

7.6 7.6
1870
238

0.87 2
352

0.10 3456
238
1728

4.5 4.5

1.00 352

0.68 769

1.00 1.00

29.2 2.3

0.0 1.8
1870
193

0.87 2
308

0.20 1546
193
1546

7.7 7.7

1.00 308

0.63 622

1.00 1.00

24.7 2.1

0.0 2.6
1870
147

0.87 2
240

0.07 3456
147
1728

2.8 2.8

1.00 240

0.61 564

1.00 1.00

30.5 2.5

0.0 1.1

1.00 No
1870
279

0.87 2
562

0.16 3554
279
1777

4.8 4.8
1870
151

0.87 2
244

0.16 1540
151
1540

6.2 6.2

1.00 244

0.62 505

1.00 1.00

26.5 2.6

0.0 2.2
5: Clovis Ave & Shepherd Ave
HCM 6th Signalized Intersection Summary

1.00 No
1870
932

0.87 2
1390

0.39 3554
932
1777

14.6 14.6

1.00 No
1870
939

0.87 2
1298

0.37 3554
939
1777

15.4 15.4
2 18.3

4.9 27.1

9.7 3.0
3 9.1

4.0 11.0

5.1 0.2
__8

29.5 4.9

45.1 17.4

7.3 _ 5

11.4 4.0

16.0 6.9

0.6 6

15.6 4.9

22.1 8.2

1.8 _ 7

10.9 4.0

15.0 6.5

0.5 19.2
__B
1292

20.4 C

17.5 __B
1337

19.6 B

25.5 C
892

27.4 C
Movement________
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h_______
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS___________
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs__
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
__ 4

31.3 4.9

49.1 16.6

7.4 WBL
h
144
144
0 1.00

1.00 NBL
hh
228
228
0 1.00

1.00 26.6
C
577

28.8 C
SBL
h
128
128
0 1.00

1.00 EBL
h
207
207
0 1.00

1.00 SBT
4 243
243
0 WBT
4 817
817
0 NBT
4 380
380
0 1

8.7 4.0
EBT
4 811
811
0 Near-Term With Project-PM-Improved
12/20/2023
NBR
r
200
200
0 0.98

1.00 SBR
r
147
147
0 0.97

1.00 EBR
r
163
163
0 0.98

1.00 WBR
r
165
165
0 0.98

1.00 1037
AGENDA ITEM NO. 13.

Intersection Summary
Synchro 11 Report
250
438
0 0
0 0.38
255
899
0 0
0 0.21
65 585
0 0
0 0.39
908
0 0
0 0.31
100
520
0 0
0 0.33
250
597
0 0
0 0.40
50 937
0 0
0 0.20
235
637
0 0
0 0.41
255
438
0 0
0 0.34
1852
0 0
0 0.51
1113
0 0
0 0.39
2017
0 0
0 0.46
EBR
187

0.28 8.1

0.0 8.1
20 65
SBT
279

0.47 38.8

0.0 38.8
75 135
873
SBR
169

0.43 9.8

0.0 9.8
0 53
WBL
166

0.45 45.9

0.0 45.9
45 93
WBT
939

0.74 29.8

0.0 29.8
236
356
1233
NBT
437