Agenda packet — Clovis City Council, December 16, 2024 (part 17 of 21)

2257
AGENDA ITEM NO. 16.

Record Search Results Map: Resources
0 0.5 1
Kilometers
0 1,000 2,000 3,000 4,000 5,000
Feet
0 0.5 1
Miles
Scale: 1:24,000
12S 21E 19, 20, 29, 30
Friant (1964), CA 7.5' USGS Topographic
Quadrangle
Clovis (1964-1981), CA 7.5' USGS
Topographic Quadrangle
P-10-005934
Copyright:© 2013 National Geographic Society, i-cubed
resource_lines
Survey Area
Study Area (RS limit)
2258
AGENDA ITEM NO. 16.

Report List
Report No. Other IDs Year Author(s) Title Affiliation Resources SSJVIC Record Search 23-288
FR-01219 1993 Fresno Metropolitan Flood Control District Drainage Area "BY" Facilities
Cultural Resources
Consulting
Bissonnette, Linda Dick
FR-02062 2004 Request for SHPO Review of FCC
Undertaking (Shepherd/CA-1202A)
Thal, Sean EarthTouch, Inc.

FR-02203 2006 A Cultural Resource Study of the Battlin
Brooks Property, Fresno County, California
Varner, Dudley M. Varner Associates
FR-02289 2006 Cultural Resources Reconnaissance Survey
of the City of Clovis Northwest Urban Center
Specific Plan Area, Fresno County, California
Nettles, Wendy M. and Applied EarthWorks, Inc.

Baloian, Randy
10-006109
FR-03067 2018 Cultural Resource Inventory and Evaluation for the Tract 6200 Development in the City of
Clovis, Fresno County, California
Stanley, Ward, Baloian, Applied EarthWorks, Inc.

Randy, and Baloian, Mary
10-005934

Page 1 of 1 ends

2259
AGENDA ITEM NO. 16.

Record Search Results Map: Reports
0 0.5 1
Kilometers
0 1,000 2,000 3,000 4,000 5,000
Feet
0 0.5 1
Miles
Scale: 1:24,000
12S 21E 19, 20, 29, 30
Friant (1964), CA 7.5' USGS Topographic
Quadrangle
Clovis (1964-1981), CA 7.5' USGS
Topographic Quadrangle
FR-02062
FR-02203
FR-02289
FR-03067
Copyright:© 2013 National Geographic Society, i-cubed
report_polys
Survey Area
Study Area (RS limit)
2260
AGENDA ITEM NO. 16.

APPENDIX C
Native American Outreach
2261
AGENDA ITEM NO. 16.

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: 7/19/23
Project: 4523 Clovis tract 6375
County: Fresno
USGS Quadrangle Name: Clovis & Friant
Township: 12S 21E 19, 20, 29, 30
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 at Tract 6375 in Fresno County. 2262
AGENDA ITEM NO. 16.

STATE OF CALIFORNIA Gavin Newsom, Governor

NATIVE AMERICAN HERITAGE COMMISSION

Page 1 of 1 ends

August 17, 2023
Milo Honsberger
Applied EarthWorks, Inc.

Via Email to: [email protected]
Re: 4523 Clovis tract 6375 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
STA
August
Milo Honsberger
Applied EarthWorks, Inc.

ACTING CHAIRPERSON
Reginald Pagaling
Chumash

SECRETARY
Sara Dutschke
Miwok

COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan

COMMISSIONER
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki

COMMISSIONER
Wayne Nelson
Luiseño

COMMISSIONER
Stanley Rodriguez
Kumeyaay

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
Sincerely,
Cameron Vela
2263
AGENDA ITEM NO. 16.

Tribe Name Fed (F)
Non-Fed (N)
Contact Person Contact Address Phone # Email Address Cultural Affiliation Big Sandy Rancheria of
Western Mono Indians
F Elizabeth Kipp,
Chairperson
P.O. Box 337 37387 Auberry
Mission Road
Auberry, CA, 93602
(559) 374-0066 [email protected] Western Mono
Big Sandy Rancheria of
Western Mono Indians
F Tom Zizzo, Tribal
Administrator
P.O. Box 337 37387 Auberry
Mission Road
Auberry, CA, 93602
(559) 374-0066 [email protected] Western Mono
Big Sandy Rancheria of
Western Mono Indians
F Joel Marvin, Vice
Chairperson
P.O. Box 337 37387 Auberry
Mission Road
Auberry, CA, 93602
(559) 374-0066 [email protected] Western Mono
Cold Springs Rancheria of
Mono Indians
F Jared Aldern, P. O. Box 209
Tollhouse, CA, 93667
(559) 855-5043 [email protected] Mono
Cold Springs Rancheria of
Mono Indians
F Carol Bill, Chairperson P.O. Box 209
Tollhouse, CA, 93667
(559) 855-5043 [email protected] Mono
Dumna Wo-Wah Tribal
Government
N Robert Ledger,
Chairperson
2191 West Pico Ave.

Fresno, CA, 93705
(559) 540-6346 [email protected] Foothill Yokut
Mono
North Fork Mono Tribe N Ron Goode,
Chairperson
13396 Tollhouse Road
Clovis, CA, 93619
(559) 355-1774 [email protected] Mono
North Fork Mono Tribe N Anna Phipps, Tribal
Secretary
6051 Bear Creek Rd.

Garden Valley, CA, 95633
(916) 765-4784 [email protected] Mono
North Fork Mono Tribe N Jesse Valdez, Council
Member -
Archaeological Dir.
120 Monte Vista St.

Lindsey, CA, 93247
(559) 350-9113 [email protected] Mono
North Valley Yokuts Tribe N Timothy Perez, P.O. Box 717 Linden, CA, 95236
(209) 662-2788 [email protected] Costanoan
Northern Valley Yokut
North Valley Yokuts Tribe N Katherine Perez,
Chairperson
P.O. Box 717
Linden, CA, 95236
(209) 887-3415 [email protected] Costanoan
Northern Valley Yokut
Picayune Rancheria of the
Chukchansi Indians
F Michael Wynn, Tribal
Administrator
P.O. Box 2226
Oakhurst, CA, 93644
(559) 795-4228 mwynn@chukchansi‐nsn.gov Foothill Yokut
Picayune Rancheria of the
Chukchansi Indians
F Heather Airey, Tribal
Historic Preservation
Officer
P.O. Box 2226
Oakhurst, CA, 93644
(559) 795-5986 hairey@chukchansi‐nsn.gov Foothill Yokut Picayune Rancheria of the
Chukchansi Indians
F Janet Bill, Chairperson P.O. Box 2226
Oakhurst, CA, 93644
(559) 580-4457 [email protected] Foothill Yokut Table Mountain Rancheria F Bob Pennell, Cultural
Resource Director
P.O. Box 410
Friant, CA, 93626
(559) 325-0351 [email protected] Yokut
Table Mountain Rancheria F Brenda Lavell,
Chairperson
P.O. Box 410
Friant, CA, 93626
(559) 822-2587 Yokut
Traditional Choinumni Tribe N David Alvarez,
Chairperson
2415 E. Houston Avenue
Fresno, CA, 93720
(559) 217-0396 [email protected] Foothill Yokut Tule River Indian Tribe F Neil Peyron,
Chairperson
P.O. Box 589
Porterville, CA, 93258
(559) 781-4271 neil.peyron@tulerivertribensn.govYokut
Tule River Indian Tribe F Kerri Vera,
Environmental
Department
P. O. Box 589
Porterville, CA, 93258
(559) 783-8892 kerri.vera@tulerivertribensn.govYokut
Tule River Indian Tribe F Joey Garfield, Tribal
Archaeologist
P. O. Box 589
Porterville, CA, 93258
(559) 783-8892 joey.garfield@tulerivertribensn.govYokut Wuksachi Indian
Tribe/Eshom Valley Band
N Kenneth Woodrow,
Chairperson
1179 Rock Haven Ct.

Salinas, CA, 93906
(831) 443-9702 [email protected] Foothill Yokut
Mono
Native American Heritage Commission
Native American Contact List
Fresno County
8/17/2023
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.

This list is only applicable for contacting local Native Americans with regard to cultural resources assessment for the proposed 4523 Clovis tract 6375 Project, Fresno County. 08/17/2023 10:33 AM
1 of 1
2264
AGENDA ITEM NO. 16.
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
EARTHWORKS,^.
2265
AGENDA ITEM NO. 16.

Project location map for the Project - AE4523.
0 0.5 1
Kilometers
0 1,000 2,000 3,000 4,000 5,000
Feet
0 0.5 1
Miles
Scale: 1:24,000
12S 21E 19, 20, 29, 30
Friant (1964), CA 7.5' USGS
Topographic Quadrangle
Clovis (1964-1981), CA 7.5' USGS
Topographic Quadrangle

PROJECT AREA
2266
AGENDA ITEM NO. 16.
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
2267
AGENDA ITEM NO. 16.
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 Nave American Heritage Commission (NAHC) Sacred Lands Search for these projects, your name and contact informaon was provided by the NAHC as someone who may have addional informaon and/or concerns about this project.

Please kindly review the a
ached leer 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 consultaon, but an opportunity for you to provide informaon for the archaeological report.

We appreciate your me and consideraon.
--
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 2268
AGENDA ITEM NO. 16.
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.

BIG snnov

RANCHERIA
2269
AGENDA ITEM NO. 16.

Native American Outreach
Clovis Tract 6375 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;
voicemail not
set up
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
11/20/2023 Page 1 of 1
Ama Applied
EARTHWORKS me
2270
AGENDA ITEM NO. 16.

ACOUSTICAL ANALYSIS
TRACT 6375
CLOVIS, CALIFORNIA
WJVA Project No. 23-25
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
2271
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 2

INTRODUCTION
The project, Tract 6375, is a proposed 385‐lot single‐family residential development to be located in Clovis, California. The project site is located west of (and adjacent to) N. Minnewawa Avenue, north of E. Shepherd 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 8‐8‐23), 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.
2272
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, 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.
2273
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, 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.
2274
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, 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”. 2275
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 6

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
2276
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 7

PROJECT SITE NOISE EXPOSURE
The project site is located west of (and adjacent to) N. Minnewawa Avenue, north of E. Shepherd Avenue, in Clovis, California. The project site is exposed traffic noise associated with vehicles on N. Minnewawa Avenue. The distance from center of the backyards of the closest proposed lots to the centerline of N. Minnewawa Avenue is approximately 60 feet.

Traffic Noise Exposure
Noise exposure from traffic on N. Minnewawa Avenue was calculated for existing and 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.

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.

Noise level measurements and concurrent traffic counts were conducted by WJVA staff within the project site on July 25, 2023. The purpose of the measurement was to evaluate the accuracy of the FHWA Model in describing traffic noise exposure within the project site. The traffic noise measurement site was located at a setback distance of approximately 35 feet from the centerline of N. Minnewawa Avenue. The posted speed limit was 45 mph (miles per hour). The project vicinity and noise monitoring site location are provided as Figure 2. A photograph showing the N.

Minnewawa Avenue noise measurement site is provided as Figure 3.

Noise monitoring equipment consisted of Larson‐Davis Laboratories Model LDL‐820 sound level analyzer equipped with a B&K Type 4176 1/2” microphone. The equipment complies with the specifications of the American National Standards Institute (ANSI) for Type I (Precision) sound level meters. The meter was calibrated in the field prior to use with a B&K Type 4230 acoustic calibrator to ensure the accuracy of the measurements. The microphone was located on a tripod at 5 feet above the ground. The project site presently consists of undeveloped land and a portion is currently used for industrial purposes.

Noise measurements were conducted in terms of the equivalent energy sound level (Leq).

Measured Leq values were compared to Leq values calculated (predicted) by the FHWA Model using as inputs the traffic volumes, truck mix and vehicle speed observed during the noise measurements. The results of the comparison are shown in Table IV. 2277
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 8
From Table IV it may be determined that the traffic noise levels predicted by the FHWA Model were 0.2 dB higher than those measured for the conditions observed at the time of the noise measurements for N. Minnewawa Avenue. This is considered to be excellent agreement with the model and therefore no adjustments to the model are necessary.

TABLE IV

COMPARISON OF MEASURED AND PREDICTED
(FHWA MODEL) NOISE LEVELS
TRACT 6375, CLOVIS
N. Minnewawa Ave.

Measurement Start Time 9:50 a.m.

Observed # Autos/Hr.   360
Observed # Medium Trucks/Hr. 24
Observed # Heavy Trucks/Hr.   24
Observed Speed (MPH) 45
Distance, ft. (from center of roadway) 35
Leq, dBA (Measured) 68.2
Leq, dBA (Predicted) 68.4
Difference between Predicted and Measured Leq, dBA 0.2 Note:  FHWA “soft” site assumed for calculations.

Source: WJV Acoustics, Inc.

Annual Average Daily Traffic (AADT) data for N. Minnewawa Avenue in the project vicinity was obtained from Fresno COG. Truck percentages and the day/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 55 mph was assumed for the roadway. Table V summarizes annual average traffic data used to model noise exposure within the project site.

TABLE V

TRAFFIC NOISE MODELING ASSUMPTIONS
TRCT 6375, CLOVIS
N. Minnewawa Ave
Existing 2046
Annual Avenue Daily Traffic (AADT) 9,058 5,474
Day/Night Split (%) 90/10
Assumed Vehicle Speed (mph) 45
% Medium Trucks (% AADT) 2
% Heavy Trucks (% AADT) 2
Sources: Fresno COG
WJV Acoustics, Inc.
2278
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 9
Using data from Table V, the FHWA Model, annual average traffic noise exposure was calculated for the closest proposed backyards from N. Minnewawa Avenue. Table VI provides the noise exposure levels for N. Minnewawa Avenue, at the closest proposed residential lots to the roadway.

TABLE VI
MODELED TRAFFIC NOISE LEVELS, W. MINNEWAWA AVENUE, dB, CNEL TRACT 6375, CLOVIS
Roadway Existing Conditions 2046 Conditions
W. Minnewawa Avenue (north of Alicante Avenue) 65.3 63.1 Source: WJV Acoustics
Fresno COG
Reference to Table VI indicates that the traffic noise exposure at the closest proposed lots to N.

Minnewawa Avenue would be approximately 65 dB CNEL for existing conditions and approximately 63 dB CNEL for future (2046) traffic conditions on N. Minnewawa Avenue. The noise exposure level for existing traffic conditions slightly exceeds the City’s 65 dB CNEL exterior noise level standard and mitigation measures are therefore required for compliance with the City’s exterior noise level standard.

Exterior Noise Mitigation:

The City of Clovis Noise Element of the General Plan establishes a 65 dB CNEL criterion within outdoor activity areas (backyards) of single‐family homes. The project site traffic noise exposure for existing traffic conditions exceeds the 65 dB CNEL noise level standard at the closest proposed residential setbacks to N. Minnewawa Avenue, and mitigation measures must be incorporated into project design for project noise compliance.

To mitigate exterior traffic noise exposure along N. Minnewawa Avenue it will be necessary to construct a sound wall along the roadway. The sound walls will provide acoustical shielding of backyards located closest to the roadways.

A sound wall insertion loss program based on the FHWA Model was used to calculate the insertion loss (noise reduction) provided by the proposed sound walls. The model calculates the insertion loss of a wall of given height based on the effective height of the noise source, height of the receiver, distance from the receiver to the wall, and distance from the noise source to the wall. The standard assumptions used in the sound wall calculations are effective source heights of 8, 2 and 0 feet above the roadway for heavy trucks, medium trucks and automobiles, respectively. The standard height of a residential receiver isfive feet above the ground elevation.

It was assumed by WJVA that the building pad elevations at the closest proposed homes to N.

Minnewawa Avenue will be approximately the same elevation as the roadway pavement. 2279
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 10
Based upon the above‐described assumptions and method of analysis, the noise level insertion loss values for sound walls of various heights were calculated. The calculations indicated that a sound wall along N. Minnewawa Avenue constructed to a minimum height of six (6) feet above project site grade would result in exterior noise levels of approximately 60 dB CNEL within the closest proposed backyards to N. Minnewawa Avenue. In order for the sound wall to effectively shield backyards where there will be access to the development from N. Minnewawa Avenue, the sound walls will need to be turned inward (eastward) for a distance of approximately twenty (20) feet at roadway access points.

With the incorporation of the above‐described sound wall, the exterior noise exposure at the closest proposed setbacks along N. Minnewawa Avenue will comply with the City’s 65 dB CNEL standard within individual backyards of the proposed single‐family homes. It should be noted, the sound wall would be effective at first‐floor elevation receivers only. The sound wall would not be effective at second‐floor elevation receivers. Therefore, if two‐story construction is proposed for the first row of homes adjacent to and facing N. Minnewawa Avenue, noise levels at potential second‐floor balconies facing the roadway would exceed the 65 dB CNEL exterior noise level standard.

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 65 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 20 dB (65‐45=20).

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. 2280
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 11

CONCLUSIONS AND RECOMMENDATIONS
The proposed 385‐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.
 A sound wall constructed to a minimum height of six (6) feet above project‐side grade is constructed along the lot property lines along N. Minnewawa Avenue. In order for the sound wall to effectively shield backyards where there will be access to the development from N. Minnewawa Avenue, the sound walls will need to be turned inward (eastward), for a distance of approximately twenty (20) feet. Suitable construction materials include concrete blocks, masonry, or stucco on both sides of a wood or steel stud wall.  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
2281
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24 12
FIGURE 1: SITE PLAN
VICINITY MAP: LEGEND
_A‘s c+ S.B.LO EKCPAIY
T pmteer, mpren
PSCELEI LNL/ICH! ci mArLWL
NEHESL CM, “Uiri A
i PROJECT SITE
tC
i
240
3 4 sus
8 SITE INFORMATION
I Ex3m TEES SOlKCFCF'lfCn’ClTY
wr
l ASSESSOSMALKLERS

EXSRWSBMLSNS

UI AUNI

DS TWSLANDOSE
T
-
EX3TZ0M73 AGEES, NO5E on LESS
a
[
i
12-w
1 r
f
ExDuSE ACRCJLTURAL
। 38-3 SUEADDPESS
**
WIMEAWA **
I
PLAMEDLANDUSE®
I snee13—1 I
s
2uLI FAWLY/ESICENIAsee 4
Eie
HEET
.03------------------ 1—
SCURCEOFWATER®
PARKING LOT INFO:

K SCUnCE of SEWeR
i
L LSCURCEOFGAS sAAm- &* ( ta 1'** iwmtUM
- - -—— onss
1 L
.— 1 1 _ - |
IA
(
1 1
1111III
•UEEEUE li
\
A
OWNER:
s SCURCEOFTELEPHDNE A
PREPARED BY: IE TT ....

BASIS OF BEARINGS
\
Y
\
I 11 I
\
SUBDIVIDER: \ \ I 4 ....J
speer
JNAr HowES t DAAFCENIA xeool .s
slherdd""* ,3-28 2
seESh 19 ]
I
I
5 I f
1 I
!
I
I
:gF-0»
I
II I I
I
LEGAL DESCRIPTION —— ■ r nv umancmtpensr? o caurus arsmnrt Ardrw n a arren I Ime mor i AAmn. w ■ UWECDRRYAT pr* CANT — mzie, Sar "r son H3 F S TF MSPTHFA TAT cr cAInur AMGO"A: m TF GmAma PETRRELM, MPLTHA STER ADOGARROV SJBSTANGES MAD MIMERAS MToIV C5 U\DEELYC $00 FRCFFATY. 45 ZESEFYE) w TE D5ZD FRO THE FEDEA LANs B*X o BzR"nEY, * FAWAFL a La A. IRHAS, HS miL. "s JONLnnis. SAid "EsUAeY ‘ 1542, KTOICLD WK" 20 512. N =05K 2025, PAC- 35 D Q-HCIL NLCCFDS. H LXCINS "LL’rO AL ItAi FGICy C InL 20.." Hed a hL NGKIALAsi SuKILk a ia sounlw-Si 2UAOILK a SA suu.cn zt. ULSMILLD As । oLors U_SUNNGA1 IL SojiPLA51 CENS a SoUl IAL1 " IL NOTES:

UWUIVLLS C Ii9 TWEEADN i0 U- ULSICAI tarrunum IMEPULNLAI -ULt aNYA.

SCGMIS a S4o VN-TANGOT Gr * 00AL L DAs Au su173s* rest numnstnr. 613 no Ao said ni-WAGDV‘ und "RouGi A CEVmAL ANsu o 122′22": "IAo nuel $1825* SSt. 223 51 TEZT m a PDIVT ov JC CAST u t TF NGPTFAST GlARTFR CF Aab AMmuFe. SRTFR; 124 55 WFST, "I:a FFFT AAMS SAD FAST I,NF Te T-f PAv7 n- AFGNNNAO yo EIN CAMALS we slctes LUSAILU m."n ini cunor E - £3,526 so.-. iis AXL* I N? SUALCI ‘0 . LOUD PUNSAIO anPaLD s.LmaONs
I-LUU Si M CASWOIA J"UrUL: 6 ASLows _ C vo e SLLICAT re ra< A0 LAADSCAP FFT CVLD‘ 2605 5211. Momws, Sariceo the Snst adice a seno 20t0Mmnt" 12 s MEEIter. ACDO-DNS i He UNESS’AlES souetete ICWStr PAI; FASTC uMr5co I 5 n F or 70 *X‘ A . wSnY w FeT as CRATD m THE MunTY o F=rsD ar LeFDDa’D GOmF 5 117, RFMRCF SEn"R ‘4, 117h, N ancx £709 "ACE28A CF.C.AL PECORnA AS DCCMFNT Ma :*1542. Foco mstenor nar SJELnSN To E=.

PROPESTY w THE UNHCGPCFATES ARE3, CF THE CCuNTY o= F5ERIO, StTE CF CALFORIA, . " CM-*4l, ir nr NKT’ST CuANT t Tr SLS qhanm C trente 20 oMiy, 12 Aunt MANG 2 CAL Cur se. 94SC JAD *OWs ACCOPDNS T2 P Ints stms GwPNNCHT Iowar P AT cco AecPe OnuNTESMAD) Fxmn ras GATD m Tr MTy w rrmp n nrm natp cemr 5 1a7 A tnoxmm trenrr 14 ‘$76 n inse $706 Par 2A-. MT 14s aromme, nenny" Mn 1:442 L cu. GAL. PL'KLEN, RppntA, AD bnut "YUNULAVUEN SUSIANCLS AD ANLNALSL 2 WIAISOLVLR <D ANS MA,UL w. u-as as LLNLA,’! !D PKC-LI:"*, A MSIALS I 'll; . JLLE ICCOILU® cdOnvc SPAGRTJN"ES.
»sn zxcronW. 3N SNtFD 1/4 INTFAFST IN an m al ni, GAs, PFarAIL, Har-TA mo cr-FP ARGARRCN AiPSTANFS AD MHFRA s ar WHATACFVFR khn Am VAT.RF n. t.ro aa0 A-\FAT- $40 "PCPFPTY, as RFSFEYD n rF FPS a *. WGlY PNp M- IC MO: JO ANp me JAILD wAUANY zt. 1955 Mpp MCDLLD UC'OJLFL 2s :5e8 IN JUK 4:24 PAGH0) w CHIOAL MLCDMNS.

APPROVALS aawe CITY OF CLOVIS
4 rcH and BAEAIH 5A.0 PEwry, As RES&RWD W ‘HE SEEO rc ar WDXCEBPY T-FRFCF -FCCm5: N ASCX 2. DaG= 4Soe Recte: o= SiRwYS, 5FNC 3 ICeTI: n= SFCLov 13. TCvs-iP 1? So7-, Rnn 21 55 te *25 er o F5ESnO sY CRANT DE55 FECCRZE I aock 6594, AT PaCE 422 oF QFAICAL 5ECCPS o= FFESNO CO.NTY

COVER SHEET
Yamabe & Horn
Engineering, Inc.

GVit ENCINEERS - LAND SURYFYOR5
*10 EXLLU'N IILALTICW *A LNDMSLU 1/4 RIOLeT N "AD ro
-AUaRY 21 i241 I SOCK IE' PACE s5. o 0=7“— 5EccDS
A'
...)
1 S_
Cozcsov, o -Cmst w r
. 1255. CHUe- hLCNS
A so extto an WNSEED 1/4 ITEREST h and 20 Au. OL. Gas. rtnout*. AAHTA and Jinth HLrocarau Sa"A55 »AC HIVRALS O A'DEER K,NS AD A. "ND Me IC MCN JOC AN i'c, D-ILD vPAUHT Zt. ‘90U AN MSUNELD SC'UALF 25 :558 I” J0 1:24 PA 6/ 0 GHClL. "LCNJS. * WATe'PrCeoso" shPAFFEDA-"=UCESAWO-d"‘LD -C PE.F S.hLLi "UP-SS 5528% Wndosv. humte
" A00‘ C-U'AL C" n ‘0
vAs' O.51: d war: SUISi
"UPKlcr: IHLNL NCN:H_ US i5-5" MS , ‘."s FLl ALGH ick SL'H HN- C‘ Iat NEEIHLASI C-4 L C »NP SU'HMLS XWRler I ‘ EXNEC C " " SNEM's ‘ ink SEHS AYC f WEL, 25 ‘-LN ! “ CIIL2: 7 = Fa9s5 ‘
5tMWS: Ao MMEHAWA AWLHE
TH: caf" £.X..0: 5E‘ G- 1O112 2At i6 SF GAFFD CoO, IN TH- O.NTY Cf FEFSN2, STATE CF CAICFr?, ACCDNG IG TnF WA" 5SL MOLIT JDBC AA55 At NEPDA FRERC CO-NTY RECC5Ds
THF FAsr u.N= cF TF S:TWFAT GIapTFR ce sromm 20, -msH 12 SXCIm, RANCE 2: EA5T AS SHDM1 Ox T-E FWA' WA 0- TRACT 6203 EEOG55 ‘‘ WUJWE 95 o PLATS *T FACES 3-46, O=Ac— FEGCES F5ESNO COUNT.
me sour HAe cF TF sorrH AAF o= TH= no=T-eST Q.A=7E= a= THE soT-WEST O_A5TE5 a= SEcTCN 20, TOA5HP 12 so..rv Rance 2: East WCLNT auno SA5= ann WERGAY, AACCRSWC ro TE LrdTF STAfs CC.RMENT TisH ran EXCEPTING TrEFEFRSN TE MESTEFLY 30 FEET, -S CRANTED 70 THE S0LNT D FESMD BY LEED DA'ED GCQsE” 5 1976 A AECGFDEO CECEUSE 14 ‘676, N 50cK 5706 Pac 289, orctaL EECCRDS. EoCUs)7 No. 11542 2617 "E- “E=or WNrELDnS, Ca 93619
ExcepTE TFRAFREG A uxoruD= oe H*F NTEREs- s a - ALL cu, cas.

Ppy 555-00-35-5"*- UU"Y “ ‘ MNEEEEEEAS “4L C Ir Uwi “
i
MMGAuLy's AL :o 0. COL w AICIAO MI . G. a
FRESN. SMADAPD SFcGrSATONS
simsnR"Te
i 5

PLANNING AND DEVELOPMENT

SERVICES DEPARTMENT
n- ns MuA, aNo is oracmomo, as m l ore
7H AAG7 2: FAST, WCINT "In'G RASF Ant. WFDAY, IN TH LC®RA*D AFFA, fln SIANAip P'A&KG StALL: 12:
50I STEET FMRXIN:60
TOTAL PARCCC ‘£0
EXCEPTN: TAERZFRCK TAT =OzTON C5AED T0 THE OCLNTY
AP.N. 555-033-1-S, 555-033-12-S AD 390-372-39
TRACT MO. 6375

MINNEWAWA & SHEPHERD
1 NSIFFNIFWSR 1
orrane >
.,MPiL & HD LNCLERNG, IN.
2065 " 5V5L — SITE :cir38)24" 7777
K

VESTING
TENTATIVE TRACT MAP NO. 6375
4 470
h

BEING A PORTION OF THE SCUTHWEST QUARTER OF
SECTION 20, T.12 S., R.21 E., M.D.3.&M.

IN THE CITY CF CLOMIS, COUNTY OF FRESNO, STATE OF CALIFCRNIA

FOR LENNAR HOMES OF CALIFORNIA, LLC
CONSISTING Of FIVE SHEETS, SHEET 1 OF 5
6-Foot Sound Wall
S9—135412—% s&S0e0-==-s
A 52C 520 3
4 47
4” '

REVISIONS
43 sse
EXrrPTNa -FmerR-d 5
2PW 355 053 0l
. A204..c85
124—5*
|
I 140"88—*5
pp1 P=Q=OSES SCIEF, NiE5, STO=W Cea, CLRe, ..1 SDFV"' DAMT STREET TRE55, AP STFET Lent. eot
2282
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24
FIGURE 2: PROJECT SITE VICINITY AND NOISE MEASUREMENT LOCATION ■
y’
% 11
4 i
C
i
.1
J tee
-a2
%
2 hr
4E
A
a —*
*
st
»
:
d
Chee I IW
Elesul
12 R
1 git l
erer Mhleuali(
J
S
B
1 2
3 ar it A:
. werewall Fk wI r aff i c: N o ise:Measure mentLocation 5 I
1 \ I
ai
—
225
il
6 laa
it
Jt
ry
tl
—t——

21. 1. Lie
--—
o
TMWTTciTrnF
■t
, .. . "UAinnl
LMTIC1-
wel
I
2283
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, Clovis) 3‐14‐24
FIGURE 3: N. MINNEWAWA AVENUE NOISE MEASUREMENT SITE
— Alla
— Yerh 2.3 5
aw"sr EE9
4 )
g , as
7 te
Ls

5. ehak
r*
W
2 f
’ ■ > 3.
7 LI
— >
,
$
) 57 .-52 '
EHf, -8a
T"
-y
A
*• .
522
wi
/ £ ... 4 t ,
—. .a
—e L ■
2284
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, 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.
2285
AGENDA ITEM NO. 16.
23‐25 (Tract 6375, 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.

2286
AGENDA ITEM NO. 16.

APPENDIX B

EXAMPLES OF SOUND LEVELS

SUBJECTIVE

NOISE SOURCE SOUND LEVEL DESCRIPTION
AMPLIFIED ROCK ‘N ROLL ► 120 dB
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
2287
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS
Proposed Tract 6375
West of the Intersection of Clovis and Baron Avenues
Clovis, California
Prepared For:

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

December 21, 2023
Job No.:
23-040.01
Appendix E
2288
AGENDA ITEM NO. 16.
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 6375 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 roughly 50 acres between Clovis and Minnewawa Avenues and generally between Shepherd Avenue and the Perrin Avenue alignment in Clovis, California.

The Project will include 387 single-family residential lots. Site access is proposed via two local streets connecting to Minnewawa Avenue, one local street connecting to Clovis Avenue north of Baron Avenue, and a connection to DeWitt Avenue at Vintage Lane. It is our understanding that development along the frontage of Minnewawa Avenue will result in one northbound lane, one southbound lane, and a two-way left-turn lane on Minnewawa Avenue at the site access locations.

This report includes analysis of the following intersections:

1. Willow Avenue / International Avenue

2. Minnewawa Avenue / International Avenue

3. Willow Avenue / Behymer Avenue

4. Minnewawa Avenue / Behymer Avenue

5. Minnewawa Avenue / Shepherd Avenue

6. DeWitt Avenue / Shepherd Avenue

7. Clovis Avenue / Shepherd Avenue

8. Clovis Avenue / Site Access Street (left turn in)
This report includes analysis of the following road segments:

1. Behymer Avenue between Willow and Minnewawa Avenues

2. Minnewawa Avenue between Site Access and Behymer Avenues 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 2289
AGENDA ITEM NO. 16.

EXECUTIVE SUMMARY (Continued)
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 3,650 vehicle trips per day (1,825 trips entering the site and 1,825 trips exiting the site). Peak-hour traffic volumes are expected to be on the order of 271 trips during the a.m. peak hour and 364 trips during the p.m. peak hour.

CEQA Impact Analysis (VMT)
Project-specific traffic modeling indicates a calculated Project VMT of 16.6 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 exception that the intersection of Minnewawa and Behymer Avenues (all-way stop control) currently operates at LOS E during the a.m. peak hour and LOS F during the p.m. peak hour. The study road segments are currently operating at acceptable levels of service.

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 and road segments 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.

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 2290
AGENDA ITEM NO. 16.

EXECUTIVE SUMMARY (Continued)
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 and road segments are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / International Avenue: LOS E on the westbound approach during the a.m. peak hour with two-way stop control.
• Minnewawa Avenue / Behymer Avenue: LOS E during the a.m. and p.m. peak hours with all-way stop control.
• Minnewawa 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 / Shepherd Avenue: left-turn lanes on the eastbound, northbound, and southbound approaches, right-turn lanes on the eastbound and southbound approaches.
• 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 International Avenues to operate at acceptable LOS, all-way stop control may be installed. With all-way stop control, the intersection is expected to operate at LOS C during the a.m. peak hour and LOS B during the p.m. peak hour.

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 Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane; the right turn may be shared with the through lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane. 2291
AGENDA ITEM NO. 16.

EXECUTIVE SUMMARY (Continued)
With widening, the intersection of Minnewawa and Shepherd Avenues is expected to operate at LOS C during the a.m. peak hour and LOS D during the p.m. peak hour.

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 and road segments are expected to continue to operate at acceptable levels of service, with the following exceptions:
• Minnewawa Avenue / International Avenue: LOS F on the westbound approach during the a.m. peak hour and LOS F on the eastbound approach during the p.m. peak hour with two-way stop control.
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Minnewawa Avenue / Shepherd Avenue: LOS F during the a.m. and p.m. peak hours with traffic signals.
• DeWitt Avenue / Shepherd Avenue: LOS E on the southbound approach during the a.m. and p.m. peak hours with two-way stop control.

Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Willow Avenue / Behymer Avenue: left-turn lane on the westbound approach. • Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Minnewawa Avenue / Shepherd Avenue: excessive queues on all legs corresponding to LOS F at the intersection.
• Clovis Avenue / Shepherd Avenue: left-turn lanes on the westbound and northbound approaches, right-turn lanes on the eastbound, northbound, and southbound approaches.

Cumulative Year 2045 With-Project Improved Conditions
In order for the intersection of Minnewawa and International 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.
2292
AGENDA ITEM NO. 16.

EXECUTIVE SUMMARY (Continued)
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 Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane and a dedicated right-turn lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane.

With the recommended widening, each approach to the intersection of Minnewawa and Shepherd Avenues would have one left-turn lane, two through lanes, and one right-turn lane.

The intersection is expected to operate at LOS D during the a.m. and p.m. peak hours. It should be noted that long queues are calculated in the left-turn lanes on the northbound and southbound approaches. The City may consider lengthening the turn lanes or modifying the intersection to provide two left-turn lanes on the approaches in the future.

No improvements are recommended for the intersection of DeWitt Avenue and Shepherd Avenues because the LOS E is experienced by vehicles that are allowed only to make right turns and 95th-percentile queues are expected to be only three to four vehicles long. The intersection is not a candidate for signalization and it is recommended that it be maintained in its existing configuration.

The proposed median break in Clovis Avenue at the proposed site access roadway is expected to operate at acceptable LOS with reasonable queues. The median break will serve to distribute Project trips such that drivers will be able to select the most convenient route.

Therefore, it is recommended that the median break and left turn into the Project site be allowed.
2293
AGENDA ITEM NO. 16.
862 Pollasky Avenue ♦ Clovis, California 93612 ♦ (559) 299-1544 ♦ www.peters-engineering.com Mr. Jeff Callaway December 21, 2023
Lennar Homes, Inc.
8080 North Palm Avenue, Suite 110
Fresno, California 93711
Subject: Transportation Impact Analysis
Proposed Tract 6375
West of the Intersection of Clovis and Baron Avenues
Clovis, California
Dear Mr. Callaway:

1.0 INTRODUCTION
This report presents the results of a Transportation Impact Analysis for proposed Tract 6375 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 roughly 50 acres between Clovis and Minnewawa Avenues and generally between Shepherd Avenue and the Perrin Avenue alignment in Clovis, California.

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. 2294
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 2

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

1. Willow Avenue / International Avenue

2. Minnewawa Avenue / International Avenue

3. Willow Avenue / Behymer Avenue

4. Minnewawa Avenue / Behymer Avenue

5. Minnewawa Avenue / Shepherd Avenue

6. DeWitt Avenue / Shepherd Avenue

7. Clovis Avenue / Shepherd Avenue

8. Clovis Avenue / Site Access Street (left turn in)
This report includes analysis of the following road segments:

1. Behymer Avenue between Willow and Minnewawa Avenues

2. Minnewawa Avenue between Site Access and Behymer Avenues 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.

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.

5.0 CITY OF CLOVIS GENERAL PLAN
The City of Clovis General Plan designates the streets at the study locations as follows:
• Willow Avenue: Arterial
• Minnewawa Avenue: Arterial south of Behymer Avenue and Collector north of Behymer Avenue
• DeWitt Avenue: Local
• Clovis Avenue: Arterial
• International Avenue: Collector
2295
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 3 • 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

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.

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 16.6 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.
2296
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 4 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 more than five miles of existing and pending sidewalk. The Project proposes to add approximately 3¼ miles of sidewalk/pedestrian access. Utilizing the CAPCOA VMT reduction calculation, construction of sidewalk may reduce the Project’s VMT by approximately 3.3 percent.

The Project proposes to construct up to ½ mile of Class II bike lane on Clovis Avenue and on Minnewawa Avenue. CAPCOA transportation measure “T‐19A: Construct or Improve Bike Facility” suggests the Project bicycle design features have a potential to reduce up to 0.01 percent of the project VMT.

Implementation of the Project design features described above reduces the calculated Project VMT by up to approximately 3.3 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.

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.

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. LOS characteristics for road segments are presented in Table 3.
2297
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 5 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
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
Table 3
Level of Service Characteristics for Road Segments
Level of Service Description
A
Free-flow operations. High operating speeds with a small amount of platooning.

B
Reasonably free-flow operations. Speed reductions are present and platooning becomes noticeable.

C
Most vehicles traveling in platoons and freedom to maneuver noticeably restricted.

D Platooning increases significantly and speeds begin to decline.

E Demand approaching capacity. Speeds seriously curtailed.

F Demand exceeds capacity and heavy congestion exists. Unstable flow.

Reference for Tables 1 through 3: 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 2298
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 6 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 data sheets are presented in Appendix B. The existing peak-hour turning movement volumes are presented in Figure 4, 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 4 presents the vehicle trip generation estimates for the Project.

Table 4
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)
387 9.43 3,650 0.70 26:74 70 201 271 0.94 63:37 229 165 364 Reference: Trip Generation Manual, 11
th Edition, Institute of Transportation Engineers 2021
Rates are reported in trips per dwelling unit.
2299
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 7

9.2 Student Generation
For purposes of estimating trip distribution for students attending nearby schools, Table 5 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 5
Student Generation Estimate – Single-Family Homes
Grade Level Rate Homes Students
Elementary School (TK-6) 0.3324 students per home 387 129 Intermediate School (7-8) 0.0766 students per home 387 30 High School (9-12) 0.1421 students per home 387 55
TOTAL: 0.5511 students per home 387 214

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 5, 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 5. The peak-hour Project traffic volumes at the study intersections are presented in Figure 6, Peak-Hour Project Traffic Volumes.

Caltrans requested that the volume of Project trips (trip trace) expected at the SR 168 interchanges at Herndon Avenue and at 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 6 and 7.

Table 6
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 3 3
Westbound on ramp from eastbound Herndon 0 0
Westbound loop on ramp from westbound Herndon 18 15
Eastbound off ramp 5 20
Eastbound loop on ramp from eastbound Herndon 0 0
Eastbound on ramp from westbound Herndon 3 3
Herndon Avenue westbound through the interchange 9 7
Herndon Avenue eastbound through the interchange 2 11
2300
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 8 Table 7
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 2 9
Westbound on ramp 0 0
Eastbound off ramp 1 2
Eastbound on ramp 8 4
Fowler Avenue northbound through the interchange 4 5
Fowler Avenue southbound through the interchange 8 5

10.0 EXISTING-PLUS-PROJECT TRAFFIC VOLUMES
Existing-Plus-Project traffic volumes are presented in Figure 7, Existing-Plus-Project PeakHour Traffic Volumes. The values in Figure 7 were determined by adding the values in Figures 4 and 6.

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 6452: 153 single-family homes northeast of the intersection of Perrin 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.

12.0 NEAR-TERM TRAFFIC VOLUMES
Peak-hour near-term with-Project traffic volumes are presented in Figure 8, Near-Term WithProject 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 2301
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 9 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 9, Cumulative (Year 2045) With-Project Peak-Hour Traffic Volumes.

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 8 through 11 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 8
Intersection LOS Summary – Existing Conditions
Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Willow / International Signals 18.9 B 14.0 B
Minnewawa / International Two-way stop 12.0 B 12.0 B
Willow / Behymer Signals 19.0 B 16.8 B
Minnewawa / Behymer All-way stop 38.0 E 54.7 F
Minnewawa / Shepherd Signals 19.4 B 18.3 B
DeWitt / Shepherd Two-way stop 16.6 C 13.7 B
Clovis / Shepherd Signals 16.3 B 16.2 B
Clovis / Site Access Does not exist
Table 9
Intersection LOS Summary – Existing-Plus-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Willow / International Signals 19.1 B 14.0 B
Minnewawa / International Two-way stop 12.0 B 12.1 B
Willow / Behymer Signals 19.2 B 16.9 B
Minnewawa / Behymer All-way stop 46.9 E 62.4 F
Minnewawa / Shepherd Signals 20.8 C 20.3 C
DeWitt / Shepherd Two-way stop 18.0 C 14.4 B
Clovis / Shepherd Signals 16.6 B 16.7 B
Clovis / Site Access (NB left) Yield 7.3 A 7.4 A
2302
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 10 Table 10
Intersection LOS Summary – Near-Term With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay (sec) LOS
Willow / International Signals 20.7 C 16.3 B
Minnewawa / International Two-way stop 45.1 E 24.9 C
Willow / Behymer Signals 21.7 C 19.9 B
Minnewawa / Behymer All-way stop 106.9 F 127.5 F
Minnewawa / Shepherd Signals 65.1 E 94.0 F
DeWitt / Shepherd Two-way stop 18.8 C 14.7 B
Clovis / Shepherd Signals 24.2 C 26.2 C
Clovis / Site Access (NB left) Yield 7.8 A 7.9 A
Table 11
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
Willow / International Signals 28.6 C 16.8 B
Minnewawa / International Two-way stop 78.8 F 75.9 F
Willow / Behymer Signals 31.3 C 21.7 C
Minnewawa / Behymer All-way stop >300 F 295.2 F
Minnewawa / Shepherd Signals 146.8 F 143.4 F
DeWitt / Shepherd Two-way stop 46.0 E 35.9 E
Clovis / Shepherd Signals 34.5 C 36.0 D
Clovis / Site Access (NB left) Yield 10.2 B 9.3 A
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 12 through 15. The storage capacities reported in Tables 12 through 15 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 12 through 15:
* 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
2303
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 11 Table 12
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
Willow/
International
Lanes 1 1 1 1 1 1 2 2 1 1 3 1
Storage 250 920 240+ 50+ * 25 250 * 240+ 250 * 205
A.M. 62 65 42 23 176 0 161 140 0 85 134 10
P.M. 26 62 46 27 76 3 68 137 0 60 82 0
Minnewawa/
International
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 15 0 25 0
P.M. 15 0 10 0
Willow/
Behymer
Lanes 1 1 1 1 1 S 1 3 1 1 3 1
Storage 235 * 240+ 88 * 250 * 105 250 * 205
A.M. 72 99 50 30 180 125 178 0 63 126 0
P.M. 27 73 31 35 141 141 131 0 120 128 0
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
Minnewawa/
Shepherd
Lanes 1 2 1 1 1 1 1 1 1 1 1 1
Storage 250 * 45 250 * 200 250 * 225+ 255 * 25
A.M. 41 158 27 137 434 41 152 159 0 139 181 0
P.M. 40 186 31 93 379 35 143 169 7 116 183 0
DeWitt/
Shepherd
Lanes 1 2 S 1 1 1 1 1
Storage 265 * 265 * 225+ 85 500
A.M. 3 DNS 0 DNS DNS 3 18
P.M. 3 DNS 0 DNS DNS 3 8
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
2304
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 12 Table 13
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
Willow/
International
Lanes 1 1 1 1 1 1 2 2 1 1 3 1
Storage 250 920 240+ 50+ * 25 250 * 240+ 250 * 205
A.M. 62 66 42 23 183 0 161 140 0 85 134 10
P.M. 26 64 47 28 81 3 69 139 0 61 84 0
Minnewawa/
International
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 15 0 25 0
P.M. 18 0 13 0
Willow/
Behymer
Lanes 1 1 1 1 1 S 1 3 1 1 3 1
Storage 235 * 240+ 88 * 250 * 105 250 * 205
A.M. 72 99 50 30 190 125 178 0 64 126 0
P.M. 27 76 31 35 145 141 131 0 124 128 0
Minnewawa/
Behymer
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 80 318 200 215
P.M. 130 288 215 358
Minnewawa/
Shepherd
Lanes 1 2 1 1 1 1 1 1 1 1 1 1
Storage 250 * 45 250 * 200 250 * 225+ 255 * 25
A.M. 54 161 27 157 456 44 152 168 0 165 201 0
P.M. 88 196 31 112 400 36 145 196 24 140 202 0
DeWitt/
Shepherd
Lanes 1 2 S 1 1 1 1 1
Storage 265 * 265 * 225+ 85 500
A.M. 3 DNS 0 DNS DNS 3 25
P.M. 8 DNS 0 DNS DNS 3 10
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. 32 127 59 49 190 0 138 24 6 32 39 0
P.M. 34 143 45 35 142 1 145 36 16 24 28 0
Clovis/ Site
Access
Lanes 1 1 2 2 S
Storage 250± TBD 500± *
A.M. 8 3 DNS DNS
P.M. 5 5 DNS
I
::::

DNS
2305
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 13 Table 14
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
Willow/
International
Lanes 1 1 1 1 1 1 2 2 1 1 3 1
Storage 250 920 240+ 50+ * 25 250 * 240+ 250 * 205
A.M. 63 69 45 28 190 0 183 180 0 87 168 10
P.M. 29 74 56 40 92 3 91 205 0 71 128 0
Minnewawa/
International
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 23 0 33 0
P.M. 20 0 13 0
Willow/
Behymer
Lanes 1 1 1 1 1 S 1 3 1 1 3 1
Storage 235 * 240+ 88 * 250 * 105 250 * 205
A.M. 79 105 53 34 237 163 217 0 74 163 0
P.M. 28 84 40 43 160 194 188 0 141 187 0
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
Minnewawa/
Shepherd
Lanes 1 2 1 1 1 1 1 1 1 1 1 1
Storage 250 * 45 250 * 200 250 * 225+ 255 * 25
A.M. 179 284 141 241 987 77 299 329 15 294 483 62
P.M. 351 521 68 262 1,257 130 363 818 114 329 549 51
DeWitt/
Shepherd
Lanes 1 2 S 1 1 1 1 1
Storage 265 * 265 * 225+ 85 500
A.M. 3 DNS 0 DNS DNS 3 28
P.M. 8 DNS 0 DNS DNS 3 10
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
Clovis/ Site
Access
Lanes 1 1 2 2 S
Storage 250± TBD 500± *
A.M. 10 3 DNS DNS
P.M. 8 8 DNS DNS
I
Z77Z'
::::
1 I
2306
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 14 Table 15
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
Willow/
International
Lanes 1 1 1 1 1 1 2 2 1 1 3 1
Storage 250 920 240+ 50+ * 25 250 * 240+ 250 * 205
A.M. 86 80 51 64 421 0 219 216 0 102 179 29
P.M. 36 119 55 43 108 9 100 221 0 86 136 0
Minnewawa/
International
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 50 5 55 0
P.M. 215 3 18 0
Willow/
Behymer
Lanes 1 1 1 1 1 S 1 3 1 1 3 1
Storage 235 * 240+ 88 * 250 * 105 250 * 205
A.M. 128 142 70 130 526 209 279 0 116 213 0
P.M. 31 92 43 154 182 202 179 43 177 182 0
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
Minnewawa/
Shepherd
Lanes 1 2 1 1 1 1 1 1 1 1 1 1
Storage 250 * 45 250 * 200 250 * 225+ 255 * 25
A.M. 255 450 405 415 1,494 150 482 416 31 583 1,497 87
P.M. 400 760 170 315 1,578 155 641 1,204 142 406 878 87 DeWitt/
Shepherd
Lanes 1 2 S 1 1 1 1 1
Storage 265 * 265 * 225+ 85 500
A.M. 5 DNS 0 DNS DNS 3 80
P.M. 15 DNS 3 DNS DNS 5 35
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
Clovis/ Site
Access
Lanes 1 1 2 2 S
Storage 250± TBD 500± *
A.M. 15 3 DNS DNS
P.M. 10 10 DNS DNS

15.0 ROAD SEGMENT ANALYSES
Road segment levels of service were determined based on procedures outlined in the HCM utilizing tables presented in the 2020 Florida Department of Transportation (FDOT) Quality/Level of Service Handbook (Florida tables). It should be noted that the Florida tables present generalized correlations between traffic volumes and LOS based on the nationally-utilized and accepted HCM; the Florida tables are frequently utilized throughout California for road segment analyses. The Florida tables present LOS criteria based on the type of roadway being analyzed and the regional setting (i.e., urban areas or transitioning areas). Florida Table 8, Generalized Peak Hour Directional Volumes for Florida’s Transitioning Areas and Areas Over 5,000 Not In Urbanized Areas, was utilized in the analysis and is presented in Appendix D. The thresholds utilized in the analyses are presented in Table 16. Tables 17 through 20 present the results of the road segment analyses I
ll
::3::::
2307
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 15 based on the Florida table. The lane configurations through the near-term conditions are assumed to be the same as existing. For the year 2045 scenario it is assumed that Minnewawa Avenue will have a two-way left-turn lane with one through lane in each direction (essentially a divided road with left-turn lanes).

Table 16
Directional Volume Thresholds for Non-State Signalized Roadway Levels of Service Class I (40 MPH or Higher Posted Speed Limit)
Lanes Configuration A B C D E/F
1 Undivided with no turn lanes * * ≤639 640 – 720 >720
1 Divided with left-turn lanes * * ≤670 671 – 756 >756
2 Undivided with left-turn lanes * * ≤1,487 1,488 – 1,556 >1,556 2 Divided with turn lanes * * ≤1,566 1,567 – 1,638 >1,638 Reference: Florida Department of Transportation Table 8, Generalized Peak Hour Directional Volumes for Florida’s Transitioning Areas and Areas Over 5,000 Not In Urbanized Areas (utilizing Non-State Signalized Roadway Adjustments) dated January 2020.

Table 17
Road Segment Analyses - Existing Conditions
Road and Segment
A.M. Peak Hour P.M. Peak Hour
NB or EB SB or WB NB or EB SB or WB
Volume LOS Volume LOS Volume LOS Volume LOS
Behymer Ave between
Willow and Minnewawa
(one lane undivided with
no turn lanes)
230 C 313 C 253 C 250 C
Minnewawa Avenue
between Site Access and
Behymer Avenue (one
lane undivided with no
turn lanes)
331 C 298 C 295 C 246 C
Table 18
Road Segment Analyses - Existing-Plus-Project Conditions Road and Segment
A.M. Peak Hour P.M. Peak Hour
NB or EB SB or WB NB or EB SB or WB
Volume LOS Volume LOS Volume LOS Volume LOS
Behymer Ave between
Willow and Minnewawa
(one lane undivided with
no turn lanes)
232 C 319 C 260 C 255 C
Minnewawa Avenue
between Site Access and
Behymer Avenue (one
lane undivided with no
turn lanes)
353 C 306 C 314 C 271 C
2308
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 16 Table 19
Road Segment Analyses - Near-Term With-Project Conditions Road and Segment
A.M. Peak Hour P.M. Peak Hour
NB or EB SB or WB NB or EB SB or WB
Volume LOS Volume LOS Volume LOS Volume LOS
Behymer Ave between
Willow and Minnewawa
(one lane undivided with
no turn lanes)
247 C 350 C 301 C 285 C
Minnewawa Avenue
between Site Access and
Behymer (one lane
undivided with no turn
lanes)
396 C 345 C 356 C 331 C
Table 20
Road Segment Analyses - Year 2045 Cumulative With-Project Conditions Road and Segment
A.M. Peak Hour P.M. Peak Hour
NB or EB SB or WB NB or EB SB or WB
Volume LOS Volume LOS Volume LOS Volume LOS
Behymer Ave between
Willow and Minnewawa
(one lane undivided with
no turn lanes)
289 C 683 D 500 C 414 C
Minnewawa Avenue
between Site Access and
Behymer Avenue (one
lane divided with left-turn
lanes)
438 C 753 D 626 C 401 C

16.0 DISCUSSION

16.1 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 exception that the intersection of Minnewawa and Behymer Avenues (all-way stop control) currently operates at LOS E during the a.m. peak hour and LOS F during the p.m. peak hour.

The study road segments are currently operating at acceptable levels of service.

16.2 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. 2309
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 17 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 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 study road segments are expected to continue to operate at acceptable levels of service.

Therefore, it is recommended that the median break and left turn into the Project site be allowed.

16.2.1 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 21 and 22. The intersection analysis sheets for the improved conditions are presented in Appendix E.

Table 21
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 15.5 B 16.1 B
Table 22
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. 100 242 88 127 105 117
P.M. 131 217 63 134 138 112
TBD: To be determined based on Year 2045 analyses. S: Shared movement *: Storage length exceeds 1,000 feet
2310
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 18

16.3 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.

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 / International Avenue: LOS E on the westbound approach during the a.m. peak hour with two-way stop control.
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Minnewawa Avenue / Shepherd Avenue: LOS E during the a.m. peak hour and LOS F during the p.m. peak hour with traffic signals.

The study road segments are expected to continue to operate at acceptable levels of service.

Therefore, it is recommended that the median break and left turn into the Project site be allowed.

16.3.1 Near-Term With-Project Improved Conditions
In order for the intersection of Minnewawa and International Avenues to operate at acceptable LOS, all-way stop control may be installed. With all-way stop control, the intersection is expected to operate at LOS C during the a.m. peak hour and LOS B during the p.m. peak hour. The improved conditions are presented in Tables 23 and 24. The intersection analysis sheets for the improved conditions are presented in Appendix E.

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 23 and 24. The intersection analysis sheets for the improved conditions are presented in Appendix E. 2311
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 19 In order for the intersection of Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane; the right turn may be shared with the through lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane.

With widening, the intersection of Minnewawa and Shepherd Avenues 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 23 and 24. The intersection analysis sheets for the improved conditions are presented in Appendix E.

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 23 and 24. The intersection analysis sheets for the improved conditions are presented in Appendix E.

Table 23
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 / International All-way stop 23.2 C 14.8 B
Minnewawa / Behymer Signals 19.8 B 19.4 B
Minnewawa / Shepherd Signals 28.5 C 40.1 D
Clovis / Shepherd Signals 21.4 C 22.9 C
2312
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 20 Table 24
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/
International
Lanes S 1 S S 1 S S 1 S S 1 S
Storage * * * *
A.M. 18 0 265 65
P.M. 18 0 138 65
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
Minnewawa/
Shepherd
Lanes 1 2 1 1 2 S 1 2 1 1 2 1
Storage 250 * 45 250 * 250 * TBD 255 * TBD
A.M. 135 255 112 243 452 224 106 2 237 144 38
P.M. 224 367 63 212 462 253 214 50 210 155 54
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

16.4 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 / International Avenue: LOS F on the westbound approach during the a.m. peak hour and LOS F on the eastbound approach during the p.m. peak hour with two-way stop control.
• Minnewawa Avenue / Behymer Avenue: LOS F during the a.m. and p.m. peak hours with all-way stop control.
• Minnewawa Avenue / Shepherd Avenue: LOS F during the a.m. and p.m. peak hours with traffic signals.
• DeWitt Avenue / Shepherd Avenue: LOS E on the southbound approach during the a.m. and p.m. peak hours with two-way stop control.
2313
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 21 Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Willow Avenue / Behymer Avenue: left-turn lane on the westbound approach. • Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Minnewawa Avenue / Shepherd Avenue: excessive queues on all legs corresponding to LOS F at the intersection.
• Clovis Avenue / Shepherd Avenue: left-turn lanes on the westbound and northbound approaches, right-turn lanes on the eastbound, northbound, and southbound approaches.

The study road segments are expected to continue to operate at acceptable levels of service.

Therefore, it is recommended that the median break and left turn into the Project site be allowed.

16.4.1 Cumulative Year 2045 With-Project Improved Conditions In order for the intersection of Minnewawa and International 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 25 and 26. The intersection analysis sheets for the improved conditions are presented in Appendix E.

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 25 and 26. The intersection analysis sheets for the improved conditions are presented in Appendix E.

In order for the intersection of Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane and a dedicated right-turn lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane.

With the recommended widening, each approach to the intersection of Minnewawa and Shepherd Avenues would have one left-turn lane, two through lanes, and one right-turn lane.

The intersection is expected to operate at LOS D during the a.m. and p.m. peak hours. The 2314
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 22 improved conditions are presented in Tables 25 and 26. The intersection analysis sheets for the improved conditions are presented in Appendix E. It should be noted that long queues are calculated in the left-turn lanes on the northbound and southbound approaches. The City may consider lengthening the turn lanes or modifying the intersection to provide two left-turn lanes on the approaches in the future.

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 25 and 26. The intersection analysis sheets for the improved conditions are presented in Appendix E.

Table 25
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 / International Signals 16.0 B 14.7 B
Minnewawa / Behymer Signals 37.7 D 39.3 D
Minnewawa / Shepherd Signals 49.6 D 52.7 D
Clovis / Shepherd Signals 28.2 C 33.6 C
Table 26
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/
International
Lanes S 1 S S 1 S 1 1 S 1 1 S
Storage * * TBD * TBD *
A.M. 53 8 344 102 5 260
P.M. 74 7 145 189 4 237
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 65 187 233 189 566
P.M. 28 498 38 180 55 181 487 267 222
Minnewawa/
Shepherd
Lanes 1 2 1 1 2 1 1 2 1 1 2 1
Storage 250 * 45 250 * TBD 250 * TBD 255 * TBD
A.M. 152 339 225 279 372 49 269 132 0 386 413 38
P.M. 251 577 98 237 433 62 400 336 53 259 273 42
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
TBD: To be designed based on City standards and 95th-percentile queues. S: Shared movement *: Storage length exceeds 1,000 feet
2315
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 23

17.0 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.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 24 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.

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

With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours.
2317
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 25 In order for the intersection of Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane; the right turn may be shared with the through lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane.

With widening, the intersection of Minnewawa and Shepherd Avenues is expected to operate at LOS C during the a.m. peak hour and LOS D during the p.m. peak hour.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 26 Calculated 95th-percentile queues are contained within the existing storage capacity, with the following exceptions:
• Willow Avenue / Behymer Avenue: left-turn lane on the westbound approach. • Minnewawa Avenue / Behymer Avenue: excessive queues on the westbound and southbound approaches.
• Minnewawa Avenue / Shepherd Avenue: excessive queues on all legs corresponding to LOS F at the intersection.
• Clovis Avenue / Shepherd Avenue: left-turn lanes on the westbound and northbound approaches, right-turn lanes on the eastbound, northbound, and southbound approaches.

In order for the intersection of Minnewawa and Shepherd Avenues to operate at acceptable LOS, the intersection would require modification from the existing conditions as follows:

Eastbound approach: maintain existing configuration
Westbound approach: add a second through lane and a dedicated right-turn lane.

Northbound approach: add a second through lane with a dedicated right-turn lane.

Southbound approach: add a second through lane with a dedicated right-turn lane.

With the recommended widening, each approach to the intersection of Minnewawa and Shepherd Avenues would have one left-turn lane, two through lanes, and one right-turn lane.

No improvements are recommended for the intersection of DeWitt Avenue and Shepherd Avenues because the LOS E is experienced by vehicles that are allowed only to make right 2319
AGENDA ITEM NO. 16.

Transportation Impact Analysis – Proposed Tract 6375 December 21, 2023 West of the Intersection of Clovis and Baron Avenues, Clovis, California Page 27 turns and 95th-percentile queues are expected to be only three to four vehicles long. The intersection is not a candidate for signalization and it is recommended that it be maintained in its existing configuration.

Therefore, it is recommended that the median break and left turn into the Project site be allowed.

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 9
Appendix A - Traffic Modeling
Appendix B - Traffic Count Data Sheets
Appendix C - Intersection Analyses
Appendix D - Florida Table
Appendix E - Improved Intersection Analyses
John Rowland, PE, TE
2320
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

FIGURES
2321
AGENDA ITEM NO. 16.

BEHYMER AVE

LI PROJECT LOCATION
3 SHEPHERD AVE
—
I
[
-fT
I E
I I
L— •• = EE X
TEAGUE AVE Lil
]
7 LU r
Li
Ld
I
— L LU
L Lt o CY ES A' - 3IQS i
O) tn T
I
3 1
I T T
• [ ]

TT ALLUVIAL AVE I
I
i I
-
HERNDON 4
1 LU B. EE>
T r Lr E A 2 8 EEs i
D—
LIl 1
___ 1
LEGEND

PROJECT SITE

VICINITY MAP
Not to Scale
PETERS ENGINEERING GROUP Figure 1
1 1
OK
LU or
Li
Proposed Tract 6375
Clovis, California
o
Q
I— D 00
o
o
A
©
5 x
UP
VE g
2322
AGENDA ITEM NO. 16.
•TM
mm (mm mnm ummn mm mm
—======== -
II III III IIIII IIIIIIIm IIIIIIIIL •Iii

SITE PLAN
Not to Scale
PETERS ENGINEERING GROUP Figure 2
Proposed Tract 6375
Clovis, California
2323
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE © o
I

L BEHYMER AVE
o
—
H
4 1
SHEPHERD AVE 2 K
EI E7 EC CI
E — 1
is s

TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (AVE 2 EL EE 0)
L* La <R
dOLS 8 8 [STOP]
Til C 5 7
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE / INTERNATIONAL AVE WILLOW AVE/BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE 1 R__
J L J Uass L.
8 dOLS
[STOP] 8
M
57 (7 57 > > >
y
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE I SHEPHERD AVE CLOVIS AVE/SITE ACCESS 1 LEGEND
© STUDY AREA INTERSECTIONS

PROJECT SITE

SIGNALIZED INTERSECTION
Proposed Tract 6375 ® STOP SIGN
Clovis, California 5 DIRECTION OF TRAVEL

EXISTING LANE CONFIGURATIONS AND INTERSECTION CONTROL
Not to Scale
PETERS ENGINEERING GROUP Figure 3
2 3 4
5 6 7 8
— o
Q
5 —
Q.
=
E
8 8
o
A
©
2 PROJECT LOCATION
2324
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE © o
I

L BEHYMER AVE
o
—
H
4 1

SHEPHERD AVE A N
EI E7 EC CI
E (
is TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (
AVE 2 EL 0)
C O (O
(O
/1 y J J l
— co O LO O
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE / INTERNATIONAL AVE WILLOW AVE/BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE U___
O) CO - 16(28)
I J y ZS PROJECT SCENARIO
O CO C
(O
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE / SHEPHERD AVE CLOVIS AVE/SITE ACCESS LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6375
Clovis, California

EXISTING PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 4
2 3 4
5 6 7 8
47(50)
202(88)
11(19)
0(0)
0(0)
0(0)
148(81)
144(143)
21(26)
—8
A
4 o
Q
5 —
Q.
=
E
C
LO
244(191)
198(173)
5(3)
CM
C
CM
LO CO)
CM CO
8 8
LO h CO
CM C
- O.

CJ CO CM
C CO
LO
O
o S' co — CM CO
66(18)
136(97) —>
224(123)
. $O
CO CM
LO I
21(19)
416(484) —>
111(86)
50(46)
367(423) —>
148(125)
22(38)
547(564) —V
14(17)
O CM
v CM
CM
5eA
46(18)
67(67) —
219(163)
CO —
— (O CO
(O — co
''-161(122)
■—533(447)
112(64)
3(6)
0(0) —
89(93)
"—6(11)
<—580(423)
100(67)
2(3)
150(184) —
68(50) —
— 741(598)
15(10)
s
ILL o——
— C) CM

CM CO CM
SL—
I CIO)
ttOt
J J l
ino) — S'
— co LO
017 LO LO CO
co CO CM
X S CO
in
17LO CO —
T CO —
3 O 9 LO LO
CO CO
CM CM

PROJECT LOCATION
— CM -
O O 3
rc—OCO
J11
2325
AGENDA ITEM NO. 16.
■
2%
SHEPHERD AVE 22% 10% 44%
i 4%
■ ——HR_ /
=JEt F I
—
I m
[ 10% EE T
10%
L 20% 20%
TEAGUE AVE Lill
•• ] _ LLJ
LLJ L
•I 1
— LLJ LLJ
d NEES 0 o
AVE 2 O
T !
i
a 1
FT \ALLUVIAL AVE
i i
1 ]
1 I
HERNDONVE 27 HERND 1
O
OB LLJ —
••
]
hj
42 $7 B
LL
J
-
Lul 7 0 <
LLJ
(
LLJ
T C
I
bo J P LEs --8 1
7 I
I ± m I
JU
iii - —7
LEGEND

PROJECT SITE
Not to Scale
PETERS ENGINEERING GROUP Figure 5
LU
O
Proposed Tract 6375
Clovis, California
or
LU
Q
LU
9 o
Q
1—
CD
D
Q,
a
8LL_

PROJECT LOCATION -
12%
or
U
D
CD

PEAK HOUR PROJECT TRAFFIC TRIP DISTRIBUTION PERCENTAGES ©
2326
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE© o
I

L BEHYMER AVE
o
—
H
4 1

SHEPHERD AVE A N
EI E7 EC CI
E — (
is s

TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (
AVE 2 EL 0)
CO
CO CO
LO — 7(6) L 1(2)
1(3)—>1 1(4) —
1(3) 2(7) - C
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE I INTERNATIONAL AVEWILLOW AVE I BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE CO
—SO
J J y
)
O)
CO 88(72)
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE / SHEPHERD AVE CLOVIS AVE/SITE ACCESS LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6375
Clovis, California

PEAK-HOUR PROJECT TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 6
2 3 4
5 6 7 8
3(2)
3(3)
— o
Q
—
0 Q.
=
E
A
4 8
8 I CO CD
3 O O
OOtO
7(23)
29(38) —
9(29)
6(21) —
5(18)
16(13) —
8(7)
— 7(23)
<—20(17) — 20(17)
20(16)
COO
IJ U
O
J
— 14(45)
-—4(14)
s
co co 17
O O
co co

PROJECT LOCATION
2327
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE© o
I

L BEHYMER AVE
o
—
H
4 1

SHEPHERD AVE A N
EI E7 EC CI
E (
is TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (
AVE 2 EL 0)
CM
(O CO
O
3(6)
90(96) — co LO co
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE I INTERNATIONAL AVEWILLOW AVE I BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE co co co CD
LO co 23(51)
LO
IJ y J J y
in 7 )
88(72)
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE / SHEPHERD AVE CLOVIS AVE/SITE ACCESS LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6375
Clovis, California

EXISTING-PLUS-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 7
2 3 4
5 6 7 8
47(50)
209(94)
11(19)
O
CM
—
A
4 o
Q
5 —
Q.
(O
(O
=
E
C
LO
244(191)
198(173)
6(5)
CD h
C LO
8 8
O) I — co
CM — O.

LO h co
CM CD
- O.
66(18)
137(101)
224(123)
30(48)
422(505) —>
111(86)
55(64)
383(436) —>
156(132)
29(61)
576(602) —>
14(17)
CO) CO
— CO C
LOs
5eA
46(18)
68(70) —
219(163)
'"-20(56)
<—584(437)
100(67)
——161(122)
<—553(464)
132(80)
151(83)
— 147(146)
21(26)
CM
O
J
— 761(615)
15(10)
2(3)
150(184) —
70(57)
s
— C) LO

CM CO CM
SL.

I CM CD
ttOcO
J J l
017 CO CO CD

CO CO CM
X S CO

CO CD CO
Sco CO in

PROJECT LOCATION
ICC
OLOI
11 (
inLO co — 3 O 9 O CM
CM CM
2328
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE © o
I

L BEHYMER AVE
o
—
H
4 1

SHEPHERD AVE A N
EI E7 EC CI
E (
is TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (
AVE 2 EL 0)
CO
CO (O
1(2)
5(8) HI
104(104)
CXI
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE I INTERNATIONAL AVE WILLOW AVE/BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE CD
CO
23(51) CXJ
1J y J J y
7 88(72)
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE / SHEPHERD AVE CLOVIS AVE/SITE ACCESS LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6375
Clovis, California

NEAR-TERM WITH-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 8
2 3 4
5 6 7 8
50(52)
214(98)
15(28)
166(93)
159(157)
25(35)
316(204)
222(193)
18(16)
—8
A
4 o
Q
5 —
Q.

CXJ
tO
CXJ LO
CO
=
E
C O
co &
LO C
C 2
CXJ co co
O(OLO
8 LO CO
LO) CO
O 3
LO o
LO CO
CXI v
v LO CD

H CO CD
o
L
117(207)
611(811)—>
166(163)
93(166)
643(936) —>
241(153)
68(19)
145(114) —-
252(161)
29(61)
588(641) —
14(17)
Or
o LO CO
CD CD
46(18)
70(75) —
241(228)
5eA

N C) CO
h h CXI
-9.

CO CD —
r^- cxj CD
[o CXI $
— O. CO
Ct 9io —
COOOLO
II (O
68(165)
<—853(817)
202(144)
——186(201)
<—881(826)
228(155)
cxj
CD
J
— 796(639)
15(10)
3(3)
162(213) —
72(60)
s
11O CD
O CD
3 O
8 9
ill Lo ioo

CD - CO
—03
—Loco
O(OC
- C

PROJECT LOCATION
O(OI
I J L
111 CD r 6

CXJ CD CO
905

CXJ CD CO
CD —
2329
AGENDA ITEM NO. 16.
3 COPPER AVE
L
1 INTERNATIONAL AVE© o
I

L BEHYMER AVE
o
—
H
4 1

SHEPHERD AVE A N
EI E7 EC CI
E (
is TEAGUE AVE
••• LL 1 I
1 Q 2
a
T
o s
NEES (
AVE 2 EL 0)
J l y
in
149(164)

C (O LO
CO(OC)
a WILLOW AVE / INTERNATIONAL AVE MINNEWAWA AVE I INTERNATIONAL AVEWILLOW AVE/BEHYMER AVE MINNEWAWA AVE / BEHYMER AVE 27(58) LO
-- CO
J J J y
111 7
88(72)
CO CD
MINNEWAWA AVE / SHEPHERD AVE DeWITT AVE/SHEPHERD AVE CLOVIS AVE / SHEPHERD AVE CLOVIS AVE/SITE ACCESS LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6375
Clovis, California
1 CUMULATIVE (YEAR 2045) WITH-PROJECT PEAK-HOUR TRAFFIC VOLUM Not to Scale
PETERS ENGINEERING GROUP Figure 9
2 3 4
5 6 7 8
187(103)
371(183)
125(128)
390(245)
529(222)
61(22)
77(62)
457(118)
42(28)
1(1)
1(2)
1(1)
CD
LO
— o
Q
5 —
Q.

LO
LO
CO
LO
=
E
co CO —
o co —
8 8
COCII
O U CO

CO CXJ LO
CO—
L
120(224)
735(921)—>
218(170)
57(22)
95(131) —>
273(228)
82(22)
171(128) —>
279(163)
97(173)
710(1141) —>
364(218)
CO O.
- CXI
5eA
— O. LO
I CO LO 9o:

OOsH
I CO I
5(70)
2(2) —
3(14)
188(377) —
98(109) —
——200(211)
<—881(934)
228(155)
183(202)
<—853(934)
325(291)
34(70)
1119(1468) —
17(21)
s
11 o CO
O LO
- CD
CO CXJ — StOc
— CXJ U
CIC
COO
I. (
<—1212(1253)
16(12)
COIC
OC
111 co or
co co co
X 9 co
O co
— O O U CD v CD CO in

PROJECT LOCATION
1 — CD
CICI
—03
NOLO
758
2330
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

APPENDIX A

TRAFFIC MODELING
2331
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375
VMT Results
2332
AGENDA ITEM NO. 16.

Tract 6375, City of Clovis - VMT Analysis
Tract 6375 (project) Region (Fresno County)1Difference
Percentage
Difference

16.6 14.1 2.5 17.7%
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 387
Total project population (a) 1,336
Percent Population traveling to outside (b) * 7.79%
Project Population traveling to outside (c=b*a) 104
Total Internal-Internal (II) Project VMT (d) ** 18,417
Internal project population (e=a-c) 1,232
II VMT per capita (f=d/e) 14.95
IX VMT per capita (g) *** 20.2
Total IX VMT (h=g*c) 2,102
Total project VMT (i=d+h) 20,520
VMT per capita (j=i/a) 15.4
VMT adjustment factor for new base model (k) 1.08
Adjusted project VMT per capita (l = k*j) 16.6
* : Obtained from "Fresno_worker_ixxifractions.dat" from model inputs. Used same percentages/values as the parent TAZ (252) **: 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 2333
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375
Select Zone Analysis
2334
AGENDA ITEM NO. 16.

Select Zone Analysis Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
.d
I- I
* -
“I I- trkanden. -J
s"
"I 1 = f
! f.. "I !
-J> I” I
)
r- - r 5 i- ••I !
!■ I
4-:

Mtyneri i.
..i I 2
1- I
A 8
I Y 2): 3/:--
off I- /
20 2ei I- 1
7 •
!
s
I-
« ' « iei : i
}“ !
06 i
2Hs: t A ! 3 a.|
3 I” "J 1-22-!
1-5 1-1
1 s
Teptard Teptard Svehdi Svplwd Srehudi Svehdi
1144
eghard
20 1 E 55 2-s Svplwd
Sphard Pechard Srphdi Svehdi Svphwdi -8 Suphad I = Shphari I I oSrphed
H Zef Pot 3 if
55 .1 58,5- 2-2 [•= :
-l r
'3 Pot 3-3 5
l
'•I 48
i l Z-t hl 2-4
I 1-2 ! -J .X
I
-8
La
1 Sephard %
6 3,
«S
la
Teptard
22 8
8 1
Suhardi
N
(, !
2L
; 2upa=2*c*rd
1 L. ?
2335
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375
Baseline and Future Model Output
2336
AGENDA ITEM NO. 16.
2019 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
r
3 <0
157
Coopei Copper Copper Copper Copper
■5 0) SN8 (8°8
A -214
291 299 5 2995 297

0. $ 8694 900 7
"511 8 511' Copper 1Copro 00 Copper Copper Copper Copper O o’ 8: C.$s N "5 553 40/940 "osegr JS 4 < - N
3 8 157 8 N 0 N ty r 9'
6 2912.. 93 P: 95 > 0
Olympic I nterna | a InternafonI t 88% sterr“n @ 088 3 148 "aa9 n 62 3 5? 8835 c
.0 2-J 5 "F49 176 s
,2626 26
/o -----_______
NV 26 20
1282 w. rt 116 5 116128 )9 d8 20 - co 233 8 33 120 § 120 s 2 .42 - a O $05 r-’00 29 ( <5
O N 58% r N 0) 3 © N 1®'
8 a
10 0
\ &NS o-F62
"Behymer I
c 0
B-hmer — gun T IP o * f 0 g
Bel 2 S S 8; -8.0 Behymer Lhymer PN i 5
©
5 o
0 o
101 8 $ 217 024 45 o
o
113 59 -59 88 253 . %i 8
U4 NN -
Behymer 6 6 “ Behymer । 2 r T
00 s 8 N = Ng”
‘ Behymer 0
0 Noe
98 2
5 3
rt
181
‘ T 0 13 - 9 3
A
- (
23 2
331
2201 201? of $54.

Perrin =Pemn -
65 -
- co8; a 5 99s 5
w (n 20 5 Q --
0 V ®
(D in 10 0097
5 asA o 2
( N "J 5
0 5
I 9 g
2 o m Shepherd Shepherd | Shepher Shepherd
Shepherd y
C
® 538 551 o —307—0 *70.
444 “ 00 & 10% —
542 | 542 473 545 | 545 ,442 442 442 425. - S rt« — - $ 2 2 86 to 546 8542 542 542 530 39 328 559 o 539 532 40 536 483 513 449 453 /
547 5.0; 547 4387 9 382 353 301 506 gee 409 | 53 -- cor - - 0 ( (0 “ J c. co W W
® 6 l709 - J — 85% 00 6198. -608±882 726o ( 557 Z 1542
adShepni . J 1 0) Shepherd o Shepherd
. / ® N -
Shepherd. Q
3 gepherd Shep heid < Shep
N - D C I d" cShephe
/
<0 83 0 W cP - 142 11 00 4, (D 19 G) 26
&- t 0 5 A
3 88-4 105 201 t in 00 0 —8 4 PE o co 8
00 G L UNe 2 — C1 -9
300
4440
in 0 1 m
287
60 0
0 §
506
726,
148
176
454
686
481
534
21 36
Shepherd
424
447
551
559
Shepher
454
496
200
23 329 301
616 557
330
622
16 35
21 36
113
53 .
21 36
21 36
0 0
Shepherd
443
492
60 19
Copper
244
316
Shepherd
496
571
Shepherd
481
534
Sheph
424
447
0 0
Shepher
545
551
1 N
Shepherd
444
481
27 23
''536
409
Copper
312
238
26 67
Copper
N C
00 (D
— u. - N
34 19
Copper
1812
135
24 c C

0. 0.

C - N 0)
Copper
244
316
N (0 Q) C
E (D
8 s
444
481
3 3
16 35
Internatil
19 34
334
493
D O
G0 C
- G
16 35
322
548
Shepher
- t
T CM
40 21
82 82
189 189
g.

N
J. N
g
2 106
56 9
11 26
Internatil
Copper
244
316
6 15
Behymer
11 25
Internatil
Copper
26 11
8535
2 — t
- N
6 15
Behymer
Copper
26 11
20 9<
Copper
50 101
16 35
9 8
E
2 t C
1 0
o n
s43
I
T
0 0 00
e
CO
-- CP w
36 <7
Internatil
199s
34 34
g
4 9 — ( 0. 0
N 0)
1 36 Q.
s 12 .0
Copper
39 81
— to
- t
c CM
0 0
136
29 8 9
Behyr
9 $
7 (J Q C E
C N
0 0
$
82 0s
Ce) e7" Covperpe Coppai-Copper
ON
w co
c s i. F
0 23
r §
0, i
2 6
Behymer
. Q K (O
© -
in. —
- CM
” Sheph - «
0 - N
Behymer
9 45
Behymer
4 8
Co -ShepherdN - J I
- N
00 - — CM
220
© r
$,283/1/138 70 “276 0 8 2384,
449, lew 0
1 Internatior
220 0 135°
""PsA
O- 4 Ni —-
« a
N
2768
Co® J
y!
4 10
312
495
Shephert -
33 8.9
248
664 8 8
o
in 0
1) 0
2 E
2 5
e 55. 905262
4 0
oo 8
l e40 4 a
N0S w C ( 00 M
9 6
© t
F. 00
18 8 227
8 a
5 7
” “ § 615 '480
276” 276 6 28%
377 3772 2 8 270
/ 259
L89570
4 r CM
o.Ss herd
5795 1 9 8 8 •01 5 (00
<46
6 $5225 522 /379
co co g -F
:i
0 , 0
N 10
G 8
7 172 172 7
/ 316 316 /
Copper-/0 Copper Copper/ / A
(291 165 291 (U
"436 8 4367 9
D a a l
- N o
.(( a () (D 60)0
8534
Copper
5 o C
y/8 w0—— ' 8g9, 30
co a, © in
1313 $4’8
27 oo .0
135, — 238 01 ®
1 2
-583 J
2 - - 172 - (D :
a G :316
dp
84 ©844,
| a - o ® §
25 $88
*296
w w 2 58
3gc OOE00 a
s° 2 a
8 /oqV----------------r Qfass 2a: 7 i $5Remfzoaynl.9m“iz 4368 436 9/0 3 325,,222 72 222, 22 _ "8o 00196 1 20,
910
( CC
-850

0.4 008
- - ®
O
J
Les
0 2 In CD
O N n
OA
N c 21 E 0 ,
-I(4 NO0___
o N
2 t9
in 0 > 10 D 0
- 4437
6*151
657 6503 657
o w
8 50 ‘as 6588
Shepherd
N 0)
aa 3
62 c
65 9
69 2 3 FFs 32
3 Behymer
S
,‘9
q)00: 50 y*
~ SShepher, \
5470 23
tS
2 10
=8f
<
s
3 189
Is
$85
C
442
471
- —
$300 +
$553 -
a.
86577
315
CO'K 4 89s
9 m
6 1
‘Internation.
0 CO a 29 0
°-32 N in
158
30 /8
41 8 6
355 8 ‘dw
4Q( «
100 n
Sp
539
o
O —
N —
686
Q — C —
NT 0.
-282 2282313 276 276 ?76
$90 290 88 84*84 64
Belymer ro°
CM • -317
00 -
60 16
1$
5 $Behymer 5’37
40 18 CM
300 N
• O —
641
Shepherd
2855 409
6 20
\89 891 89
28 28; 828;
1--
pherd o Shepher
- &o g
121
.3
*) / $6/20% $/ 4‘
95 39. 90 - , \ RN2 Zz 27 580 8?S 363 ./ • 3- 3&——Eaa8le B3 o 285870 | 855981% "ys. 211 2 58 23185 A • ig " a5—Pemn"$8 59 “PerrinS 3 Pornn 3/g*,e, %%. .a 494 0.5 08 364364364 364/475 85 = $5090368—4 89*389 389 389 296 ' y8 - S96 0:8 54 253253253 253 283 3.55 3330 2330/8288,22/90 200 200 200 23 s z* 10 22 228 228 143143143 143/153 893 2178 8178 004 7 9393 393 39 331 1,c 465 465 465 115115115 115 133 230 *127 21285 % 5 201 2012.201. 54 %X OPer, F28 Pern ,e"39, /ss”? " I • 6128 6“846"en, no V • s’ L e 5
\ 58 8
7 * (%/ Aaatg,/.28ts 120 e /W, -$900£,.9 . , 39 Shepherd; Shepherd / 0% Shephe3898r0 /0.5823 J

7... . _X.._YY ... ... . EA a E1- 195 F—s E
%/688, e.v* V/ 03/63
Coppe V C
05338
992 c N • - co a
..a CM 1

I (D - CM
1 8 - M 800
L
.00
a =
2 8826
0 ’25
27 Ng .
8201 8201
' 0
69 GJ
Q) (
3%3.
, 0 $ - S
339 — N
88 880
S'
0 Shepherd - »
00 0) °T- () 0)
I
| 5
5 5
2337
AGENDA ITEM NO. 16.
2035 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
1200
Jmreml uMAJJUG. zses. A GEs
7 1256, .I 190 4MAL a9nn /_ anpa llas-n? anen
Copper © o
2 16237 Copper Copper Copper Copper
3M1 o © — 300 304.
1256
I 0) / 2 ,l *5) §8 8866
rOn
537
1282 12298 1229.
0 0--
e-. anyny1264 1482 607 8 314968CM
Copper Copper - (y
Copper Copper Copper Copper 5
© © © o Cost 0
$85
n E 8
4 0) s
$Q F
0 CM 82 hi 8 InOnaton
"I — ...
0 "170 © o = _ a
§ 170 C. co " 1184 Internatil 212 212 390 :6 23 24 7 9
42 47 1412 5 '112 112 112 342 7 383
15 / 4186
8 | n Irternation
C co 0
T rt 8
CO 62 207 64 '40 ,40) 340}81 | 81
00 N
N o Internation. -
.2 c 0
Interration O © O o
(D — 0 0. 163
0 : cu 0 CA C 290 0
170 0 g
I. 201 SSN 8’ c 0 2 Ns
207 2 > 1 ?
S6e o-599
3 do E §58 SBehymer "Behymer s yreet ©
wf? S go s 83 Behyr N 118 1" « 8.0 o
264 0/35 2.00 2 o
177 o
O
46 -46 39 8 a
J RE 15 CM 0 Balymers” J Boyymas /
:A / U8s 30N 0) N Behymer 2 — ( o
0 - <v
- . -
16 ( 0
S' - N >
14 — 0 51
g)
I s w t ( 6, 0) 0 in -2 0 g O= - 9 $ E CM 70 3

0. O 32 o 2T 353 353 353 266 o
523 t
- s
<o 651 651 6511 477
0 234 234 234 180180180 180/370 d9
S
180180180 180
157157157,157
n 0 Perri
A —
16 / %
Sugar Pile
98 698 698
♦85 00 1485
Q
5 888 100
.143 48a -Pa 141 eNu 28, 888
IS 120 6 <88 o — 5 1(55
L co N F 3
285 5 g 88888 — &srt 0
$ E S
5 — 0) 3 2T f P C
- " — J - - — isL o
Spherd Sugar PineSt8 a to 10 Sugar P 9 §88 Shepherd 607,3 2 Sheph 0 1 1-07 “ - 940 52 — 53° 580 502/580 w°9 438 421 985 537 0884 T ar Priest 8 w
0 N 0 . N 881 - $ 5 859 759 752 I
Shepherd^ SugartBnSShepis
1080- 00 G) 1134 10
3 6 Shepher Sugar Pine
© — •
C
N 1 RSaptad
■
w <0 % 0 Shep heid al 0 A CO
6 29 t
t
1 80 83 99ga 7 1 $ CM A — a 88 o
0, 6>
266
477
950 881
864 828
748
142
130
230
'128
Shepherd
1126
1153
999
871
926
1176
25 46
Shep heid
909
810
37 115
30 16
0 0
21 41
985
.1187
Behymer
130
179
25 46
Shepherd
891
804
33 103
CO
J
244
312
251
89 25
46 25
46 882
764
69 108
Copper
21 41
223 223
417 417
Interna br
201'
403
163
76 1
-
u
21 41
0 O'
51 31
34 Copper
86 108
21 41
co
CO
Copper/..
*
3 5
5554
212
20 20
Behymer
<o
co
Copper
86 108
42 25
Copper
Shepherd
882
764
0 30
t
N
327
619
Copper
0"
0 468
86 403
157
<o
th
105
35 123
66 in & I) “ - T
Copper
391
639
Internail
24 42
Copper
199
Copper
393
634
Copper
399
151
0 G
o
C.
17 8
C
M
CM
62 143
Internatbn
Copper
35 17
t i
T rt
Copper
394
639
Shepherd
999
871
Copper
7199
Internaton
201
403
358
311
— N
N co
856
78 Copper
35 17
55 16
In N - in
I
t w)
- rt
9 03o
Behymer
22 25
$ T
r Q
“ 0
0 0
16 35
Internatil
16 35
Internail
3 28 88
Q
J
as
40 I
• 509 0:3 18 342342342 342545 8 "
' 847 018 * 331331331 331 401 2.0
( O
I. (O
- CM
g206 2206252 202 202 ,203
396 f 9 6 85 85 85 ”
225
145
9 0
o -
A Copper
s',/
97 169
Behymer 2
55 35
880
9 1167
Shepherd
$
Q
83)
G C
— C
Q C
“ Cl
3 146 147
724 8 722 .2
co N
i, (O
184
96 6W

4. -76
5 134
-
-
■
Shepheid Shepherd
1092 0 £1092
1096 o 1096
-
■
31 \
71 88 Shepheid
’ 1084
1132
O—to < -4 tO
0 83
165
- Behymer
18 3
11 z
1187 2 1176
++ 0
0) 5
-
E
<
936
'sSs 647 2 a 807
3 Ber&s
s
Behymer &
N o
N 06
_ 3 _
123 8 93°
217
C. ’-an ° « 33,
2 8
02 o i EN 2
0 23
Shepherd 8
€93
01192
227 / 619 /
Copper A
too (
19 10
o —
ee
.o 60
1 3 I
(88
190 0 105“
shimer . Jrer o 185
1170 $1170
1137 1137

8. 1283 sia
57 0 | .8
8 d— ()
C1 N.58
3 Shepherd
> qL"R* 81 8,14988 S $12373 12377/% £621109 7761 7762“|of Coppar Copper H § 5 8 . K + 53/443,8%, og « , 3 I ’
$9/942 — 879342788788 10 3888 2 9 "04 2.4a8s68"-/..
2 one TTg 47
8818 e * ,5558 58 58 377 23
gs 6,6 146 147 14129=5H5 1112 ■
2% 0
10593 1059 ,14,1042 91046
803
72 Shep bed
0 • >
1o—
- In
— 00
() 1
-t i
— 00. ( 1)1
1,38 . 2,388% 0/1° 6I° 4
$ 88
997 |
7sePn &8
39 §8e
12cc —
25 SNs
K S
62 2 g 41 -
G 01 Behymer > "
1 ‘0
114
9217 8217
' O
Shepherd ;•
00 vJ "
1) 00
1 (00”
’“t _
186. -- ... 0-
"Perrin — Perrin
‘ 884
08 Sugar Pine SP 8
1006, 1010)
N o Sugar Pir
qA3R / %
Shepherd’ ugar Pine S s herd 35900 101002/35g
885 1 0 912 1 323
38 588 566,
—©21 (in.
0(10
co t C9 in
6 Perrin E Perin
29“
— r. 8 S
— ( 36
N go C CD
10 c.R
8 (Behymer,
""368
'136
x647 £ 647 583
11062 907
299
.9 F
69 J
8 8 '807 I 814
“ .791 Enterprise 795
64 Sugar Pine
©
T.10 11. A
18 G CO ONO -—.G) —
"I89
157157157,157 216 20
304% CM 41
52 U5% 3.6 8
315
8 S 3
— N to

19. - 0do
42 g
• 8 S °N8
o O U%
0 88 11
&8 42 0155
9 o §88
212 32125
185 21857
N q 9
86%
/ z
u
_
67 &2
515
206
Q15 % S •
6 0
—9 wig O N E S
190 5
64 G3
0 g 6 B. 65 S8*
9 $ Shepherd,
$747
855
38 5
33 ‘y 0 A
>

8. o9C 1
8 3 8
— CM 10
Internafon,
2 1148
T 179
1932 193
6 0)
Irternabn" % Inter o 39 143../ 1§
/ ’J
I in Glrternation
21O 1
NFC 3.
. ...
a 31
P s 6
wNO
□ w
2 g. Bahs? 8
25-
316 3 8
(D —
883 ‘r | x
5^7
388
N
——N 0
O —
74 190/
36 113 $
& 8 00 1200
9 928
IT'S naton
o o n . Ns% N88
-=
24 88’ \ / 58,%%, s
864 )hs 8 | 8
Shepherd A Sepbeei „ (Shephen
/
4385—
\ 8888 |
co co '
- C oO
931 e'z
& 8 = 5s
z
.. co ® 3 N o $S
480380 380 380 333 9333
YSSF9967508 4
0,184
$96,
8′88
2 & min T r । Perrin
993
198
217
I 59 00
g
ENI
E
2 £54.0523——N%
"720 2720 82010
* —516. 8329 8329 %
"527 5527 %, ol Perrin ,463" $9
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
/ N4%
g88
2338
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

APPENDIX B

TRAFFIC COUNT DATA SHEETS
2339
AGENDA ITEM NO. 16.

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

Page 1 of 3 ends

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.
2340
AGENDA ITEM NO. 16.

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.
2341
AGENDA ITEM NO. 16.

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

Page 3 of 3 ends

Metro Traffic Data Inc.
(A) North
2342
AGENDA ITEM NO. 16.

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 0 0 1 0 0 0 0 5 0 0 3 77 1 1 0 1 74 5 2 7:15 AM - 7:30 AM 0 0 0 3 0 0 0 0 10 0 1 0 111 1 2 0 0 103 2 3 7:30 AM - 7:45 AM 0 0 0 5 0 0 0 0 34 0 0 3 122 4 2 0 1 172 6 3 7:45 AM - 8:00 AM 0 0 0 6 0 0 0 0 9 0 0 10 146 3 2 0 1 195 6 2 8:00 AM - 8:15 AM 0 0 0 2 0 0 0 0 13 0 1 7 144 3 3 0 1 198 2 3 8:15 AM - 8:30 AM 0 0 0 1 0 0 0 0 16 0 0 2 135 4 9 0 2 176 2 4 8:30 AM - 8:45 AM 0 0 0 4 1 0 0 0 9 0 0 4 138 0 6 0 2 112 2 1 8:45 AM - 9:00 AM 0 0 0 1 0 0 0 0 7 0 0 7 95 2 0 2 0 111 2 2 TOTAL 0 0 0 23 1 0 0 0 103 0 2 36 968 18 25 2 8 1141 27 20 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 0 0 4 0 0 0 0 9 0 0 12 129 1 6 0 0 137 7 1 4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 7 0 0 10 131 5 4 0 1 133 5 2 4:30 PM - 4:45 PM 0 0 0 1 0 0 0 0 8 1 0 10 140 8 2 0 2 136 2 1 4:45 PM - 5:00 PM 0 0 0 1 0 0 0 0 7 0 0 11 150 4 0 0 2 141 8 0 5:00 PM - 5:15 PM 0 0 0 3 0 0 0 0 9 0 2 8 134 6 1 0 1 132 4 0 5:15 PM - 5:30 PM 0 0 0 3 0 0 0 0 9 0 0 6 148 5 1 0 3 179 8 0 5:30 PM - 5:45 PM 0 0 0 4 0 0 0 0 7 0 0 13 132 2 0 0 4 146 8 1 5:45 PM - 6:00 PM 0 0 0 1 0 0 0 0 9 0 0 8 152 5 0 0 0 142 3 0 TOTAL 0 0 0 17 0 0 0 0 65 1 2 78 1116 36 14 0 13 1146 45 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 0 0 14 0 0 0 0 72 0 1 22 547 14 16 0 5 741 16 12 4:45 PM - 5:45 PM 0 0 0 11 0 0 0 0 32 0 2 38 564 17 2 0 10 598 28 1 PHF Trucks PHF
AM 0.952 2.0% PM 32 0 0 0 0.889
PM 0.900 0.2% AM 72 0 0 0 0.529
PHF 0.941 0.918
AM PM
2 1 16 28
38 22 741 598
564 547 5 10
17 14 0 0
PM AM
PHF

0.943 0.837 PHF

0.583 0 0 0 14 AM

0.688 0 0 0 11 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Shepherd Ave
Northbound Westbound
Shepherd Ave
Dewitt Ave
Dewitt Ave
Turning Movement Report
Dewitt Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear

36.8666
-119.7065
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.
2343
AGENDA ITEM NO. 16.

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 1 0 0 0 0 0 1 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 0 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 1 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0
TOTAL 0 0 0 0 0 0 0 3 0 0 0 0 0 3 0 0
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 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 3 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 2 0 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 1 0 0 0 0 1 0
TOTAL 0 0 0 0 0 0 0 0 0 7 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 5 0 0 0 1 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 0 0 0
PM Peak Total 6 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
5 0 0 1
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Dewitt Ave @ Shepherd Ave 36.8666
Fresno -119.7065
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
Dewitt Ave
Shepherd Ave Shepherd Ave
Dewitt Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.
2344
AGENDA ITEM NO. 16.

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 CONTROL TYPE
Shepherd Ave / Shepherd Ave
Clear
Two-Way Stop

COMMENTS

Page 3 of 3 ends

N/A
Turning Movement Report
Dewitt Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Dewitt Ave / Dewitt Ave
J
dOlS
Metro Traffic Data Inc.
(A)----
North STOP
2345
AGENDA ITEM NO. 16.

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 38 40 0 3 0 0 55 1 2 0 1 0 10 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 41 40 0 1 0 0 59 0 1 0 0 0 15 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 47 42 0 2 0 0 66 0 2 0 0 0 21 0 0 0 0 0 0 7:45 AM - 8:00 AM 0 65 58 0 5 0 0 61 1 0 0 0 0 13 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 82 49 0 1 0 0 73 4 3 0 3 0 30 1 0 0 0 0 0 8:15 AM - 8:30 AM 0 71 56 0 3 0 0 69 0 2 0 0 0 25 1 0 0 0 0 0 8:30 AM - 8:45 AM 0 31 51 0 6 0 0 55 0 3 0 0 0 35 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 25 59 0 4 0 0 51 0 3 0 0 0 6 0 0 0 0 0 0 TOTAL 0 400 395 0 25 0 0 489 6 16 0 4 0 155 2 0 0 0 0 0 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 26 57 0 1 0 0 55 0 0 0 0 0 23 0 0 1 0 0 0 4:15 PM - 4:30 PM 0 25 59 0 2 0 0 58 0 1 0 0 0 23 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 37 60 0 1 0 0 50 0 2 0 0 0 24 0 0 1 0 0 0 4:45 PM - 5:00 PM 0 25 68 0 0 0 0 79 0 1 0 1 0 17 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 33 73 0 0 0 0 63 0 1 0 1 0 26 1 0 0 0 0 0 5:15 PM - 5:30 PM 0 48 69 0 0 0 0 81 1 1 0 3 0 22 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 39 70 1 3 0 0 52 2 0 0 1 0 28 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 29 55 0 0 0 0 57 0 1 0 0 0 34 0 0 0 0 0 0 TOTAL 0 262 511 1 7 0 0 495 3 7 0 6 0 197 1 0 2 0 0 0
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 0 265 205 0 11 0 0 269 5 7 0 3 0 89 2 0 0 0 0 0 4:45 PM - 5:45 PM 0 145 280 1 3 0 0 275 3 3 0 6 0 93 1 0 0 0 0 0 PHF Trucks PHF
AM 0.867 2.4% PM 3 275 0 0 0.848
PM 0.896 0.9% AM 5 269 0 0 0.89
PHF 0.853 0.697
AM PM
0 0 0 0
6 3 0 0
0 0 0 0
93 89 0 0
PM AM
PHF
##### ##### PHF

0.897 0 265 205 0 AM

0.910 0 145 280 1 PM
Turning Movement Report
Minnewawa Ave @ International Ave
Fresno
Thursday, September 14, 2023 Clear

36.8884
-119.7112

Page 1 of 3 ends

International Ave
Northbound Westbound
Internationl Ave
Minnewawa Ave
Minnewawa Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.
2346
AGENDA ITEM NO. 16.

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 0
8:00 AM - 8:15 AM 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
8:15 AM - 8:30 AM 0 1 0 0 0 1 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 2 0 0 0 5 0 0 0 0 1 0 0 0 0 0
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 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 1 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 1 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 0 0 0
TOTAL 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 1 0 0 0 3 0 0 0 0 1 0 0 0 0 0
4:45 PM - 5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 5 0 PM 0 0 0 0
PM Peak Total 1 0 AM 0 3 0 0 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 0
0 1 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 1 0 AM
0 0 1 0 PM
Westbound Bikes W.Leg
Peds
Minnewawa Ave
Internationl Ave International 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 @ International Ave 36.8884
Fresno -119.7112
Thursday, September 14, 2023 Clear
A
North
—MF
Metro Traffic Data Inc.
2347
AGENDA ITEM NO. 16.

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 @ International Ave
Fresno
Thursday, September 14, 2023
Minnewawa Ave / Minnewawa Ave
International Ave / Internationl Ave
Clear
Two-Way Stop

COMMENTS

Page 3 of 3 ends

A
C Y
o
o
co
Metro Traffic Data Inc.
(A) North
2348
AGENDA ITEM NO. 16.

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 12 17 0 0 1 12 18 3 2 1 4 65 16 9 1 4 56 19 7 3 7:15 AM - 7:30 AM 15 31 4 1 0 23 43 3 0 1 2 92 14 4 3 15 78 16 7 2 7:30 AM - 7:45 AM 19 40 8 3 1 24 40 7 5 2 5 90 20 5 1 18 133 42 23 1 7:45 AM - 8:00 AM 29 28 7 2 0 30 34 4 2 1 5 120 31 4 2 19 149 38 21 3 8:00 AM - 8:15 AM 36 33 16 1 1 31 46 3 2 1 7 109 36 4 4 43 129 35 14 3 8:15 AM - 8:30 AM 45 45 8 2 4 29 45 5 3 4 4 97 24 3 5 32 122 46 21 5 8:30 AM - 8:45 AM 23 29 12 3 0 29 33 1 0 4 2 103 13 0 3 10 100 17 10 0 8:45 AM - 9:00 AM 19 17 4 1 2 20 36 2 0 1 3 80 14 0 0 3 96 23 6 2 TOTAL 198 240 59 13 9 198 295 28 14 15 32 756 168 29 19 144 863 236 109 19 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 22 37 10 2 0 25 35 0 0 5 7 112 15 2 4 4 108 29 11 1 4:15 PM - 4:30 PM 15 28 9 1 2 21 41 1 0 1 11 115 15 2 2 19 98 28 7 1 4:30 PM - 4:45 PM 19 31 8 1 0 28 33 2 2 1 4 123 13 2 2 8 103 24 7 2 4:45 PM - 5:00 PM 24 36 14 2 1 20 48 2 0 0 5 130 19 4 0 6 112 29 11 0 5:00 PM - 5:15 PM 22 32 12 2 1 19 31 2 1 1 3 124 13 2 1 12 108 26 11 0 5:15 PM - 5:30 PM 40 42 8 0 1 19 51 3 2 1 7 140 16 3 1 19 131 40 20 0 5:30 PM - 5:45 PM 34 40 20 3 0 25 43 2 0 0 7 94 29 4 1 19 93 28 8 1 5:45 PM - 6:00 PM 23 47 10 0 0 25 41 9 4 0 2 126 28 2 0 14 115 28 16 0 TOTAL 199 293 91 11 5 182 323 21 9 9 46 964 148 21 11 101 868 232 91 5 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 129 146 39 8 6 114 165 19 12 8 21 416 111 16 12 112 533 161 79 12 5:00 PM - 6:00 PM 119 161 50 5 2 88 166 16 7 2 19 484 86 11 3 64 447 122 55 1 PHF Trucks
AM 0.938 1.9% PM 7 16 166 88 0.9
PM 0.883 0.4%
PM AM
AM 12 19 165 114 0.931
AM PM

0.903 0.878 PHF
(RTOR) PHF
(RTOR) 79 55
19 21 161 122
484 416 533 447
86 111 112 64
11 16 (RTOR) PHF 0.973 0.833

PHF (RTOR)
AM 0.801 129 146 39 8
PM 0.878 119 161 50 5
Northbound Southbound Eastbound Westbound
Shepherd Ave
Minnewawa Ave

36.8666
-119.7111
Northbound Southbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Shepherd Ave
Minnewawa Ave
Eastbound Westbound
Turning Movement Report
Minnewawa Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear
HHH
-
North
m
Metro Traffic Data Inc.
2349
AGENDA ITEM NO. 16.

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 0 0 0
7:15 AM - 7:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 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 0 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 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 1 0 0 0 1 0
TOTAL 0 0 0 1 0 0 0 0 0 0 1 0 0 1 1 0
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 0 1 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 2 0 0 0 0 1 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 1 0 0 0 1 1 0 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 1 0 2 2 1 0 0 3 2 0 0 1 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 0 0 0 0 0 0 0 0 0
5:00 PM - 6:00 PM 0 0 1 0 2 1 0 0 0 2 2 0 0 1 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 1 2 0
PM Peak Total 9 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
2 0 0 1
2 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 1 PM
Turning Movement Report
Minnewawa Ave @ Shepherd Ave 36.8666
Fresno -119.7111
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
Minnewawa Ave
Shepherd Ave Shepherd Ave
Minnewawa Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.
2350
AGENDA ITEM NO. 16.

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 108 Seconds CONTROL TYPE
Turning Movement Report
Minnewawa Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Minnewawa Ave
Shepherd Ave
Clear
Signal
COMMENTS All approaches have protected left turns

Page 3 of 3 ends

Metro Traffic Data Inc.
(A) North
2351
AGENDA ITEM NO. 16.

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

Page 1 of 3 ends

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.
2352
AGENDA ITEM NO. 16.

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.
2353
AGENDA ITEM NO. 16.

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

Page 3 of 3 ends

A o
co
dOlS
co Y
O
Metro Traffic Data Inc.
(A)----
North STOP
2354
AGENDA ITEM NO. 16.

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 15 68 5 2 4 9 74 4 2 1 15 19 21 5 2 2 19 13 6 0 7:15 AM - 7:30 AM 13 95 11 4 2 7 107 10 3 2 4 23 31 7 0 7 21 16 4 1 7:30 AM - 7:45 AM 29 147 9 3 4 10 127 10 7 4 9 30 62 23 1 7 60 38 18 1 7:45 AM - 8:00 AM 30 223 10 3 3 16 159 12 9 0 19 38 69 24 4 5 36 47 16 1 8:00 AM - 8:15 AM 27 239 7 1 6 18 163 9 1 2 18 35 53 14 3 3 22 32 7 4 8:15 AM - 8:30 AM 39 295 9 0 3 15 177 16 6 7 20 33 40 15 4 6 26 31 4 2 8:30 AM - 8:45 AM 23 144 8 0 3 12 174 16 6 4 12 22 45 14 1 2 15 20 6 0 8:45 AM - 9:00 AM 30 128 4 0 1 8 86 0 0 1 5 16 21 5 1 11 21 23 8 0 TOTAL 206 1339 63 13 26 95 1067 77 34 21 102 216 342 107 16 43 220 220 69 9 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 31 122 11 1 2 19 120 6 5 2 10 37 48 13 0 6 29 16 5 1 4:15 PM - 4:30 PM 28 139 6 0 2 16 127 4 1 0 4 16 19 5 1 9 26 16 8 0 4:30 PM - 4:45 PM 26 156 9 1 3 17 115 4 2 1 1 27 28 8 0 3 25 9 4 1 4:45 PM - 5:00 PM 20 144 6 2 1 14 102 3 1 0 3 14 21 4 0 8 26 16 4 1 5:00 PM - 5:15 PM 28 149 9 2 1 19 136 6 4 3 3 19 32 6 0 8 29 19 6 0 5:15 PM - 5:30 PM 37 176 7 1 0 47 204 6 5 0 2 27 24 4 0 7 43 23 2 0 5:30 PM - 5:45 PM 48 164 12 1 1 37 144 4 3 2 6 16 39 3 0 3 40 23 6 0 5:45 PM - 6:00 PM 34 171 6 1 0 19 146 6 3 2 7 35 28 12 1 8 31 16 6 0 TOTAL 252 1221 66 9 10 188 1094 39 24 10 36 191 239 55 2 52 249 138 41 3 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 125 904 35 7 16 59 626 47 23 13 66 136 224 76 12 21 144 148 45 8 5:00 PM - 6:00 PM 147 660 34 5 2 122 630 22 15 7 18 97 123 25 1 26 143 81 20 0 PHF Trucks
AM 0.896 1.9% PM 15 22 630 122 0.753
PM 0.872 0.5%
PM AM
AM 23 47 626 59 0.88
AM PM

0.85 0.845 PHF
(RTOR) PHF
(RTOR) 45 20
18 66 148 81
97 136 144 143
123 224 21 26
25 76 (RTOR) PHF 0.745 0.856

PHF (RTOR)
AM 0.776 125 904 35 7
PM 0.939 147 660 34 5
Northbound Southbound Eastbound Westbound
Behymer Ave
Willow Ave

36.8814
-119.7299
Northbound Southbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Behymer Ave
Willow Ave
Eastbound Westbound
Turning Movement Report
Willow Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023 Clear
HHH
-
North
m
Metro Traffic Data Inc.
2355
AGENDA ITEM NO. 16.

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 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13
7:30 AM - 7:45 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
8:00 AM - 8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5
8:15 AM - 8:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 14
8:30 AM - 8:45 AM 0 4 0 0 0 3 0 0 0 0 0 0 0 0 0 3
8:45 AM - 9:00 AM 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2
TOTAL 0 6 0 0 0 9 0 0 1 0 0 0 0 0 0 56
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 5 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 2 0 0 0 0 0 3 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 1
5:15 PM - 5:30 PM 0 1 0 0 0 4 0 0 0 0 0 1 0 0 0 0
5:30 PM - 5:45 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 5 0 0 0 13 0 0 0 0 0 5 0 0 0 1
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 38
5:00 PM - 6:00 PM 0 5 0 0 0 5 0 0 0 0 0 2 0 0 0 1
Bikes Peds Peds <>
AM Peak Total 4 38 PM 0 5 0 0
PM Peak Total 10 3 AM 0 3 0 0 Peds <>
1 38
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 2
Peds <>
0 0 1 0 AM
0 0 5 0 PM
Turning Movement Report
Willow Ave @ Behymer Ave 36.8814
Fresno -119.7299
Thursday, September 14, 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
Willow Ave
Behymer Ave Behymer Ave
Willow Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.
2356
AGENDA ITEM NO. 16.

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 58 Seconds CONTROL TYPE
Turning Movement Report
Willow Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023
Willow Ave
Behymer Ave
Clear
Signal
COMMENTS All approaches have protected left turns.

Page 3 of 3 ends

Metro Traffic Data Inc.
(A) North
2357
AGENDA ITEM NO. 16.

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 35 54 3 0 4 2 69 5 0 1 1 7 14 8 1 0 30 8 1 1 7:15 AM - 7:30 AM 49 53 0 0 4 12 105 2 0 1 1 10 21 11 1 1 29 10 5 0 7:30 AM - 7:45 AM 63 49 1 0 3 6 116 9 0 3 2 15 30 12 1 3 31 14 5 0 7:45 AM - 8:00 AM 86 90 8 0 3 10 115 8 3 0 7 11 44 13 0 6 43 13 6 0 8:00 AM - 8:15 AM 125 106 10 0 3 12 132 25 2 2 5 18 43 14 1 3 66 15 1 0 8:15 AM - 8:30 AM 135 122 4 1 3 26 129 40 6 10 17 18 67 19 0 2 68 10 1 0 8:30 AM - 8:45 AM 56 90 6 0 1 24 131 24 3 2 17 20 65 22 1 0 25 9 4 1 8:45 AM - 9:00 AM 19 75 11 0 0 4 66 4 1 1 1 11 19 11 0 3 6 4 3 1 TOTAL 568 639 43 1 21 96 863 117 15 20 51 110 303 110 5 18 298 83 26 3 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 40 81 3 1 1 5 75 9 2 1 2 16 36 13 1 3 19 8 4 0 4:15 PM - 4:30 PM 28 113 3 1 1 6 82 7 1 0 4 14 42 11 0 0 20 6 3 1 4:30 PM - 4:45 PM 44 112 4 1 3 12 84 6 3 0 3 19 23 9 1 4 21 13 1 0 4:45 PM - 5:00 PM 42 120 7 2 1 7 69 8 1 1 1 6 33 17 0 2 17 12 5 0 5:00 PM - 5:15 PM 51 111 4 1 0 17 96 8 1 3 5 13 44 19 2 2 14 12 5 0 5:15 PM - 5:30 PM 52 119 4 1 0 18 129 8 1 1 3 14 49 20 1 8 35 14 3 0 5:30 PM - 5:45 PM 51 111 8 2 0 18 103 15 1 2 4 14 28 11 1 4 28 13 5 1 5:45 PM - 6:00 PM 31 124 4 1 1 10 93 6 2 2 6 26 42 16 1 5 11 11 4 0 TOTAL 339 891 37 10 7 93 731 67 12 10 28 122 297 116 7 28 165 89 30 2 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:45 AM - 8:45 AM 402 408 28 1 10 72 507 97 14 14 46 67 219 68 2 11 202 47 12 1 5:00 PM - 6:00 PM 185 465 20 5 1 63 421 37 5 8 18 67 163 66 5 19 88 50 17 1 PHF Trucks
AM 0.825 1.3% PM 5 37 421 63 0.84
PM 0.881 0.9%
PM AM
AM 14 97 507 72 0.867
AM PM

0.838 0.814 PHF
(RTOR) PHF
(RTOR) 12 17
18 46 47 50
67 67 202 88
163 219 11 19
66 68 (RTOR) PHF 0.774 0.689

PHF (RTOR)
AM 0.803 402 408 28 1
PM 0.957 185 465 20 5
Northbound Southbound Eastbound Westbound
International Ave
Willow Ave

36.8887
-119.7299
Northbound Southbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

International Ave
Willow Ave
Eastbound Westbound
Turning Movement Report
Willow Ave @ International Ave
Fresno
Thursday, September 14, 2023 Clear
HHH
-
North
m
Metro Traffic Data Inc.
2358
AGENDA ITEM NO. 16.

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 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 2 0 0 1 0 0 0 0 0 0 2
7:30 AM - 7:45 AM 0 0 0 0 0 4 0 1 0 0 0 0 0 1 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:00 AM - 8:15 AM 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 1
8:15 AM - 8:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM - 8:45 AM 0 4 0 0 0 2 0 0 1 0 1 0 0 0 0 0
8:45 AM - 9:00 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0
TOTAL 0 8 0 0 0 9 2 2 2 0 1 0 0 1 0 6
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 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 2 0 1 0 1 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 1 0 0 3 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 1 1 0 0 0 4 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 0 0
5:45 PM - 6:00 PM 0 4 0 1 0 1 0 0 0 0 0 1 0 0 0 0
TOTAL 1 8 1 2 0 9 0 0 0 0 0 1 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:45 AM - 8:45 AM 0 5 0 0 0 2 2 1 1 0 1 0 0 0 0 4
5:00 PM - 6:00 PM 1 5 1 1 0 8 0 0 0 0 0 1 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 11 5 PM 0 8 0 1
PM Peak Total 15 2 AM 2 2 0 0 Peds <>
0 4
AM PM
0 1 0 0
0 0 0 0
0 1 0 0
PM AM
Peds <>
0 1
Peds <>
1 0 5 0 AM
0 1 5 1 PM
Turning Movement Report
Willow Ave @ International Ave 36.8887
Fresno -119.7299
Thursday, September 14, 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
Willow Ave
International Ave International Ave
Willow Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.
2359
AGENDA ITEM NO. 16.

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 CONTROL TYPE
Turning Movement Report
Willow Ave @ International Ave
Fresno
Thursday, September 14, 2023
Willow Ave
International Ave
Clear
Signal
COMMENTS All approaches have protected left turns.

Page 3 of 3 ends

Metro Traffic Data Inc.
(A) North
2360
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

APPENDIX C

INTERSECTION ANALYSES
2361
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 67 219 11 202 47 402 408 28 72 507 97 Future Volume (veh/h) 46 67 219 11 202 47 402 408 28 72 507 97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 81 182 13 243 43 484 492 33 87 611 100 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 94 430 354 29 363 297 674 1226 525 122 1115 336 Arrive On Green 0.05 0.23 0.23 0.02 0.19 0.19 0.20 0.34 0.34 0.07 0.22 0.22 Sat Flow, veh/h 1781 1870 1539 1781 1870 1534 3456 3554 1524 1781 5106 1538 Grp Volume(v), veh/h 55 81 182 13 243 43 484 492 33 87 611 100 Grp Sat Flow(s),veh/h/ln 1781 1870 1539 1781 1870 1534 1728 1777 1524 1781 1702 1538 Q Serve(g_s), s 1.6 1.8 5.4 0.4 6.3 1.2 6.9 5.5 0.8 2.5 5.6 2.8 Cycle Q Clear(g_c), s 1.6 1.8 5.4 0.4 6.3 1.2 6.9 5.5 0.8 2.5 5.6 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 430 354 29 363 297 674 1226 525 122 1115 336 V/C Ratio(X) 0.59 0.19 0.51 0.44 0.67 0.14 0.72 0.40 0.06 0.71 0.55 0.30 Avail Cap(c_a), veh/h 272 861 709 204 790 648 1386 2111 905 374 2058 620 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 24.2 16.2 17.6 25.5 19.5 17.5 19.7 13.0 11.5 23.9 18.2 17.1 Incr Delay (d2), s/veh 5.7 0.2 1.2 10.2 2.1 0.2 1.4 0.2 0.0 7.5 0.4 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 0.8 0.7 1.8 0.2 2.7 0.4 2.4 1.7 0.2 1.1 1.8 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 16.4 18.8 35.7 21.7 17.7 21.2 13.2 11.5 31.3 18.6 17.6 LnGrp LOS C B B D C B C B B C B B
Approach Vol, veh/h 318 299 1009 798
Approach Delay, s/veh 20.1 21.7 17.0 19.9
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 23.0 4.9 16.9 14.2 16.3 6.8 15.0 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 11.0 31.1 6.0 24.1 21.0 21.1 8.0 22.1 Max Q Clear Time (g_c+I1), s 4.5 7.5 2.4 7.4 8.9 7.6 3.6 8.3 Green Ext Time (p_c), s 0.1 3.0 0.0 0.9 1.4 3.4 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2362
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 55 81 264 13 243 57 484 492 34 87 611 117 v/c Ratio 0.27 0.15 0.42 0.08 0.59 0.12 0.61 0.38 0.05 0.36 0.53 0.24 Control Delay 37.5 20.4 5.6 37.5 32.4 0.5 28.8 19.5 0.1 36.4 26.2 3.1 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 37.5 20.4 5.6 37.5 32.4 0.5 28.8 19.5 0.1 36.4 26.2 3.1 Queue Length 50th (ft) 22 22 0 5 96 0 98 90 0 35 87 0
Queue Length 95th (ft) 62 65 42 23 176 0 161 140 0 85 134 10 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 237 791 805 177 689 674 1207 1843 846 326 1797 651 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.23 0.10 0.33 0.07 0.35 0.08 0.40 0.27 0.04 0.27 0.34 0.18 Intersection Summary
2363
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Existing-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 0 89 0 0 0 265 205 0 0 269 5
Future Vol, veh/h 3 0 89 0 0 0 265 205 0 0 269 5
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 3 0 102 0 0 0 305 236 0 0 309 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1168 1168 322 1219 1171 246 320 0 0 241 0 0 Stage 1 317 317 - 851 851 -------
Stage 2 851 851 - 368 320 -------
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 170 193 719 157 193 793 1240 - - 1326 - - Stage 1 694 654 - 355 376 -------
Stage 2 355 376 - 652 652 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 131 137 712 104 137 785 1234 - - 1320 - - Mov Cap-2 Maneuver 131 137 - 104 137 -------
Stage 1 495 651 - 253 268 -------
Stage 2 253 268 - 556 649 -------
Approach EB WB NB SB
HCM Control Delay, s 12 0 5 0

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1234 - - 622 - 1320 - -
HCM Lane V/C Ratio 0.247 - - 0.17 ----
HCM Control Delay (s) 8.9 0 - 12 0 0 - -
HCM Lane LOS A A - B A A - -
HCM 95th %tile Q(veh) 1 - - 0.6 - 0 - -
4 4 4 4
2364
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 136 224 21 144 148 125 904 35 59 626 47 Future Volume (veh/h) 66 136 224 21 144 148 125 904 35 59 626 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 1.00 0.91 1.00 0.90 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 73 151 165 23 160 114 139 1004 31 66 696 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 109 540 433 48 251 179 179 1556 442 103 1338 375 Arrive On Green 0.06 0.29 0.29 0.03 0.25 0.25 0.10 0.30 0.30 0.06 0.26 0.26 Sat Flow, veh/h 1781 1870 1500 1781 988 704 1781 5106 1449 1781 5106 1432 Grp Volume(v), veh/h 73 151 165 23 0 274 139 1004 31 66 696 26 Grp Sat Flow(s),veh/h/ln 1781 1870 1500 1781 0 1691 1781 1702 1449 1781 1702 1432 Q Serve(g_s), s 2.2 3.5 4.9 0.7 0.0 8.0 4.2 9.4 0.8 2.0 6.4 0.8 Cycle Q Clear(g_c), s 2.2 3.5 4.9 0.7 0.0 8.0 4.2 9.4 0.8 2.0 6.4 0.8 Prop In Lane 1.00 1.00 1.00 0.42 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 109 540 433 48 0 430 179 1556 442 103 1338 375 V/C Ratio(X) 0.67 0.28 0.38 0.48 0.00 0.64 0.78 0.65 0.07 0.64 0.52 0.07 Avail Cap(c_a), veh/h 193 616 494 190 0 554 290 1960 556 222 1765 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.4 15.2 15.7 26.5 0.0 18.3 24.3 16.6 13.6 25.5 17.4 15.3 Incr Delay (d2), s/veh 7.0 0.3 0.6 7.3 0.0 1.6 7.1 0.5 0.1 6.6 0.3 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 1.1 1.3 1.4 0.4 0.0 2.8 1.9 2.9 0.2 0.9 2.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 15.5 16.3 33.8 0.0 19.9 31.4 17.1 13.7 32.0 17.7 15.4 LnGrp LOS C B B C A B C B B C B B
Approach Vol, veh/h 389 297 1174 788
Approach Delay, s/veh 19.0 21.0 18.7 18.9
Approach LOS B C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 21.7 5.5 20.8 9.5 19.4 7.4 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 6.9 21.2 5.9 18.2 9.0 19.1 6.0 18.1 Max Q Clear Time (g_c+I1), s 4.0 11.4 2.7 6.9 6.2 8.4 4.2 10.0 Green Ext Time (p_c), s 0.0 4.4 0.0 1.0 0.1 3.2 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
+ 7 " +++ 7 "i 1 71
2365
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 73 151 249 23 324 139 1004 39 66 696 52 v/c Ratio 0.35 0.29 0.41 0.11 0.68 0.49 0.54 0.06 0.29 0.47 0.10 Control Delay 34.4 20.4 5.8 31.0 25.3 34.5 18.1 0.2 32.1 19.7 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 20.4 5.8 31.0 25.3 34.5 18.1 0.2 32.1 19.7 0.4 Queue Length 50th (ft) 29 40 0 9 95 54 128 0 26 87 0
Queue Length 95th (ft) #72 99 50 30 180 #125 178 0 63 126 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 216 733 738 213 661 325 2291 729 249 1982 651 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.34 0.21 0.34 0.11 0.49 0.43 0.44 0.05 0.27 0.35 0.08 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2366
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing-AM
HCM 6th AWSC 12/12/2023
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, % 2 22222222222
Mvmt Flow 2 155 70 5 204 252 105 229 7 137 232 1
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 20 52 31.9 37.1

HCM LOS C F D E

Lane NBLn1 EBLn1WBLn1 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
1 I
2367
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 416 111 112 533 161 129 146 39 114 165 19 Future Volume (veh/h) 21 416 111 112 533 161 129 146 39 114 165 19 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95 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 22 443 101 119 567 87 137 155 32 121 176 7 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, % 222222222222
Cap, veh/h 47 1130 487 156 710 583 180 308 254 159 286 231 Arrive On Green 0.03 0.32 0.32 0.09 0.38 0.38 0.10 0.16 0.16 0.09 0.15 0.15 Sat Flow, veh/h 1781 3554 1532 1781 1870 1535 1781 1870 1541 1781 1870 1509 Grp Volume(v), veh/h 22 443 101 119 567 87 137 155 32 121 176 7 Grp Sat Flow(s),veh/h/ln 1781 1777 1532 1781 1870 1535 1781 1870 1541 1781 1870 1509 Q Serve(g_s), s 0.6 5.1 2.5 3.4 14.1 2.0 3.9 4.0 0.9 3.5 4.6 0.2 Cycle Q Clear(g_c), s 0.6 5.1 2.5 3.4 14.1 2.0 3.9 4.0 0.9 3.5 4.6 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 47 1130 487 156 710 583 180 308 254 159 286 231 V/C Ratio(X) 0.47 0.39 0.21 0.76 0.80 0.15 0.76 0.50 0.13 0.76 0.62 0.03 Avail Cap(c_a), veh/h 204 2654 1144 510 1718 1411 544 754 621 510 718 579 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 25.1 13.9 13.0 23.3 14.5 10.7 22.9 19.9 18.6 23.3 20.7 18.9 Incr Delay (d2), s/veh 7.3 0.2 0.2 7.4 2.1 0.1 6.5 1.3 0.2 7.3 2.1 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 1.6 0.7 1.5 4.7 0.5 1.7 1.5 0.3 1.5 1.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 14.1 13.2 30.7 16.6 10.8 29.4 21.2 18.9 30.6 22.9 18.9 LnGrp LOS C B B C B B C C B C C B
Approach Vol, veh/h 566 773 324 304
Approach Delay, s/veh 14.7 18.1 24.4 25.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.7 13.5 8.6 21.6 9.3 12.9 5.4 24.8 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 15.0 21.1 15.0 39.1 16.0 20.1 6.0 48.1 Max Q Clear Time (g_c+I1), s 5.5 6.0 5.4 7.1 5.9 6.6 2.6 16.1 Green Ext Time (p_c), s 0.2 0.7 0.2 3.0 0.2 0.6 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
* 7 + 7 + 7 h + 7
2368
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 443 118 119 567 171 137 155 41 121 176 20 v/c Ratio 0.13 0.40 0.21 0.42 0.70 0.23 0.46 0.42 0.10 0.43 0.50 0.05 Control Delay 44.0 23.1 3.8 40.0 24.3 4.3 39.8 35.3 0.5 40.0 37.4 0.2 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 44.0 23.1 3.8 40.0 24.3 4.3 39.8 35.3 0.5 40.0 37.4 0.2 Queue Length 50th (ft) 8 83 0 43 174 2 50 55 0 44 64 0
Queue Length 95th (ft) 41 158 27 137 434 41 152 159 0 139 181 0 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 178 2170 986 447 1319 1125 477 662 638 447 631 605 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.12 0.20 0.12 0.27 0.43 0.15 0.29 0.23 0.06 0.27 0.28 0.03 Intersection Summary
2369
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Existing-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 547 14 5 741 16 0 0 14 0 0 72
Future Vol, veh/h 22 547 14 5 741 16 0 0 14 0 0 72
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 23 576 15 5 780 17 0 0 15 0 0 76
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 802 0 0 596 0 0 - - 306 - - 790
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 819 - - 978 - - 0 0 691 0 0 389
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 815 - - 973 - - - - 684 - - 385
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.1 10.4 16.6

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 684 815 - - 973 - - 385
HCM Lane V/C Ratio 0.022 0.028 - - 0.005 - - 0.197
HCM Control Delay (s) 10.4 9.5 - - 8.7 - - 16.6
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.7
" * h + 7 7 7
1 2370
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/12/2023
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
2371
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing-AM
Queues 12/12/2023
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) 1234 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
2372
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Existing-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 1 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 1083 1620 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 1620 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1620 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
7 h ** *
2373
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 67 163 19 88 50 185 465 20 63 421 37 Future Volume (veh/h) 18 67 163 19 88 50 185 465 20 63 421 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 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 20 76 110 22 100 38 210 528 17 72 478 36 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 45 284 230 49 288 233 409 979 415 125 1161 348 Arrive On Green 0.03 0.15 0.15 0.03 0.15 0.15 0.12 0.28 0.28 0.07 0.23 0.23 Sat Flow, veh/h 1781 1870 1516 1781 1870 1517 3456 3554 1508 1781 5106 1533 Grp Volume(v), veh/h 20 76 110 22 100 38 210 528 17 72 478 36 Grp Sat Flow(s),veh/h/ln 1781 1870 1516 1781 1870 1517 1728 1777 1508 1781 1702 1533 Q Serve(g_s), s 0.4 1.3 2.5 0.5 1.8 0.8 2.1 4.7 0.3 1.5 3.0 0.7 Cycle Q Clear(g_c), s 0.4 1.3 2.5 0.5 1.8 0.8 2.1 4.7 0.3 1.5 3.0 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 45 284 230 49 288 233 409 979 415 125 1161 348 V/C Ratio(X) 0.45 0.27 0.48 0.45 0.35 0.16 0.51 0.54 0.04 0.57 0.41 0.10 Avail Cap(c_a), veh/h 381 1104 895 381 1104 895 1292 2856 1212 571 3831 1150 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 18.0 14.0 14.5 17.9 14.2 13.8 15.5 11.5 9.9 16.9 12.3 11.4 Incr Delay (d2), s/veh 6.9 0.5 1.5 6.4 0.7 0.3 1.0 0.5 0.0 4.1 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 0.8 0.2 0.7 0.3 0.7 1.2 0.1 0.6 0.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 14.6 16.1 24.4 14.9 14.1 16.5 12.0 10.0 21.0 12.6 11.6 LnGrp LOS C B B C BBBBACBB
Approach Vol, veh/h 206 160 755 586
Approach Delay, s/veh 16.4 16.0 13.2 13.5
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 15.2 5.0 10.6 8.4 13.4 4.9 10.7 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 12.0 30.1 8.0 22.1 14.0 28.1 8.0 22.1 Max Q Clear Time (g_c+I1), s 3.5 6.7 2.5 4.5 4.1 5.0 2.4 3.8 Green Ext Time (p_c), s 0.1 3.2 0.0 0.7 0.4 2.9 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2374
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 20 76 185 22 100 57 210 528 23 72 478 42 v/c Ratio 0.08 0.22 0.43 0.09 0.29 0.15 0.32 0.37 0.03 0.24 0.36 0.09 Control Delay 23.6 20.9 7.9 23.5 21.6 1.4 19.9 13.8 0.1 22.2 15.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 20.9 7.9 23.5 21.6 1.4 19.9 13.8 0.1 22.2 15.3 0.4 Queue Length 50th (ft) 4 15 0 4 20 0 21 52 0 14 31 0
Queue Length 95th (ft) 26 62 46 27 76 3 68 137 0 60 82 0 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 331 964 882 331 964 850 1126 2496 1097 497 3348 1052 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.08 0.21 0.07 0.10 0.07 0.19 0.21 0.02 0.14 0.14 0.04 Intersection Summary
2375
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Existing-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 93 0 0 0 145 280 1 0 275 3
Future Vol, veh/h 6 0 93 0 0 0 145 280 1 0 275 3
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 0 103 0 0 0 161 311 1 0 306 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 952 952 318 1003 953 322 314 0 0 317 0 0 Stage 1 313 313 - 639 639 -------
Stage 2 639 639 - 364 314 -------
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 239 259 723 221 259 719 1246 - - 1243 - - Stage 1 698 657 - 464 470 -------
Stage 2 464 470 - 655 656 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 208 216 716 165 216 712 1240 - - 1237 - - Mov Cap-2 Maneuver 208 216 - 165 216 -------
Stage 1 586 654 - 389 394 -------
Stage 2 389 394 - 558 653 -------
Approach EB WB NB SB
HCM Control Delay, s 12 0 2.8 0

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1240 - - 624 - 1237 - -
HCM Lane V/C Ratio 0.13 - - 0.176 ----
HCM Control Delay (s) 8.3 0 - 12 0 0 - -
HCM Lane LOS A A - B A A - -
HCM 95th %tile Q(veh) 0.4 - - 0.6 - 0 - -
4 4 4 4
2376
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 97 123 26 143 81 147 660 34 122 630 22 Future Volume (veh/h) 18 97 123 26 143 81 147 660 34 122 630 22 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 21 111 112 30 164 70 169 759 33 140 724 8 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 46 356 292 62 246 105 219 1394 414 181 1287 382 Arrive On Green 0.03 0.19 0.19 0.03 0.20 0.20 0.12 0.27 0.27 0.10 0.25 0.25 Sat Flow, veh/h 1781 1870 1536 1781 1231 525 1781 5106 1518 1781 5106 1515 Grp Volume(v), veh/h 21 111 112 30 0 234 169 759 33 140 724 8 Grp Sat Flow(s),veh/h/ln 1781 1870 1536 1781 0 1756 1781 1702 1518 1781 1702 1515 Q Serve(g_s), s 0.5 2.3 2.8 0.7 0.0 5.5 4.1 5.6 0.7 3.4 5.5 0.2 Cycle Q Clear(g_c), s 0.5 2.3 2.8 0.7 0.0 5.5 4.1 5.6 0.7 3.4 5.5 0.2 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 46 356 292 62 0 350 219 1394 414 181 1287 382 V/C Ratio(X) 0.46 0.31 0.38 0.48 0.00 0.67 0.77 0.54 0.08 0.77 0.56 0.02 Avail Cap(c_a), veh/h 236 756 621 236 0 710 400 2214 658 360 2099 623 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 15.5 15.7 21.1 0.0 16.5 18.9 13.8 12.0 19.5 14.5 12.5 Incr Delay (d2), s/veh 7.0 0.5 0.8 5.7 0.0 2.2 5.7 0.3 0.1 6.8 0.4 0.0 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 0.3 0.8 0.8 0.4 0.0 1.9 1.7 1.6 0.2 1.5 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 16.0 16.6 26.8 0.0 18.6 24.7 14.1 12.1 26.3 14.9 12.5 LnGrp LOS C B B C A B C B B C B B
Approach Vol, veh/h 244 264 961 872
Approach Delay, s/veh 17.3 19.6 15.9 16.7
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 17.1 5.5 13.4 9.5 16.1 5.1 13.8 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 19.3 5.9 18.0 10.0 18.3 5.9 18.0 Max Q Clear Time (g_c+I1), s 5.4 7.6 2.7 4.8 6.1 7.5 2.5 7.5 Green Ext Time (p_c), s 0.1 3.7 0.0 0.7 0.1 3.3 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
+ 7 " +++ 7 "i 1 71
2377
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 21 111 141 30 257 169 759 39 140 724 25 v/c Ratio 0.09 0.26 0.30 0.13 0.53 0.49 0.49 0.07 0.45 0.49 0.05 Control Delay 27.6 21.2 5.7 27.8 19.8 29.6 17.5 0.2 29.7 18.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 21.2 5.7 27.8 19.8 29.6 17.5 0.2 29.7 18.2 0.1 Queue Length 50th (ft) 5 25 0 8 54 42 64 0 36 63 0
Queue Length 95th (ft) 27 73 31 35 141 #141 131 0 #120 128 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 232 748 711 232 735 394 2188 740 355 2075 709 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.09 0.15 0.20 0.13 0.35 0.43 0.35 0.05 0.39 0.35 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2378
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing-PM
HCM 6th AWSC 12/12/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh54.7
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, % 2 22222222222
Mvmt Flow 3 211 57 3 199 220 77 246 16 189 222 7
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 29.7 63.6 42.5 71.8

HCM LOS D F E F

Lane NBLn1 EBLn1WBLn1 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
1 I
2379
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 484 86 64 447 122 119 161 50 88 166 16 Future Volume (veh/h) 19 484 86 64 447 122 119 161 50 88 166 16 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 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 22 550 86 73 508 77 135 183 51 100 189 10 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 47 1108 475 114 654 534 178 353 290 134 307 246 Arrive On Green 0.03 0.31 0.31 0.06 0.35 0.35 0.10 0.19 0.19 0.08 0.16 0.16 Sat Flow, veh/h 1781 3554 1524 1781 1870 1527 1781 1870 1537 1781 1870 1498 Grp Volume(v), veh/h 22 550 86 73 508 77 135 183 51 100 189 10 Grp Sat Flow(s),veh/h/ln 1781 1777 1524 1781 1870 1527 1781 1870 1537 1781 1870 1498 Q Serve(g_s), s 0.6 6.2 2.0 2.0 12.0 1.7 3.6 4.4 1.4 2.7 4.6 0.3 Cycle Q Clear(g_c), s 0.6 6.2 2.0 2.0 12.0 1.7 3.6 4.4 1.4 2.7 4.6 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 47 1108 475 114 654 534 178 353 290 134 307 246 V/C Ratio(X) 0.47 0.50 0.18 0.64 0.78 0.14 0.76 0.52 0.18 0.74 0.62 0.04 Avail Cap(c_a), veh/h 216 2953 1267 360 1706 1393 612 987 811 468 836 669 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 13.9 12.4 22.6 14.4 11.0 21.7 18.0 16.8 22.4 19.2 17.4 Incr Delay (d2), s/veh 7.1 0.3 0.2 5.9 2.0 0.1 6.4 1.2 0.3 7.8 2.0 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 0.3 1.9 0.5 0.9 4.0 0.4 1.6 1.6 0.4 1.2 1.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.8 14.2 12.6 28.4 16.4 11.1 28.1 19.2 17.1 30.2 21.2 17.5 LnGrp LOS C B B C B B C B B C C B
Approach Vol, veh/h 658 658 369 299
Approach Delay, s/veh 14.5 17.1 22.2 24.1
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 14.2 7.2 20.3 9.0 13.0 5.3 22.2 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 13.0 26.1 10.0 41.1 17.0 22.1 6.0 45.1 Max Q Clear Time (g_c+I1), s 4.7 6.4 4.0 8.2 5.6 6.6 2.6 14.0 Green Ext Time (p_c), s 0.1 0.9 0.1 3.8 0.2 0.7 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
* 7 + 7 + 7 h + 7
2380
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 550 98 73 508 139 135 183 57 100 189 18 v/c Ratio 0.13 0.47 0.17 0.32 0.65 0.19 0.45 0.45 0.14 0.38 0.51 0.05 Control Delay 42.8 22.6 5.4 40.9 23.7 4.4 38.4 32.5 2.1 39.7 36.0 0.2 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 42.8 22.6 5.4 40.9 23.7 4.4 38.4 32.5 2.1 39.7 36.0 0.2 Queue Length 50th (ft) 8 103 0 28 151 0 51 66 0 38 71 0 Queue Length 95th (ft) 40 186 31 93 379 35 143 169 7 116 183 0 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 182 2252 1000 303 1264 1073 516 835 744 395 707 632 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.12 0.24 0.10 0.24 0.40 0.13 0.26 0.22 0.08 0.25 0.27 0.03 Intersection Summary
2381
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Existing-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 564 17 10 598 28 0 0 11 0 0 32
Future Vol, veh/h 38 564 17 10 598 28 0 0 11 0 0 32
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 42 627 19 11 664 31 0 0 12 0 0 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 700 0 0 651 0 0 - - 333 - - 674
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 895 - - 933 - - 0 0 664 0 0 454
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 891 - - 929 - - - - 658 - - 450
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.1 10.6 13.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 658 891 - - 929 - - 450
HCM Lane V/C Ratio 0.019 0.047 - - 0.012 - - 0.079
HCM Control Delay (s) 10.6 9.2 - - 8.9 - - 13.7
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3
" * h + 7 7 7
1 2382
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/12/2023
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
2383
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing-PM
Queues 12/12/2023
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) 1234 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
2384
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Existing-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 1 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 1083 1620 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 1620 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1620 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
7 h ** *
2385
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing Plus Project-AM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 68 219 11 209 47 403 410 28 72 508 97 Future Volume (veh/h) 46 68 219 11 209 47 403 410 28 72 508 97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 82 182 13 252 43 486 494 33 87 612 100 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 93 438 360 29 370 304 675 1224 525 122 1111 334 Arrive On Green 0.05 0.23 0.23 0.02 0.20 0.20 0.20 0.34 0.34 0.07 0.22 0.22 Sat Flow, veh/h 1781 1870 1540 1781 1870 1535 3456 3554 1523 1781 5106 1538 Grp Volume(v), veh/h 55 82 182 13 252 43 486 494 33 87 612 100 Grp Sat Flow(s),veh/h/ln 1781 1870 1540 1781 1870 1535 1728 1777 1523 1781 1702 1538 Q Serve(g_s), s 1.6 1.9 5.4 0.4 6.6 1.2 7.0 5.6 0.8 2.5 5.6 2.9 Cycle Q Clear(g_c), s 1.6 1.9 5.4 0.4 6.6 1.2 7.0 5.6 0.8 2.5 5.6 2.9 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 93 438 360 29 370 304 675 1224 525 122 1111 334 V/C Ratio(X) 0.59 0.19 0.51 0.44 0.68 0.14 0.72 0.40 0.06 0.72 0.55 0.30 Avail Cap(c_a), veh/h 270 853 702 202 782 642 1373 2091 897 371 2039 614 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 24.5 16.2 17.6 25.8 19.6 17.5 19.9 13.2 11.6 24.1 18.4 17.3 Incr Delay (d2), s/veh 5.8 0.2 1.1 10.2 2.2 0.2 1.5 0.2 0.0 7.6 0.4 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 0.8 0.7 1.8 0.2 2.8 0.4 2.4 1.7 0.2 1.2 1.8 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 16.4 18.7 35.9 21.8 17.7 21.4 13.4 11.7 31.7 18.8 17.8 LnGrp LOS C B B D C B C B B C B B
Approach Vol, veh/h 319 308 1013 799
Approach Delay, s/veh 20.1 21.9 17.2 20.1
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 23.1 4.9 17.3 14.3 16.4 6.8 15.4 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 11.0 31.1 6.0 24.1 21.0 21.1 8.0 22.1 Max Q Clear Time (g_c+I1), s 4.5 7.6 2.4 7.4 9.0 7.6 3.6 8.6 Green Ext Time (p_c), s 0.1 3.0 0.0 0.9 1.4 3.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2386
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing Plus Project-AM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 55 82 264 13 252 57 486 494 34 87 612 117 v/c Ratio 0.28 0.15 0.42 0.08 0.60 0.12 0.62 0.38 0.05 0.37 0.53 0.25 Control Delay 37.7 20.3 5.6 37.7 32.7 0.5 29.1 19.7 0.1 36.5 26.4 3.1 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 37.7 20.3 5.6 37.7 32.7 0.5 29.1 19.7 0.1 36.5 26.4 3.1 Queue Length 50th (ft) 23 23 0 5 101 0 100 91 0 36 88 0 Queue Length 95th (ft) 62 66 42 23 183 0 161 140 0 85 134 10 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 235 791 805 176 685 672 1200 1833 842 324 1787 648 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.23 0.10 0.33 0.07 0.37 0.08 0.41 0.27 0.04 0.27 0.34 0.18 Intersection Summary
2387
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Existing Plus Project-AM HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 0 90 0 0 0 272 212 0 0 270 5
Future Vol, veh/h 3 0 90 0 0 0 272 212 0 0 270 5
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 3 0 103 0 0 0 313 244 0 0 310 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1193 1193 323 1245 1196 254 321 0 0 249 0 0 Stage 1 318 318 - 875 875 -------
Stage 2 875 875 - 370 321 -------
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 164 187 718 151 186 785 1239 - - 1317 - - Stage 1 693 654 - 344 367 -------
Stage 2 344 367 - 650 652 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 125 131 711 99 130 778 1233 - - 1311 - - Mov Cap-2 Maneuver 125 131 - 99 130 -------
Stage 1 487 651 - 242 258 -------
Stage 2 242 258 - 553 649 -------
Approach EB WB NB SB
HCM Control Delay, s 12 0 5 0

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1233 - - 618 - 1311 - -
HCM Lane V/C Ratio 0.254 - - 0.173 ----
HCM Control Delay (s) 8.9 0 - 12 0 0 - -
HCM Lane LOS A A - B A A - -
HCM 95th %tile Q(veh) 1 - - 0.6 - 0 - -
4 4 4 4
2388
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing Plus Project-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 137 224 21 147 151 125 904 35 60 626 47 Future Volume (veh/h) 66 137 224 21 147 151 125 904 35 60 626 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 1.00 0.91 1.00 0.90 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 73 152 165 23 163 118 139 1004 31 67 696 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 108 543 436 48 251 182 179 1551 440 103 1335 374 Arrive On Green 0.06 0.29 0.29 0.03 0.26 0.26 0.10 0.30 0.30 0.06 0.26 0.26 Sat Flow, veh/h 1781 1870 1501 1781 980 710 1781 5106 1449 1781 5106 1432 Grp Volume(v), veh/h 73 152 165 23 0 281 139 1004 31 67 696 26 Grp Sat Flow(s),veh/h/ln 1781 1870 1501 1781 0 1690 1781 1702 1449 1781 1702 1432 Q Serve(g_s), s 2.2 3.5 4.9 0.7 0.0 8.2 4.2 9.4 0.8 2.0 6.5 0.8 Cycle Q Clear(g_c), s 2.2 3.5 4.9 0.7 0.0 8.2 4.2 9.4 0.8 2.0 6.5 0.8 Prop In Lane 1.00 1.00 1.00 0.42 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 543 436 48 0 433 179 1551 440 103 1335 374 V/C Ratio(X) 0.67 0.28 0.38 0.48 0.00 0.65 0.78 0.65 0.07 0.65 0.52 0.07 Avail Cap(c_a), veh/h 193 614 493 190 0 552 289 1952 554 222 1759 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 15.2 15.7 26.6 0.0 18.4 24.3 16.7 13.7 25.6 17.5 15.4 Incr Delay (d2), s/veh 7.0 0.3 0.5 7.3 0.0 1.7 7.1 0.5 0.1 6.6 0.3 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 1.1 1.3 1.4 0.4 0.0 2.9 1.9 3.0 0.2 0.9 2.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 15.5 16.2 33.9 0.0 20.1 31.5 17.2 13.8 32.2 17.8 15.5 LnGrp LOS C B B C A C C B B C B B
Approach Vol, veh/h 390 304 1174 789
Approach Delay, s/veh 19.0 21.2 18.8 19.0
Approach LOS B C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 21.7 5.5 21.0 9.6 19.4 7.4 19.1 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 6.9 21.2 5.9 18.2 9.0 19.1 6.0 18.1 Max Q Clear Time (g_c+I1), s 4.0 11.4 2.7 6.9 6.2 8.5 4.2 10.2 Green Ext Time (p_c), s 0.0 4.4 0.0 1.0 0.1 3.2 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
+ 7 " +++ 7 "i 1 71
2389
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing Plus Project-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 73 152 249 23 331 139 1004 39 67 696 52 v/c Ratio 0.35 0.28 0.41 0.11 0.69 0.49 0.54 0.06 0.30 0.47 0.10 Control Delay 34.6 20.4 5.7 31.0 25.7 34.7 18.2 0.2 32.3 19.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.6 20.4 5.7 31.0 25.7 34.7 18.2 0.2 32.3 19.8 0.4 Queue Length 50th (ft) 29 41 0 9 98 55 130 0 26 88 0
Queue Length 95th (ft) #72 99 50 30 #190 #125 178 0 64 126 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 215 731 736 211 657 323 2280 725 247 1969 647 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.34 0.21 0.34 0.11 0.50 0.43 0.44 0.05 0.27 0.35 0.08 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2390
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-AM HCM 6th AWSC 12/12/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh46.9
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 70 6 198 244 108 236 9 133 230 1 Future Vol, veh/h 2 150 70 6 198 244 108 236 9 133 230 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, % 2 22222222222
Mvmt Flow 2 155 72 6 204 252 111 243 9 137 237 1
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 22.1 65.5 41.4 44.6

HCM LOS C F E E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 3% 32% 54% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 353 222 448 364
LT Vol 108 2 6 133
Through Vol 236 150 198 230
RT Vol 9 70 244 1
Lane Flow Rate 364 229 462 375
Geometry Grp 1111
Degree of Util (X) 0.835 0.552 0.984 0.859
Departure Headway (Hd) 8.264 8.787 7.671 8.243
Convergence, Y/N Yes Yes Yes Yes
Cap 437 414 476 439
Service Time 6.356 6.787 5.671 6.334
HCM Lane V/C Ratio 0.833 0.553 0.971 0.854
HCM Control Delay 41.4 22.1 65.5 44.6
HCM Lane LOS E C F E
HCM 95th-tile Q 8 3.2 12.7 8.6
4 4 4 4
1 I
2391
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing Plus Project-AM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 422 111 132 553 161 129 154 45 138 185 43 Future Volume (veh/h) 30 422 111 132 553 161 129 154 45 138 185 43 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 449 101 140 588 87 137 164 39 147 197 33 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, % 222222222222
Cap, veh/h 62 1133 488 183 723 593 179 289 238 192 302 244 Arrive On Green 0.03 0.32 0.32 0.10 0.39 0.39 0.10 0.15 0.15 0.11 0.16 0.16 Sat Flow, veh/h 1781 3554 1532 1781 1870 1536 1781 1870 1540 1781 1870 1511 Grp Volume(v), veh/h 32 449 101 140 588 87 137 164 39 147 197 33 Grp Sat Flow(s),veh/h/ln 1781 1777 1532 1781 1870 1536 1781 1870 1540 1781 1870 1511 Q Serve(g_s), s 1.0 5.5 2.7 4.3 15.8 2.1 4.2 4.6 1.2 4.5 5.6 1.1 Cycle Q Clear(g_c), s 1.0 5.5 2.7 4.3 15.8 2.1 4.2 4.6 1.2 4.5 5.6 1.1 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 62 1133 488 183 723 593 179 289 238 192 302 244 V/C Ratio(X) 0.51 0.40 0.21 0.77 0.81 0.15 0.76 0.57 0.16 0.77 0.65 0.14 Avail Cap(c_a), veh/h 190 2471 1065 475 1600 1314 507 702 578 475 669 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 14.9 14.0 24.6 15.4 11.2 24.6 22.0 20.6 24.4 22.1 20.2 Incr Delay (d2), s/veh 6.4 0.2 0.2 6.5 2.3 0.1 6.6 1.7 0.3 6.3 2.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.8 0.8 1.9 5.4 0.6 1.8 1.8 0.4 2.0 2.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 15.2 14.2 31.1 17.7 11.3 31.2 23.8 20.9 30.7 24.5 20.5 LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 582 815 340 377
Approach Delay, s/veh 16.0 19.3 26.4 26.6
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 13.6 9.8 22.8 9.7 14.0 6.0 26.6 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 15.0 21.1 15.0 39.1 16.0 20.1 6.0 48.1 Max Q Clear Time (g_c+I1), s 6.5 6.6 6.3 7.5 6.2 7.6 3.0 17.8 Green Ext Time (p_c), s 0.2 0.7 0.2 3.1 0.2 0.8 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
* 7 + 7 + 7 h + 7
2392
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing Plus Project-AM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 32 449 118 140 588 171 137 164 48 147 197 46 v/c Ratio 0.22 0.45 0.22 0.54 0.75 0.23 0.52 0.51 0.13 0.56 0.48 0.10 Control Delay 47.8 24.9 4.0 44.9 28.0 4.7 44.2 39.6 0.7 45.4 38.1 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 24.9 4.0 44.9 28.0 4.7 44.2 39.6 0.7 45.4 38.1 0.5 Queue Length 50th (ft) 16 94 0 68 264 4 66 78 0 71 95 0 Queue Length 95th (ft) 54 161 27 157 456 44 152 168 0 165 201 0 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 146 1911 885 366 1237 1063 391 542 548 366 517 521 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.22 0.23 0.13 0.38 0.48 0.16 0.35 0.30 0.09 0.40 0.38 0.09 Intersection Summary
2393
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Existing Plus Project-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 576 14 5 761 23 0 0 14 0 0 92
Future Vol, veh/h 29 576 14 5 761 23 0 0 14 0 0 92
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 31 606 15 5 801 24 0 0 15 0 0 97
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 830 0 0 626 0 0 - - 321 - - 811
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 800 - - 954 - - 0 0 675 0 0 378
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 796 - - 949 - - - - 669 - - 374
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.1 10.5 18

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 669 796 - - 949 - - 374
HCM Lane V/C Ratio 0.022 0.038 - - 0.006 - - 0.259
HCM Control Delay (s) 10.5 9.7 - - 8.8 - - 18
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1
" * h + 7 7 7
1 2394
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing Plus Project-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 383 156 100 584 20 166 49 41 57 70 47 Future Volume (veh/h) 55 383 156 100 584 20 166 49 41 57 70 47 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 62 430 153 112 656 21 187 55 39 64 79 28 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 204 980 428 282 1061 463 249 724 315 208 441 190 Arrive On Green 0.06 0.28 0.28 0.08 0.30 0.30 0.14 0.20 0.20 0.06 0.12 0.12 Sat Flow, veh/h 3456 3554 1551 3456 3554 1552 1781 3554 1546 3456 3554 1533 Grp Volume(v), veh/h 62 430 153 112 656 21 187 55 39 64 79 28 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1552 1781 1777 1546 1728 1777 1533 Q Serve(g_s), s 0.8 4.7 3.7 1.4 7.5 0.5 4.7 0.6 1.0 0.8 0.9 0.8 Cycle Q Clear(g_c), s 0.8 4.7 3.7 1.4 7.5 0.5 4.7 0.6 1.0 0.8 0.9 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 980 428 282 1061 463 249 724 315 208 441 190 V/C Ratio(X) 0.30 0.44 0.36 0.40 0.62 0.05 0.75 0.08 0.12 0.31 0.18 0.15 Avail Cap(c_a), veh/h 588 2803 1224 808 3030 1324 1061 3181 1384 588 1670 721 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 21.2 14.0 13.7 20.5 14.2 11.7 19.4 15.1 15.3 21.2 18.4 18.4 Incr Delay (d2), s/veh 0.8 0.3 0.5 0.9 0.6 0.0 4.5 0.0 0.2 0.8 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.4 1.0 0.5 2.2 0.1 1.9 0.2 0.3 0.3 0.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 14.3 14.2 21.4 14.8 11.8 23.9 15.2 15.5 22.0 18.6 18.7 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 645 789 281 171
Approach Delay, s/veh 15.0 15.6 21.1 19.9
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 14.5 7.8 17.9 10.6 10.7 6.8 18.9 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 2.8 3.0 3.4 6.7 6.7 2.9 2.8 9.5 Green Ext Time (p_c), s 0.0 0.4 0.2 3.1 0.5 0.4 0.0 4.3 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
2395
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing Plus Project-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 62 430 175 112 656 22 187 55 46 64 79 53 v/c Ratio 0.16 0.45 0.34 0.24 0.57 0.04 0.50 0.05 0.09 0.16 0.18 0.18 Control Delay 30.0 21.2 9.1 29.0 20.6 0.1 28.7 21.0 1.4 29.9 29.5 1.3 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 30.0 21.2 9.1 29.0 20.6 0.1 28.7 21.0 1.4 29.9 29.5 1.3 Queue Length 50th (ft) 11 70 12 20 112 0 63 8 0 11 14 0 Queue Length 95th (ft) 32 127 59 49 190 0 138 24 6 32 39 0 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 487 2329 1060 670 2472 1118 879 2561 1143 487 1387 683 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.13 0.18 0.17 0.17 0.27 0.02 0.21 0.02 0.04 0.13 0.06 0.08 Intersection Summary
2396
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Existing Plus Project-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 88 30 1 1 1
Future Vol, veh/h 0 88 30 1 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 96 33 1 1 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 2 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 1083 1619 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 1619 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 8.6 7 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1619 - 1083 - -
HCM Lane V/C Ratio 0.02 - 0.088 - -
HCM Control Delay (s) 7.3 - 8.6 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
7 h ** *
2397
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing Plus Project-PM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 70 163 19 94 50 186 466 20 63 424 37 Future Volume (veh/h) 18 70 163 19 94 50 186 466 20 63 424 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 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 20 80 110 22 107 38 211 530 17 72 482 36 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 45 285 231 49 289 234 409 980 416 125 1163 349 Arrive On Green 0.03 0.15 0.15 0.03 0.15 0.15 0.12 0.28 0.28 0.07 0.23 0.23 Sat Flow, veh/h 1781 1870 1517 1781 1870 1517 3456 3554 1508 1781 5106 1533 Grp Volume(v), veh/h 20 80 110 22 107 38 211 530 17 72 482 36 Grp Sat Flow(s),veh/h/ln 1781 1870 1517 1781 1870 1517 1728 1777 1508 1781 1702 1533 Q Serve(g_s), s 0.4 1.4 2.5 0.5 1.9 0.8 2.2 4.8 0.3 1.5 3.0 0.7 Cycle Q Clear(g_c), s 0.4 1.4 2.5 0.5 1.9 0.8 2.2 4.8 0.3 1.5 3.0 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 45 285 231 49 289 234 409 980 416 125 1163 349 V/C Ratio(X) 0.45 0.28 0.48 0.45 0.37 0.16 0.52 0.54 0.04 0.57 0.41 0.10 Avail Cap(c_a), veh/h 380 1101 893 380 1101 893 1289 2850 1209 569 3822 1147 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 18.0 14.1 14.5 18.0 14.2 13.8 15.5 11.6 10.0 16.9 12.4 11.5 Incr Delay (d2), s/veh 6.9 0.5 1.5 6.4 0.8 0.3 1.0 0.5 0.0 4.1 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 0.8 0.2 0.7 0.2 0.7 1.2 0.1 0.6 0.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 14.6 16.1 24.4 15.0 14.1 16.5 12.0 10.0 21.0 12.6 11.6 LnGrp LOS C B B C BBBBACBB
Approach Vol, veh/h 210 167 758 590
Approach Delay, s/veh 16.4 16.0 13.2 13.6
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 15.3 5.0 10.6 8.4 13.4 4.9 10.7 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 12.0 30.1 8.0 22.1 14.0 28.1 8.0 22.1 Max Q Clear Time (g_c+I1), s 3.5 6.8 2.5 4.5 4.2 5.0 2.4 3.9 Green Ext Time (p_c), s 0.1 3.2 0.0 0.7 0.4 3.0 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2398
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Existing Plus Project-PM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 20 80 185 22 107 57 211 530 23 72 482 42 v/c Ratio 0.08 0.23 0.42 0.09 0.30 0.15 0.32 0.38 0.03 0.24 0.36 0.09 Control Delay 23.9 21.0 7.8 23.8 21.8 1.3 20.1 13.9 0.1 22.4 15.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 21.0 7.8 23.8 21.8 1.3 20.1 13.9 0.1 22.4 15.5 0.4 Queue Length 50th (ft) 4 15 0 4 21 0 21 52 0 14 32 0
Queue Length 95th (ft) 26 64 47 28 81 3 69 139 0 61 84 0 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 329 958 877 329 958 846 1118 2480 1091 494 3326 1046 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.08 0.21 0.07 0.11 0.07 0.19 0.21 0.02 0.15 0.14 0.04 Intersection Summary
2399
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Existing Plus Project-PM HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 96 0 0 0 151 286 1 0 279 3
Future Vol, veh/h 6 0 96 0 0 0 151 286 1 0 279 3
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 0 107 0 0 0 168 318 1 0 310 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 977 977 322 1030 978 329 318 0 0 324 0 0 Stage 1 317 317 - 660 660 -------
Stage 2 660 660 - 370 318 -------
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 230 251 719 212 250 712 1242 - - 1236 - - Stage 1 694 654 - 452 460 -------
Stage 2 452 460 - 650 654 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 199 208 712 156 207 705 1236 - - 1230 - - Mov Cap-2 Maneuver 199 208 - 156 207 -------
Stage 1 577 651 - 376 382 -------
Stage 2 376 382 - 550 651 -------
Approach EB WB NB SB
HCM Control Delay, s 12.1 0 2.9 0

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1236 - - 618 - 1230 - -
HCM Lane V/C Ratio 0.136 - - 0.183 ----
HCM Control Delay (s) 8.4 0 - 12.1 0 0 - -
HCM Lane LOS A A - B A A - -
HCM 95th %tile Q(veh) 0.5 - - 0.7 - 0 - -
4 4 4 4
2400
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing Plus Project-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 101 123 26 146 83 147 660 34 125 630 22 Future Volume (veh/h) 18 101 123 26 146 83 147 660 34 125 630 22 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 21 116 112 30 168 72 169 759 33 144 724 8 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 46 362 297 62 249 107 219 1376 409 187 1284 381 Arrive On Green 0.03 0.19 0.19 0.03 0.20 0.20 0.12 0.27 0.27 0.10 0.25 0.25 Sat Flow, veh/h 1781 1870 1536 1781 1229 527 1781 5106 1517 1781 5106 1515 Grp Volume(v), veh/h 21 116 112 30 0 240 169 759 33 144 724 8 Grp Sat Flow(s),veh/h/ln 1781 1870 1536 1781 0 1756 1781 1702 1517 1781 1702 1515 Q Serve(g_s), s 0.5 2.4 2.8 0.7 0.0 5.7 4.1 5.7 0.7 3.5 5.5 0.2 Cycle Q Clear(g_c), s 0.5 2.4 2.8 0.7 0.0 5.7 4.1 5.7 0.7 3.5 5.5 0.2 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 46 362 297 62 0 356 219 1376 409 187 1284 381 V/C Ratio(X) 0.46 0.32 0.38 0.48 0.00 0.67 0.77 0.55 0.08 0.77 0.56 0.02 Avail Cap(c_a), veh/h 235 752 618 235 0 706 398 2202 654 358 2087 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 15.5 15.7 21.2 0.0 16.5 19.0 14.0 12.2 19.5 14.6 12.6 Incr Delay (d2), s/veh 7.0 0.5 0.8 5.8 0.0 2.2 5.7 0.3 0.1 6.6 0.4 0.0 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 0.3 0.9 0.8 0.4 0.0 2.0 1.7 1.6 0.2 1.5 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 16.0 16.5 27.0 0.0 18.7 24.8 14.4 12.3 26.2 15.0 12.6 LnGrp LOS C B B C A B C B B C B B
Approach Vol, veh/h 249 270 961 876
Approach Delay, s/veh 17.3 19.6 16.1 16.8
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.7 17.0 5.6 13.6 9.5 16.2 5.1 14.0 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 9.0 19.3 5.9 18.0 10.0 18.3 5.9 18.0 Max Q Clear Time (g_c+I1), s 5.5 7.7 2.7 4.8 6.1 7.5 2.5 7.7 Green Ext Time (p_c), s 0.1 3.7 0.0 0.7 0.1 3.3 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
+ 7 " +++ 7 "i 1 71
2401
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Existing Plus Project-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 21 116 141 30 263 169 759 39 144 724 25 v/c Ratio 0.09 0.27 0.30 0.13 0.54 0.49 0.50 0.07 0.46 0.50 0.05 Control Delay 27.7 21.3 5.7 27.8 20.0 29.7 17.6 0.2 30.1 18.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 21.3 5.7 27.8 20.0 29.7 17.6 0.2 30.1 18.3 0.2 Queue Length 50th (ft) 6 27 0 8 56 43 64 0 37 63 0
Queue Length 95th (ft) 27 76 31 35 145 #141 131 0 #124 128 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 232 747 711 232 736 394 2188 740 355 2075 708 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.09 0.16 0.20 0.13 0.36 0.43 0.35 0.05 0.41 0.35 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2402
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-PM HCM 6th AWSC 12/12/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh62.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 57 5 173 191 72 226 16 164 209 6 Future Vol, veh/h 3 184 57 5 173 191 72 226 16 164 209 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, % 2 22222222222
Mvmt Flow 3 211 66 6 199 220 83 260 18 189 240 7
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 31.6 65.1 49.6 90.3

HCM LOS D F E F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 23% 1% 1% 43%
Vol Thru, % 72% 75% 47% 55%
Vol Right, % 5% 23% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 314 244 369 379
LT Vol 72 3 5 164
Through Vol 226 184 173 209
RT Vol 16 57 191 6
Lane Flow Rate 361 280 424 436
Geometry Grp 1111
Degree of Util (X) 0.872 0.7 0.965 1.057
Departure Headway (Hd) 9.08 9.403 8.549 8.736
Convergence, Y/N Yes Yes Yes Yes
Cap 401 387 428 418
Service Time 7.08 7.403 6.549 6.736
HCM Lane V/C Ratio 0.9 0.724 0.991 1.043
HCM Control Delay 49.6 31.6 65.1 90.3
HCM Lane LOS E D F F
HCM 95th-tile Q 8.6 5.2 11.5 14.3
4 4 4 4
1 I
2403
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing Plus Project-PM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 505 86 80 464 122 119 187 70 108 183 35 Future Volume (veh/h) 48 505 86 80 464 122 119 187 70 108 183 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 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 55 574 86 91 527 77 135 212 74 123 208 32 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 92 1193 512 122 659 538 178 335 275 161 317 255 Arrive On Green 0.05 0.34 0.34 0.07 0.35 0.35 0.10 0.18 0.18 0.09 0.17 0.17 Sat Flow, veh/h 1781 3554 1526 1781 1870 1527 1781 1870 1536 1781 1870 1500 Grp Volume(v), veh/h 55 574 86 91 527 77 135 212 74 123 208 32 Grp Sat Flow(s),veh/h/ln 1781 1777 1526 1781 1870 1527 1781 1870 1536 1781 1870 1500 Q Serve(g_s), s 1.6 7.0 2.2 2.7 13.9 1.9 4.0 5.7 2.3 3.7 5.7 1.0 Cycle Q Clear(g_c), s 1.6 7.0 2.2 2.7 13.9 1.9 4.0 5.7 2.3 3.7 5.7 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 92 1193 512 122 659 538 178 335 275 161 317 255 V/C Ratio(X) 0.60 0.48 0.17 0.74 0.80 0.14 0.76 0.63 0.27 0.77 0.66 0.13 Avail Cap(c_a), veh/h 196 2678 1150 327 1547 1263 555 895 735 425 758 608 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 25.3 14.4 12.8 24.9 15.9 12.0 23.9 20.7 19.3 24.2 21.1 19.2 Incr Delay (d2), s/veh 6.0 0.3 0.2 8.6 2.3 0.1 6.5 2.0 0.5 7.4 2.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.2 0.6 1.3 4.8 0.5 1.8 2.2 0.7 1.6 2.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.3 14.7 12.9 33.6 18.2 12.2 30.5 22.7 19.8 31.6 23.4 19.4 LnGrp LOS C B B C B B C C B C C B
Approach Vol, veh/h 715 695 421 363
Approach Delay, s/veh 15.7 19.6 24.7 25.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.9 14.7 7.7 23.2 9.4 14.2 6.8 24.1 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 13.0 26.1 10.0 41.1 17.0 22.1 6.0 45.1 Max Q Clear Time (g_c+I1), s 5.7 7.7 4.7 9.0 6.0 7.7 3.6 15.9 Green Ext Time (p_c), s 0.1 1.1 0.1 3.9 0.2 0.9 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
* 7 + 7 + 7 h + 7
2404
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Existing Plus Project-PM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 55 574 98 91 527 139 135 213 80 123 208 40 v/c Ratio 0.34 0.46 0.16 0.41 0.73 0.21 0.47 0.53 0.20 0.47 0.55 0.10 Control Delay 48.8 22.6 5.3 45.2 29.3 4.7 41.6 36.4 5.6 43.9 38.9 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.8 22.6 5.3 45.2 29.3 4.7 41.6 36.4 5.6 43.9 38.9 0.5 Queue Length 50th (ft) 26 119 0 42 225 1 62 96 0 57 95 0 Queue Length 95th (ft) #88 196 31 112 400 36 145 196 24 140 202 0 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 168 2096 938 281 1174 1006 477 771 695 365 653 592 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.27 0.10 0.32 0.45 0.14 0.28 0.28 0.12 0.34 0.32 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2405
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Existing Plus Project-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 602 17 10 615 51 0 0 11 0 0 48
Future Vol, veh/h 61 602 17 10 615 51 0 0 11 0 0 48
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 68 669 19 11 683 57 0 0 12 0 0 53
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 745 0 0 693 0 0 - - 354 - - 693
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 861 - - 900 - - 0 0 643 0 0 442
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 857 - - 896 - - - - 637 - - 438
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.1 10.8 14.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 637 857 - - 896 - - 438
HCM Lane V/C Ratio 0.019 0.079 - - 0.012 - - 0.122
HCM Control Delay (s) 10.8 9.6 - - 9.1 - - 14.4
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.1 0.3 - - 0 - - 0.4
" * h + 7 7 7
1 2406
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing Plus Project-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 436 132 67 437 56 190 88 57 40 48 38 Future Volume (veh/h) 64 436 132 67 437 56 190 88 57 40 48 38 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 74 501 132 77 502 61 218 101 29 46 55 26 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 230 895 390 236 901 393 289 858 374 167 453 195 Arrive On Green 0.07 0.25 0.25 0.07 0.25 0.25 0.16 0.24 0.24 0.05 0.13 0.13 Sat Flow, veh/h 3456 3554 1550 3456 3554 1550 1781 3554 1549 3456 3554 1534 Grp Volume(v), veh/h 74 501 132 77 502 61 218 101 29 46 55 26 Grp Sat Flow(s),veh/h/ln 1728 1777 1550 1728 1777 1550 1781 1777 1549 1728 1777 1534 Q Serve(g_s), s 0.9 5.6 3.2 1.0 5.6 1.4 5.3 1.0 0.7 0.6 0.6 0.7 Cycle Q Clear(g_c), s 0.9 5.6 3.2 1.0 5.6 1.4 5.3 1.0 0.7 0.6 0.6 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 230 895 390 236 901 393 289 858 374 167 453 195 V/C Ratio(X) 0.32 0.56 0.34 0.33 0.56 0.16 0.75 0.12 0.08 0.27 0.12 0.13 Avail Cap(c_a), veh/h 682 2655 1158 682 2655 1158 1288 3668 1599 606 1721 743 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 14.9 14.0 20.3 14.8 13.2 18.2 13.5 13.4 20.9 17.6 17.7 Incr Delay (d2), s/veh 0.8 0.6 0.5 0.8 0.5 0.2 4.0 0.1 0.1 0.9 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 0.3 1.7 0.9 0.3 1.7 0.4 2.1 0.3 0.2 0.2 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.1 15.4 14.5 21.1 15.3 13.4 22.2 13.6 13.5 21.8 17.8 18.0 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 707 640 348 127
Approach Delay, s/veh 15.8 15.9 19.0 19.3
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.2 15.9 7.1 16.4 11.4 10.7 7.0 16.5 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 47.1 9.0 34.1 33.0 22.1 9.0 34.1 Max Q Clear Time (g_c+I1), s 2.6 3.0 3.0 7.6 7.3 2.7 2.9 7.6 Green Ext Time (p_c), s 0.0 0.7 0.1 3.5 0.6 0.3 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7
2407
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Existing Plus Project-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 74 501 152 77 502 64 218 101 66 46 55 44 v/c Ratio 0.17 0.55 0.31 0.18 0.55 0.13 0.54 0.09 0.12 0.12 0.13 0.15 Control Delay 28.3 22.6 7.8 28.2 22.5 0.7 27.2 19.2 3.5 28.7 28.5 1.1 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 28.3 22.6 7.8 28.2 22.5 0.7 27.2 19.2 3.5 28.7 28.5 1.1 Queue Length 50th (ft) 12 82 6 13 82 0 70 15 0790
Queue Length 95th (ft) 34 143 45 35 142 1 145 36 16 24 28 0 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 565 2207 1011 565 2207 1011 1068 2835 1256 502 1430 700 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.13 0.23 0.15 0.14 0.23 0.06 0.20 0.04 0.05 0.09 0.04 0.06 Intersection Summary
2408
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Existing Plus Project-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 7.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 72 100 1 1 1
Future Vol, veh/h 0 72 100 1 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 78 109 1 1 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 2 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 1083 1619 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 1619 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 8.6 7.3 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1619 - 1083 - -
HCM Lane V/C Ratio 0.067 - 0.072 - -
HCM Control Delay (s) 7.4 - 8.6 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.2 - 0.2 - -
7 h ** *
2409
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Near-Term With Project-AM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 70 241 15 214 50 462 546 30 73 642 97 Future Volume (veh/h) 46 70 241 15 214 50 462 546 30 73 642 97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 84 208 18 258 46 557 658 35 88 773 100 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 416 342 39 362 297 731 1383 594 115 1237 373 Arrive On Green 0.05 0.22 0.22 0.02 0.19 0.19 0.21 0.39 0.39 0.06 0.24 0.24 Sat Flow, veh/h 1781 1870 1538 1781 1870 1534 3456 3554 1527 1781 5106 1541 Grp Volume(v), veh/h 55 84 208 18 258 46 557 658 35 88 773 100 Grp Sat Flow(s),veh/h/ln 1781 1870 1538 1781 1870 1534 1728 1777 1527 1781 1702 1541 Q Serve(g_s), s 1.8 2.2 7.2 0.6 7.6 1.5 8.9 8.2 0.8 2.9 8.0 3.1 Cycle Q Clear(g_c), s 1.8 2.2 7.2 0.6 7.6 1.5 8.9 8.2 0.8 2.9 8.0 3.1 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 90 416 342 39 362 297 731 1383 594 115 1237 373 V/C Ratio(X) 0.61 0.20 0.61 0.47 0.71 0.15 0.76 0.48 0.06 0.76 0.62 0.27 Avail Cap(c_a), veh/h 215 705 580 181 670 549 1290 2045 879 305 1907 575 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 27.4 18.7 20.6 28.5 22.2 19.8 21.8 13.5 11.2 27.1 19.9 18.1 Incr Delay (d2), s/veh 6.6 0.2 1.8 8.5 2.6 0.2 1.7 0.3 0.0 9.9 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.9 2.5 0.3 3.4 0.5 3.2 2.5 0.3 1.4 2.7 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 18.9 22.4 37.0 24.8 20.0 23.5 13.7 11.3 37.0 20.4 18.5 LnGrp LOS C B C D C B C B B D C B
Approach Vol, veh/h 347 322 1250 961
Approach Delay, s/veh 23.4 24.8 18.0 21.8
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.8 27.8 5.3 18.0 16.5 19.2 7.0 16.3 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 10.1 33.9 6.0 22.2 22.0 22.0 7.1 21.1 Max Q Clear Time (g_c+I1), s 4.9 10.2 2.6 9.2 10.9 10.0 3.8 9.6 Green Ext Time (p_c), s 0.1 4.1 0.0 0.9 1.5 4.0 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
+ 7 + 7 ++ 7 "i 1 7
2410
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Near-Term With Project-AM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 55 84 290 18 258 60 557 658 36 88 773 117 v/c Ratio 0.32 0.18 0.48 0.12 0.64 0.13 0.67 0.45 0.05 0.41 0.60 0.23 Control Delay 41.9 25.1 6.7 40.2 35.9 0.6 31.0 19.1 0.1 40.5 27.6 2.8 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 41.9 25.1 6.7 40.2 35.9 0.6 31.0 19.1 0.1 40.5 27.6 2.8 Queue Length 50th (ft) 26 27 0 8 116 0 128 131 0 40 122 0 Queue Length 95th (ft) 63 69 45 28 190 0 183 180 0 87 168 10 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 189 646 723 160 591 602 1136 1806 831 268 1683 621 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.29 0.13 0.40 0.11 0.44 0.10 0.49 0.36 0.04 0.33 0.46 0.19 Intersection Summary
2411
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Near-Term With Project-AM HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 0 104 0 1 0 330 239 0 0 285 5
Future Vol, veh/h 5 0 104 0 1 0 330 239 0 0 285 5
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 22222222222
Mvmt Flow 6 0 120 0 1 0 379 275 0 0 328 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1375 1374 341 1434 1377 285 339 0 0 280 0 0 Stage 1 336 336 - 1038 1038 -------
Stage 2 1039 1038 - 396 339 -------
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 123 145 701 112 145 754 1220 - - 1283 - - Stage 1 678 642 - 279 308 -------
Stage 2 279 308 - 629 640 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 86 91 694 66 91 747 1214 - - 1277 - - Mov Cap-2 Maneuver 86 91 - 66 91 -------
Stage 1 426 639 - 175 194 -------
Stage 2 174 194 - 518 637 -------
Approach EB WB NB SB
HCM Control Delay, s 14 45.1 5.4 0

HCM LOS B E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1214 - - 524 91 1277 - -
HCM Lane V/C Ratio 0.312 - - 0.239 0.013 - - -
HCM Control Delay (s) 9.3 0 - 14 45.1 0 - -
HCM Lane LOS A A - B E A - -
HCM 95th %tile Q(veh) 1.3 - - 0.9 0 0 - -
4 4 4 4
2412
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Near-Term With Project-AM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 145 252 25 159 166 162 1095 37 65 785 48 Future Volume (veh/h) 68 145 252 25 159 166 162 1095 37 65 785 48 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 1.00 0.92 1.00 0.90 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 76 161 196 28 177 134 180 1217 33 72 872 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 530 425 55 244 185 225 1702 486 103 1354 380 Arrive On Green 0.06 0.28 0.28 0.03 0.25 0.25 0.13 0.33 0.33 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1499 1781 959 726 1781 5106 1458 1781 5106 1434 Grp Volume(v), veh/h 76 161 196 28 0 311 180 1217 33 72 872 27 Grp Sat Flow(s),veh/h/ln 1781 1870 1499 1781 0 1686 1781 1702 1458 1781 1702 1434 Q Serve(g_s), s 2.5 4.1 6.5 0.9 0.0 10.2 5.9 12.6 0.9 2.4 9.2 0.9 Cycle Q Clear(g_c), s 2.5 4.1 6.5 0.9 0.0 10.2 5.9 12.6 0.9 2.4 9.2 0.9 Prop In Lane 1.00 1.00 1.00 0.43 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 106 530 425 55 0 429 225 1702 486 103 1354 380 V/C Ratio(X) 0.72 0.30 0.46 0.51 0.00 0.72 0.80 0.71 0.07 0.70 0.64 0.07 Avail Cap(c_a), veh/h 174 557 446 174 0 502 295 1891 540 174 1545 434 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 17.0 17.9 28.8 0.0 20.6 25.7 17.6 13.8 28.0 19.7 16.6 Incr Delay (d2), s/veh 8.6 0.3 0.8 7.0 0.0 4.3 11.1 1.2 0.1 8.2 0.8 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 1.2 1.6 2.0 0.5 0.0 3.9 2.9 4.1 0.3 1.1 3.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.6 17.3 18.7 35.9 0.0 24.9 36.8 18.8 13.8 36.1 20.5 16.7 LnGrp LOS D B B D A C D B B D C B
Approach Vol, veh/h 433 339 1430 971
Approach Delay, s/veh 21.3 25.8 21.0 21.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 25.1 5.9 22.0 11.6 20.9 7.6 20.3 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 5.9 22.4 5.9 18.0 10.0 18.3 5.9 18.0 Max Q Clear Time (g_c+I1), s 4.4 14.6 2.9 8.5 7.9 11.2 4.5 12.2 Green Ext Time (p_c), s 0.0 4.4 0.0 1.0 0.1 3.1 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
+ 7 " +++ 7 "i 1 71
2413
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Near-Term With Project-AM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 76 161 280 28 361 180 1217 41 72 872 53 v/c Ratio 0.45 0.29 0.43 0.17 0.78 0.67 0.61 0.06 0.43 0.66 0.10 Control Delay 40.0 20.4 5.6 32.4 32.8 42.8 19.4 0.2 38.8 24.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.0 20.4 5.6 32.4 32.8 42.8 19.4 0.2 38.8 24.5 0.4 Queue Length 50th (ft) 32 44 0 12 114 75 169 0 30 122 0 Queue Length 95th (ft) #79 105 53 34 #237 #163 217 0 #74 163 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 172 644 698 172 546 292 2006 657 172 1536 583 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.44 0.25 0.40 0.16 0.66 0.62 0.61 0.06 0.42 0.57 0.09 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2414
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-AM HCM 6th AWSC 12/12/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh106.9
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, % 2 22222222222
Mvmt Flow 3 167 74 19 229 326 114 279 13 143 263 3
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 29.3 189.4 71.5 73

HCM LOS D F F F

Lane NBLn1 EBLn1WBLn1 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
1 I
2415
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-AM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 643 241 228 881 186 191 265 86 199 365 141 Future Volume (veh/h) 93 643 241 228 881 186 191 265 86 199 365 141 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 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 99 684 239 243 937 114 203 282 82 212 388 137 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, % 222222222222
Cap, veh/h 105 1309 566 276 869 715 201 347 286 230 377 307 Arrive On Green 0.06 0.37 0.37 0.16 0.46 0.46 0.11 0.19 0.19 0.13 0.20 0.20 Sat Flow, veh/h 1781 3554 1535 1781 1870 1539 1781 1870 1544 1781 1870 1520 Grp Volume(v), veh/h 99 684 239 243 937 114 203 282 82 212 388 137 Grp Sat Flow(s),veh/h/ln 1781 1777 1535 1781 1870 1539 1781 1870 1544 1781 1870 1520 Q Serve(g_s), s 6.1 16.6 12.8 14.7 51.1 4.7 12.4 15.9 5.0 12.9 22.2 8.7 Cycle Q Clear(g_c), s 6.1 16.6 12.8 14.7 51.1 4.7 12.4 15.9 5.0 12.9 22.2 8.7 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 105 1309 566 276 869 715 201 347 286 230 377 307 V/C Ratio(X) 0.94 0.52 0.42 0.88 1.08 0.16 1.01 0.81 0.29 0.92 1.03 0.45 Avail Cap(c_a), veh/h 105 1309 566 398 869 715 201 347 286 230 377 307 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 51.6 27.2 26.0 45.5 29.5 17.0 48.8 43.0 38.5 47.4 43.9 38.5 Incr Delay (d2), s/veh 68.7 0.4 0.5 14.5 53.9 0.1 66.4 13.7 0.5 38.6 53.7 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 6.6 4.5 7.3 33.4 1.6 9.0 8.3 1.9 8.0 15.4 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 120.3 27.5 26.5 60.0 83.4 17.1 115.2 56.7 39.1 86.0 97.6 39.5 LnGrp LOS F C C E F B F E D F F D
Approach Vol, veh/h 1022 1294 567 737
Approach Delay, s/veh 36.3 73.1 75.1 83.4
Approach LOS D E E F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.2 25.3 21.1 45.4 16.4 27.1 10.5 56.0 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 14.2 20.4 24.6 33.0 12.4 22.2 6.5 51.1 Max Q Clear Time (g_c+I1), s 14.9 17.9 16.7 18.6 14.4 24.2 8.1 53.1 Green Ext Time (p_c), s 0.0 0.4 0.4 4.3 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 65.1
HCM 6th LOS E
* 7 + 7 + 7 h + 7
2416
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-AM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 99 684 256 243 937 198 203 282 91 212 388 150 v/c Ratio 0.95 0.56 0.42 0.77 1.08 0.26 1.02 0.82 0.23 0.93 1.03 0.36 Control Delay 128.9 32.3 15.6 58.6 85.4 8.4 118.2 62.9 3.2 92.3 99.4 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 128.9 32.3 15.6 58.6 85.4 8.4 118.2 62.9 3.2 92.3 99.4 10.5 Queue Length 50th (ft) 71 206 59 164 ~743 32 ~149 193 0 150 ~295 7 Queue Length 95th (ft) #179 284 141 241 #987 77 #299 #329 15 #294 #483 62 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 104 1218 613 395 865 769 199 345 398 228 375 415 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.95 0.56 0.42 0.62 1.08 0.26 1.02 0.82 0.23 0.93 1.03 0.36 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.
2417
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Near-Term With Project-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 588 14 5 796 23 0 0 14 0 0 92
Future Vol, veh/h 29 588 14 5 796 23 0 0 14 0 0 92
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 31 619 15 5 838 24 0 0 15 0 0 97
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 867 0 0 639 0 0 - - 327 - - 848
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 775 - - 943 - - 0 0 669 0 0 360
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 771 - - 939 - - - - 663 - - 357
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.1 10.6 18.8

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 663 771 - - 939 - - 357
HCM Lane V/C Ratio 0.022 0.04 - - 0.006 - - 0.271
HCM Control Delay (s) 10.6 9.9 - - 8.9 - - 18.8
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1.1
" * h + 7 7 7
1 2418
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-AM
HCM 6th Signalized Intersection Summary 12/12/2023
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
2419
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-AM
Queues 12/12/2023
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) 1234 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
2420
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Near-Term With Project-AM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 88 30 119 229 1
Future Vol, veh/h 0 88 30 119 229 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 96 33 129 249 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 125 250 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 902 1313 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 902 1313 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.5 1.6 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1313 - 902 - -
HCM Lane V/C Ratio 0.025 - 0.106 - -
HCM Control Delay (s) 7.8 - 9.5 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
7 h ** *
2421
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Near-Term With Project-PM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 75 228 28 98 52 226 667 30 67 624 37 Future Volume (veh/h) 18 75 228 28 98 52 226 667 30 67 624 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 85 184 32 111 40 257 758 28 76 709 36 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 44 348 283 65 370 302 416 1177 502 119 1420 428 Arrive On Green 0.02 0.19 0.19 0.04 0.20 0.20 0.12 0.33 0.33 0.07 0.28 0.28 Sat Flow, veh/h 1781 1870 1525 1781 1870 1528 3456 3554 1515 1781 5106 1539 Grp Volume(v), veh/h 20 85 184 32 111 40 257 758 28 76 709 36 Grp Sat Flow(s),veh/h/ln 1781 1870 1525 1781 1870 1528 1728 1777 1515 1781 1702 1539 Q Serve(g_s), s 0.5 1.8 5.2 0.8 2.4 1.0 3.3 8.5 0.6 1.9 5.5 0.8 Cycle Q Clear(g_c), s 0.5 1.8 5.2 0.8 2.4 1.0 3.3 8.5 0.6 1.9 5.5 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 348 283 65 370 302 416 1177 502 119 1420 428 V/C Ratio(X) 0.46 0.24 0.65 0.49 0.30 0.13 0.62 0.64 0.06 0.64 0.50 0.08 Avail Cap(c_a), veh/h 266 802 654 266 802 655 1032 2584 1102 418 3386 1021 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 22.6 16.3 17.7 22.2 16.0 15.5 19.6 13.3 10.7 21.3 14.2 12.5 Incr Delay (d2), s/veh 7.4 0.4 2.5 5.7 0.5 0.2 1.5 0.6 0.0 5.5 0.3 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 0.7 1.8 0.4 0.9 0.3 1.2 2.5 0.2 0.8 1.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 16.6 20.2 27.9 16.5 15.7 21.1 13.9 10.7 26.8 14.5 12.6 LnGrp LOS C B C C B B C B B C B B
Approach Vol, veh/h 289 183 1043 821
Approach Delay, s/veh 19.8 18.3 15.6 15.5
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.1 20.4 5.7 13.6 9.6 17.9 5.1 14.2 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 11.0 34.1 7.0 20.1 14.0 31.1 7.0 20.1 Max Q Clear Time (g_c+I1), s 3.9 10.5 2.8 7.2 5.3 7.5 2.5 4.4 Green Ext Time (p_c), s 0.1 4.9 0.0 0.9 0.5 4.5 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2422
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Near-Term With Project-PM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 20 85 259 32 111 59 257 758 34 76 709 42 v/c Ratio 0.09 0.27 0.55 0.15 0.30 0.15 0.40 0.48 0.05 0.28 0.46 0.08 Control Delay 30.2 26.6 9.2 30.4 24.0 1.3 24.6 15.2 0.1 28.5 17.2 0.3 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 30.2 26.6 9.2 30.4 24.0 1.3 24.6 15.2 0.1 28.5 17.2 0.3 Queue Length 50th (ft) 5 22 0 9 29 0 34 85 0 20 55 0
Queue Length 95th (ft) 29 74 56 40 92 3 91 205 0 71 128 0 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 248 752 771 248 755 691 965 2424 1071 391 3176 1005 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.08 0.11 0.34 0.13 0.15 0.09 0.27 0.31 0.03 0.19 0.22 0.04 Intersection Summary
2423
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Near-Term With Project-PM HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 0 104 0 2 0 157 312 1 0 313 3
Future Vol, veh/h 8 0 104 0 2 0 157 312 1 0 313 3
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 9 0 116 0 2 0 174 347 1 0 348 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1057 1056 360 1114 1057 358 356 0 0 353 0 0 Stage 1 355 355 - 701 701 -------
Stage 2 702 701 - 413 356 -------
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 203 225 684 185 225 686 1203 - - 1206 - - Stage 1 662 630 - 429 441 -------
Stage 2 429 441 - 616 629 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 172 183 678 131 183 679 1197 - - 1200 - - Mov Cap-2 Maneuver 172 183 - 131 183 -------
Stage 1 540 627 - 350 360 -------
Stage 2 348 360 - 509 626 -------
Approach EB WB NB SB
HCM Control Delay, s 13.3 24.9 2.8 0

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1197 - - 560 183 1200 - -
HCM Lane V/C Ratio 0.146 - - 0.222 0.012 - - -
HCM Control Delay (s) 8.5 0 - 13.3 24.9 0 - -
HCM Lane LOS A A - B C A - -
HCM 95th %tile Q(veh) 0.5 - - 0.8 0 0 - -
4 4 4 4
2424
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Near-Term With Project-PM
HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 114 161 35 157 93 187 907 44 143 896 24 Future Volume (veh/h) 19 114 161 35 157 93 187 907 44 143 896 24 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 22 131 156 40 180 84 215 1043 45 164 1030 11 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 46 354 291 75 245 114 267 1622 484 209 1457 434 Arrive On Green 0.03 0.19 0.19 0.04 0.21 0.21 0.15 0.32 0.32 0.12 0.29 0.29 Sat Flow, veh/h 1781 1870 1535 1781 1193 557 1781 5106 1523 1781 5106 1519 Grp Volume(v), veh/h 22 131 156 40 0 264 215 1043 45 164 1030 11 Grp Sat Flow(s),veh/h/ln 1781 1870 1535 1781 0 1750 1781 1702 1523 1781 1702 1519 Q Serve(g_s), s 0.6 3.3 4.9 1.2 0.0 7.5 6.2 9.3 1.1 4.8 9.6 0.3 Cycle Q Clear(g_c), s 0.6 3.3 4.9 1.2 0.0 7.5 6.2 9.3 1.1 4.8 9.6 0.3 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 46 354 291 75 0 359 267 1622 484 209 1457 434 V/C Ratio(X) 0.47 0.37 0.54 0.54 0.00 0.74 0.81 0.64 0.09 0.78 0.71 0.03 Avail Cap(c_a), veh/h 197 631 518 197 0 591 334 1800 537 317 1752 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 18.8 19.5 25.0 0.0 19.8 21.9 15.6 12.8 22.9 17.1 13.7 Incr Delay (d2), s/veh 7.3 0.6 1.5 5.8 0.0 2.9 11.0 0.7 0.1 7.0 1.0 0.0 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 0.3 1.3 1.6 0.6 0.0 2.8 3.0 2.9 0.3 2.1 3.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 19.5 21.1 30.9 0.0 22.8 32.9 16.3 12.9 29.9 18.1 13.7 LnGrp LOS C B C C A C C B B C B B
Approach Vol, veh/h 309 304 1303 1205
Approach Delay, s/veh 21.2 23.9 18.9 19.7
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.3 21.8 6.2 15.0 12.0 20.1 5.4 15.8 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 9.5 18.8 5.9 18.0 10.0 18.3 5.9 18.0 Max Q Clear Time (g_c+I1), s 6.8 11.3 3.2 6.9 8.2 11.6 2.6 9.5 Green Ext Time (p_c), s 0.1 3.8 0.0 0.9 0.1 3.4 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
+ 7 " +++ 7 "i 1 71
2425
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Near-Term With Project-PM
Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 22 131 185 40 287 215 1043 51 164 1030 28 v/c Ratio 0.12 0.31 0.37 0.22 0.67 0.70 0.66 0.09 0.59 0.69 0.05 Control Delay 30.1 22.0 6.3 31.3 26.8 41.1 21.3 0.3 36.5 22.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.1 22.0 6.3 31.3 26.8 41.1 21.3 0.3 36.5 22.3 0.2 Queue Length 50th (ft) 7 35 0 12 72 67 101 0 50 101 0
Queue Length 95th (ft) 28 84 40 43 160 #194 188 0 #141 187 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 187 602 623 187 591 318 1718 613 302 1672 601 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.12 0.22 0.30 0.21 0.49 0.68 0.61 0.08 0.54 0.62 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2426
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-PM HCM 6th AWSC 12/12/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh127.5
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, % 2 22222222222
Mvmt Flow 3 245 69 18 222 234 85 294 30 214 293 7
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 52 135 95.8 192.3

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 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
1 I
2427
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-PM HCM 6th Signalized Intersection Summary 12/12/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 936 153 155 826 201 195 515 182 153 363 122 Future Volume (veh/h) 166 936 153 155 826 201 195 515 182 153 363 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 189 1064 162 176 939 166 222 585 201 174 412 131 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 165 1406 605 200 776 636 225 522 432 153 446 361 Arrive On Green 0.09 0.40 0.40 0.11 0.41 0.41 0.13 0.28 0.28 0.09 0.24 0.24 Sat Flow, veh/h 1781 3554 1530 1781 1870 1531 1781 1870 1546 1781 1870 1515 Grp Volume(v), veh/h 189 1064 162 176 939 166 222 585 201 174 412 131 Grp Sat Flow(s),veh/h/ln 1781 1777 1530 1781 1870 1531 1781 1870 1546 1781 1870 1515 Q Serve(g_s), s 13.0 36.2 10.0 13.6 58.1 10.0 17.4 39.1 15.1 12.0 30.1 10.1 Cycle Q Clear(g_c), s 13.0 36.2 10.0 13.6 58.1 10.0 17.4 39.1 15.1 12.0 30.1 10.1 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 165 1406 605 200 776 636 225 522 432 153 446 361 V/C Ratio(X) 1.14 0.76 0.27 0.88 1.21 0.26 0.99 1.12 0.47 1.14 0.92 0.36 Avail Cap(c_a), veh/h 165 1406 605 230 776 636 225 522 432 153 446 361 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.5 36.5 28.6 61.2 41.0 26.9 61.0 50.5 41.8 64.0 52.0 44.4 Incr Delay (d2), s/veh 113.5 2.4 0.2 27.6 106.3 0.2 55.8 76.6 0.8 115.3 24.8 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 11.0 15.5 3.6 7.5 48.1 3.6 11.1 28.7 5.7 10.2 16.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 177.0 38.9 28.8 88.8 147.2 27.1 116.8 127.1 42.6 179.3 76.9 45.0 LnGrp LOS F D C F F C F F D F E D
Approach Vol, veh/h 1415 1281 1008 717
Approach Delay, s/veh 56.2 123.6 108.0 95.9
Approach LOS E F F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 44.0 19.7 60.3 21.7 38.3 17.0 63.0 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 12.0 39.1 18.1 53.0 17.7 33.4 13.0 58.1 Max Q Clear Time (g_c+I1), s 14.0 41.1 15.6 38.2 19.4 32.1 15.0 60.1 Green Ext Time (p_c), s 0.0 0.0 0.1 6.4 0.0 0.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 94.0
HCM 6th LOS F
* 7 + 7 + 7 h + 7
2428
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-PM Queues 12/12/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 189 1064 174 176 939 228 222 585 207 174 413 139 v/c Ratio 1.15 0.78 0.26 0.83 1.21 0.33 1.00 1.12 0.39 1.15 0.93 0.30 Control Delay 171.3 42.7 8.5 89.1 144.8 15.5 119.4 124.2 16.2 174.5 80.5 8.3 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 171.3 42.7 8.5 89.1 144.8 15.5 119.4 124.2 16.2 174.5 80.5 8.3 Queue Length 50th (ft) ~202 451 20 157 ~1044 69 205 ~614 47 ~185 371 0 Queue Length 95th (ft) #351 521 68 #262 #1257 130 #363 #818 114 #329 #549 51 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 164 1370 669 228 773 689 223 520 528 151 444 463 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.15 0.78 0.26 0.77 1.21 0.33 1.00 1.13 0.39 1.15 0.93 0.30 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.
2429
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Near-Term With Project-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 641 17 10 639 51 0 0 11 0 0 48
Future Vol, veh/h 61 641 17 10 639 51 0 0 11 0 0 48
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 68 712 19 11 710 57 0 0 12 0 0 53
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 772 0 0 736 0 0 - - 376 - - 720
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 841 - - 867 - - 0 0 622 0 0 427
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 837 - - 863 - - - - 616 - - 423
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.1 11 14.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 616 837 - - 863 - - 423
HCM Lane V/C Ratio 0.02 0.081 - - 0.013 - - 0.126
HCM Control Delay (s) 11 9.7 - - 9.2 - - 14.7
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.1 0.3 - - 0 - - 0.4
" * h + 7 7 7
1 2430
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-PM
HCM 6th Signalized Intersection Summary 12/12/2023
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
2431
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-PM
Queues 12/12/2023
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) 1234 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
2432
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Near-Term With Project-PM
HCM 6th TWSC 12/12/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 72 100 269 197 1
Future Vol, veh/h 0 72 100 269 197 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 78 109 292 214 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 108 215 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 925 1352 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 925 1352 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.3 2.1 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1352 - 925 - -
HCM Lane V/C Ratio 0.08 - 0.085 - -
HCM Control Delay (s) 7.9 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.3 - 0.3 - -
7 h ** *
2433
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 95 273 42 457 77 476 546 35 90 642 121 Future Volume (veh/h) 57 95 273 42 457 77 476 546 35 90 642 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 65 108 233 48 519 74 541 620 39 102 730 122 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 89 613 507 75 599 496 653 1121 480 132 1024 308 Arrive On Green 0.05 0.33 0.33 0.04 0.32 0.32 0.19 0.32 0.32 0.07 0.20 0.20 Sat Flow, veh/h 1781 1870 1547 1781 1870 1547 3456 3554 1521 1781 5106 1535 Grp Volume(v), veh/h 65 108 233 48 519 74 541 620 39 102 730 122 Grp Sat Flow(s),veh/h/ln 1781 1870 1547 1781 1870 1547 1728 1777 1521 1781 1702 1535 Q Serve(g_s), s 2.7 3.1 8.8 2.0 19.3 2.5 11.2 10.7 1.3 4.2 9.9 5.1 Cycle Q Clear(g_c), s 2.7 3.1 8.8 2.0 19.3 2.5 11.2 10.7 1.3 4.2 9.9 5.1 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 89 613 507 75 599 496 653 1121 480 132 1024 308 V/C Ratio(X) 0.73 0.18 0.46 0.64 0.87 0.15 0.83 0.55 0.08 0.77 0.71 0.40 Avail Cap(c_a), veh/h 144 744 616 161 762 630 816 1165 499 281 1275 383 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 34.7 17.8 19.7 34.9 23.7 18.0 28.9 21.0 17.8 33.7 27.6 25.7 Incr Delay (d2), s/veh 11.0 0.1 0.6 8.6 8.5 0.1 5.8 0.5 0.1 9.2 1.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.3 3.1 1.0 9.4 0.9 4.7 3.9 0.5 2.0 3.7 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.8 17.9 20.4 43.5 32.2 18.1 34.7 21.6 17.9 42.9 29.1 26.6 LnGrp LOS D B C D C B C C B D C C
Approach Vol, veh/h 406 641 1200 954
Approach Delay, s/veh 23.8 31.4 27.4 30.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 28.3 7.1 29.2 18.0 19.8 7.7 28.7 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 11.7 24.3 6.7 29.5 17.5 18.5 6.0 30.2 Max Q Clear Time (g_c+I1), s 6.2 12.7 4.0 10.8 13.2 11.9 4.7 21.3 Green Ext Time (p_c), s 0.1 2.9 0.0 1.3 0.9 2.6 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
+ 7 + 7 ++ 7 "i 1 7
2434
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Cumulative (Year 2045) With Project-AM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 65 108 310 48 519 88 541 620 40 102 730 138 v/c Ratio 0.49 0.17 0.42 0.34 0.85 0.14 0.79 0.54 0.07 0.49 0.70 0.31 Control Delay 53.8 21.6 4.8 46.2 42.0 0.5 42.1 28.0 0.2 45.0 35.4 5.1 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 53.8 21.6 4.8 46.2 42.0 0.5 42.1 28.0 0.2 45.0 35.4 5.1 Queue Length 50th (ft) 37 43 0 27 269 0 153 161 0 55 142 0 Queue Length 95th (ft) #86 80 51 61 #421 0 #219 216 0 102 179 29 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 136 736 797 152 722 700 770 1151 571 266 1207 492 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.48 0.15 0.39 0.32 0.72 0.13 0.70 0.54 0.07 0.38 0.60 0.28 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2435
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 2 149 1 1 1 450 269 6 1 338 29
Future Vol, veh/h 5 2 149 1 1 1 450 269 6 1 338 29
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
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 5 2 162 1 1 1 489 292 7 1 367 32
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1670 1672 393 1751 1685 306 404 0 0 304 0 0 Stage 1 390 390 - 1279 1279 -------
Stage 2 1280 1282 - 472 406 -------
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 76 96 656 67 94 734 1155 - - 1257 - - Stage 1 634 608 - 204 237 -------
Stage 2 204 236 - 573 598 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 44 47 650 29 46 727 1150 - - 1251 - - Mov Cap-2 Maneuver 44 47 - 29 46 -------
Stage 1 309 604 - 100 116 -------
Stage 2 98 115 - 426 594 -------
Approach EB WB NB SB
HCM Control Delay, s 20.1 78.8 6.5 0

HCM LOS C F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1150 - - 405 52 1251 - -
HCM Lane V/C Ratio 0.425 - - 0.419 0.063 0.001 - -
HCM Control Delay (s) 10.4 0 - 20.1 78.8 7.9 0 -
HCM Lane LOS B A - C F A A -
HCM 95th %tile Q(veh) 2.2 - - 2 0.2 0 - -
4 4 4 4
2436
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 171 279 125 371 187 162 1095 44 74 809 79 Future Volume (veh/h) 82 171 279 125 371 187 162 1095 44 74 809 79 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.91 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 186 220 136 403 154 176 1190 40 80 879 61 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 114 599 482 172 448 171 214 1519 430 103 1199 333 Arrive On Green 0.06 0.32 0.32 0.10 0.35 0.35 0.12 0.30 0.30 0.06 0.23 0.23 Sat Flow, veh/h 1781 1870 1507 1781 1270 485 1781 5106 1447 1781 5106 1418 Grp Volume(v), veh/h 89 186 220 136 0 557 176 1190 40 80 879 61 Grp Sat Flow(s),veh/h/ln 1781 1870 1507 1781 0 1755 1781 1702 1447 1781 1702 1418 Q Serve(g_s), s 3.8 5.9 9.1 5.8 0.0 23.5 7.5 16.7 1.6 3.5 12.4 2.7 Cycle Q Clear(g_c), s 3.8 5.9 9.1 5.8 0.0 23.5 7.5 16.7 1.6 3.5 12.4 2.7 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 114 599 482 172 0 619 214 1519 430 103 1199 333 V/C Ratio(X) 0.78 0.31 0.46 0.79 0.00 0.90 0.82 0.78 0.09 0.78 0.73 0.18 Avail Cap(c_a), veh/h 142 619 498 308 0 745 251 1761 499 137 1433 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 20.0 21.1 34.5 0.0 23.9 33.5 25.1 19.8 36.3 27.6 23.9 Incr Delay (d2), s/veh 19.5 0.3 0.7 7.8 0.0 12.4 17.0 2.1 0.1 18.1 1.6 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 2.2 2.4 3.0 2.7 0.0 10.7 4.0 6.2 0.5 1.9 4.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 20.3 21.8 42.3 0.0 36.3 50.5 27.2 19.9 54.4 29.2 24.1 LnGrp LOS E C C D A D D C B D C C
Approach Vol, veh/h 495 693 1406 1020
Approach Delay, s/veh 27.3 37.5 29.9 30.9
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 28.1 11.5 29.9 13.4 23.2 9.0 32.4 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 6.0 26.9 13.5 25.8 11.0 21.9 6.2 33.1 Max Q Clear Time (g_c+I1), s 5.5 18.7 7.8 11.1 9.5 14.4 5.8 25.5 Green Ext Time (p_c), s 0.0 4.5 0.1 1.5 0.1 3.3 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
+ 7 " +++ 7 "i 1 71
2437
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Cumulative (Year 2045) With Project-AM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 89 186 303 136 606 176 1190 48 80 879 86 v/c Ratio 0.66 0.32 0.46 0.58 0.92 0.78 0.71 0.08 0.62 0.71 0.17 Control Delay 66.5 26.2 6.7 46.4 46.9 62.1 29.3 0.3 62.9 33.6 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 Total Delay 66.5 26.2 6.7 46.4 46.9 62.1 29.3 0.3 62.9 33.6 0.7 Queue Length 50th (ft) 51 82 7 73 311 99 225 0 45 168 0 Queue Length 95th (ft) #128 142 70 130 #526 #209 279 0 #116 213 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 134 608 672 293 720 238 1682 574 130 1366 533 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.66 0.31 0.45 0.46 0.84 0.74 0.71 0.08 0.62 0.64 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2438
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th AWSC 12/15/2023
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, % 2 22222222222
Mvmt Flow 3 194 101 63 545 402 137 299 14 174 612 11
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 68.2 692.6 148.1 494.2

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 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
1 I
2439
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 710 364 228 881 200 218 318 101 355 912 147 Future Volume (veh/h) 97 710 364 228 881 200 218 318 101 355 912 147 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 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 103 755 370 243 937 129 232 338 98 378 970 143 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, % 222222222222
Cap, veh/h 83 912 392 257 662 543 166 488 404 392 724 595 Arrive On Green 0.05 0.26 0.26 0.14 0.35 0.35 0.09 0.26 0.26 0.22 0.39 0.39 Sat Flow, veh/h 1781 3554 1527 1781 1870 1534 1781 1870 1550 1781 1870 1536 Grp Volume(v), veh/h 103 755 370 243 937 129 232 338 98 378 970 143 Grp Sat Flow(s),veh/h/ln 1781 1777 1527 1781 1870 1534 1781 1870 1550 1781 1870 1536 Q Serve(g_s), s 7.0 30.1 35.7 20.3 53.1 8.9 14.0 24.5 7.5 31.5 58.1 9.4 Cycle Q Clear(g_c), s 7.0 30.1 35.7 20.3 53.1 8.9 14.0 24.5 7.5 31.5 58.1 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 83 912 392 257 662 543 166 488 404 392 724 595 V/C Ratio(X) 1.24 0.83 0.94 0.95 1.42 0.24 1.40 0.69 0.24 0.96 1.34 0.24 Avail Cap(c_a), veh/h 83 912 392 257 662 543 166 488 404 392 724 595 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 71.5 52.6 54.7 63.6 48.5 34.2 68.0 50.0 43.8 57.9 46.0 31.0 Incr Delay (d2), s/veh 176.1 6.4 31.5 41.9 195.7 0.2 210.3 4.2 0.3 36.1 161.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 13.8 16.7 12.0 59.7 3.3 15.9 11.7 2.9 17.7 58.3 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 247.6 59.0 86.1 105.5 244.1 34.4 278.3 54.2 44.1 94.1 207.7 31.2 LnGrp LOS F E F F F C F D D F F C
Approach Vol, veh/h 1228 1309 668 1491
Approach Delay, s/veh 83.0 197.7 130.6 162.0
Approach LOS FFFF
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 37.0 44.0 25.6 43.4 18.0 63.0 11.0 58.0 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 33.0 39.1 21.6 38.5 14.0 58.1 7.0 53.1 Max Q Clear Time (g_c+I1), s 33.5 26.5 22.3 37.7 16.0 60.1 9.0 55.1 Green Ext Time (p_c), s 0.0 1.7 0.0 0.5 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 146.8
HCM 6th LOS F
* 7 + 7 + 7 h + 7
2440
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 103 755 387 243 937 213 232 338 107 378 970 156 v/c Ratio 1.26 0.83 0.80 0.96 1.42 0.35 1.41 0.70 0.22 0.97 1.35 0.24 Control Delay 237.1 61.8 47.7 109.1 235.1 20.0 261.3 58.9 4.6 96.4 201.4 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 237.1 61.8 47.7 109.1 235.1 20.0 261.3 58.9 4.6 96.4 201.4 12.4 Queue Length 50th (ft) ~125 370 246 240 ~1232 77 ~303 301 0 371 ~1236 34 Queue Length 95th (ft) #255 450 #405 #415 #1494 150 #482 416 31 #583 #1497 87 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 82 908 483 254 659 600 165 485 497 389 721 647 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.26 0.83 0.80 0.96 1.42 0.35 1.41 0.70 0.22 0.97 1.35 0.24 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.
2441
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 34 1119 17 6 1212 27 0 0 17 0 0 110
Future Vol, veh/h 34 1119 17 6 1212 27 0 0 17 0 0 110
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 22222222222
Mvmt Flow 36 1178 18 6 1276 28 0 0 18 0 0 116
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1309 0 0 1201 0 0 - - 608 - - 1286 Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 527 - - 579 - - 0 0 440 0 0 200
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 524 - - 576 - - - - 436 - - 198
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.1 13.6 46

HCM LOS B E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 436 524 - - 576 - - 198
HCM Lane V/C Ratio 0.041 0.068 - - 0.011 - - 0.585
HCM Control Delay (s) 13.6 12.4 - - 11.3 - - 46
HCM Lane LOS B B - - B - - E
HCM 95th %tile Q(veh) 0.1 0.2 - - 0 - - 3.2
" * h + 7 7 7
1 2442
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/15/2023
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
2443
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/15/2023
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) 1234 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.
2444
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 88 30 491 856 1
Future Vol, veh/h 0 88 30 491 856 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 96 33 534 930 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 466 931 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 543 731 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 543 731 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 13 0.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 731 - 543 - -
HCM Lane V/C Ratio 0.045 - 0.176 - -
HCM Control Delay (s) 10.2 - 13 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.1 - 0.6 - -
7 h ** *
2445
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 131 228 28 118 62 231 670 30 78 624 46 Future Volume (veh/h) 22 131 228 28 118 62 231 670 30 78 624 46 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 149 184 32 134 51 262 761 28 89 709 46 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 53 356 291 64 368 301 419 1171 499 129 1433 432 Arrive On Green 0.03 0.19 0.19 0.04 0.20 0.20 0.12 0.33 0.33 0.07 0.28 0.28 Sat Flow, veh/h 1781 1870 1526 1781 1870 1528 3456 3554 1515 1781 5106 1539 Grp Volume(v), veh/h 25 149 184 32 134 51 262 761 28 89 709 46 Grp Sat Flow(s),veh/h/ln 1781 1870 1526 1781 1870 1528 1728 1777 1515 1781 1702 1539 Q Serve(g_s), s 0.7 3.4 5.3 0.8 3.0 1.3 3.5 8.8 0.6 2.3 5.6 1.1 Cycle Q Clear(g_c), s 0.7 3.4 5.3 0.8 3.0 1.3 3.5 8.8 0.6 2.3 5.6 1.1 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 53 356 291 64 368 301 419 1171 499 129 1433 432 V/C Ratio(X) 0.48 0.42 0.63 0.50 0.36 0.17 0.63 0.65 0.06 0.69 0.49 0.11 Avail Cap(c_a), veh/h 260 785 641 260 785 641 1010 2530 1079 409 3315 999 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 22.9 17.1 17.9 22.7 16.6 16.0 20.0 13.7 11.0 21.7 14.4 12.8 Incr Delay (d2), s/veh 6.5 0.8 2.3 5.8 0.6 0.3 1.5 0.6 0.0 6.4 0.3 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 1.4 1.8 0.4 1.2 0.4 1.2 2.6 0.2 1.0 1.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 17.8 20.1 28.5 17.2 16.2 21.5 14.3 11.0 28.1 14.7 12.9 LnGrp LOS C B C C B B C B B C B B
Approach Vol, veh/h 358 217 1051 844
Approach Delay, s/veh 19.8 18.7 16.0 16.0
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 20.7 5.7 14.0 9.8 18.3 5.4 14.3 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 11.0 34.1 7.0 20.1 14.0 31.1 7.0 20.1 Max Q Clear Time (g_c+I1), s 4.3 10.8 2.8 7.3 5.5 7.6 2.7 5.0 Green Ext Time (p_c), s 0.1 4.9 0.0 1.2 0.5 4.6 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
+ 7 + 7 ++ 7 "i 1 7
2446
AGENDA ITEM NO. 16.
1: Willow Ave & International Ave Cumulative (Year 2045) With Project-PM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 149 259 32 134 70 263 761 34 89 709 52 v/c Ratio 0.12 0.41 0.51 0.15 0.37 0.18 0.42 0.55 0.05 0.33 0.45 0.09 Control Delay 33.1 28.2 8.1 33.1 27.5 2.5 27.1 18.3 0.1 31.5 18.3 0.3 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 33.1 28.2 8.1 33.1 27.5 2.5 27.1 18.3 0.1 31.5 18.3 0.3 Queue Length 50th (ft) 7 42 0 9 37 0 38 96 0 26 60 0
Queue Length 95th (ft) 36 119 55 43 108 9 100 221 0 86 136 0 Internal Link Dist (ft) 2470 1342 2623 1390
Turn Bay Length (ft) 250 25 250 250 205
Base Capacity (vph) 234 709 742 234 709 656 910 2285 1016 368 2994 955 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.11 0.21 0.35 0.14 0.19 0.11 0.29 0.33 0.03 0.24 0.24 0.05 Intersection Summary
2447
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 16.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 2 164 1 2 1 188 360 37 1 355 30
Future Vol, veh/h 70 2 164 1 2 1 188 360 37 1 355 30
Conflicting Peds, #/hr 5 05505505505
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
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 76 2 178 1 2 1 204 391 40 1 386 33
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1236 1254 413 1324 1250 421 424 0 0 436 0 0 Stage 1 410 410 - 824 824 -------
Stage 2 826 844 - 500 426 -------
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 153 172 639 133 173 632 1135 - - 1124 - - Stage 1 619 595 - 367 387 -------
Stage 2 366 379 - 553 586 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 122 130 633 76 130 626 1130 - - 1119 - - Mov Cap-2 Maneuver 122 130 - 76 130 -------
Stage 1 469 591 - 278 293 -------
Stage 2 275 287 - 394 582 -------
Approach EB WB NB SB
HCM Control Delay, s 75.9 33 2.9 0

HCM LOS F D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1130 - - 278 133 1119 - -
HCM Lane V/C Ratio 0.181 - - 0.923 0.033 0.001 - -
HCM Control Delay (s) 8.9 0 - 75.9 33 8.2 0 -
HCM Lane LOS A A - F D A A -
HCM 95th %tile Q(veh) 0.7 - - 8.6 0.1 0 - -
4 4 4 4
2448
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 128 163 128 183 103 187 907 180 155 896 27 Future Volume (veh/h) 22 128 163 128 183 103 187 907 180 155 896 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 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 24 139 150 139 199 90 203 986 191 168 974 13 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 50 296 242 177 277 125 252 1520 453 212 1405 418 Arrive On Green 0.03 0.16 0.16 0.10 0.23 0.23 0.14 0.30 0.30 0.12 0.28 0.28 Sat Flow, veh/h 1781 1870 1529 1781 1207 546 1781 5106 1521 1781 5106 1518 Grp Volume(v), veh/h 24 139 150 139 0 289 203 986 191 168 974 13 Grp Sat Flow(s),veh/h/ln 1781 1870 1529 1781 0 1754 1781 1702 1521 1781 1702 1518 Q Serve(g_s), s 0.7 3.7 5.0 4.2 0.0 8.3 6.0 9.2 5.5 5.0 9.3 0.3 Cycle Q Clear(g_c), s 0.7 3.7 5.0 4.2 0.0 8.3 6.0 9.2 5.5 5.0 9.3 0.3 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 50 296 242 177 0 402 252 1520 453 212 1405 418 V/C Ratio(X) 0.48 0.47 0.62 0.79 0.00 0.72 0.81 0.65 0.42 0.79 0.69 0.03 Avail Cap(c_a), veh/h 193 617 504 212 0 598 294 1880 560 248 1749 520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 20.9 21.4 24.0 0.0 19.4 22.7 16.7 15.4 23.4 17.7 14.5 Incr Delay (d2), s/veh 7.1 1.2 2.6 14.8 0.0 2.4 13.4 0.6 0.6 14.1 0.9 0.0 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 0.4 1.5 1.7 2.2 0.0 3.1 3.0 2.9 1.6 2.6 3.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.2 22.1 24.0 38.9 0.0 21.8 36.1 17.2 16.0 37.5 18.6 14.5 LnGrp LOS CCCDACDBBDBB
Approach Vol, veh/h 313 428 1380 1155
Approach Delay, s/veh 23.9 27.3 19.8 21.3
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 21.1 9.4 13.5 11.7 19.9 5.5 17.4 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 7.6 20.1 6.5 18.0 9.0 18.7 5.9 18.6 Max Q Clear Time (g_c+I1), s 7.0 11.2 6.2 7.0 8.0 11.3 2.7 10.3 Green Ext Time (p_c), s 0.0 4.4 0.0 0.9 0.1 3.5 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
+ 7 " +++ 7 "i 1 71
2449
AGENDA ITEM NO. 16.
3: Willow Ave & Behymer Ave Cumulative (Year 2045) With Project-PM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 24 139 177 139 311 203 986 196 168 974 29 v/c Ratio 0.15 0.40 0.41 0.75 0.56 0.79 0.66 0.33 0.77 0.70 0.06 Control Delay 31.2 25.6 7.0 57.4 22.2 53.1 22.2 5.2 55.8 24.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 25.6 7.0 57.4 22.2 53.1 22.2 5.2 55.8 24.1 0.2 Queue Length 50th (ft) 8 48 0 52 80 74 111 0 62 113 0
Queue Length 95th (ft) 31 92 43 #154 182 #202 179 43 #177 182 0 Internal Link Dist (ft) 2660 5395 1188 2623
Turn Bay Length (ft) 235 88 250 105 250 205
Base Capacity (vph) 169 543 575 186 564 257 1655 625 217 1539 566 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.14 0.26 0.31 0.75 0.55 0.79 0.60 0.31 0.77 0.63 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2450
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th AWSC 12/15/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh295.2
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, % 2 22222222222
Mvmt Flow 15 410 118 24 241 266 167 480 33 235 293 8
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 254.2 226.9 409.4 259.6

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 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
1 I
2451
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/15/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 173 1141 218 155 934 211 313 707 182 179 521 127 Future Volume (veh/h) 173 1141 218 155 934 211 313 707 182 179 521 127 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 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 188 1240 225 168 1015 169 340 768 193 195 566 130 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 143 1324 570 181 737 603 249 600 497 154 500 406 Arrive On Green 0.08 0.37 0.37 0.10 0.39 0.39 0.14 0.32 0.32 0.09 0.27 0.27 Sat Flow, veh/h 1781 3554 1529 1781 1870 1530 1781 1870 1549 1781 1870 1519 Grp Volume(v), veh/h 188 1240 225 168 1015 169 340 768 193 195 566 130 Grp Sat Flow(s),veh/h/ln 1781 1777 1529 1781 1870 1530 1781 1870 1549 1781 1870 1519 Q Serve(g_s), s 12.0 50.4 16.2 14.0 59.1 11.3 21.0 48.1 14.5 13.0 40.1 10.3 Cycle Q Clear(g_c), s 12.0 50.4 16.2 14.0 59.1 11.3 21.0 48.1 14.5 13.0 40.1 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 1324 570 181 737 603 249 600 497 154 500 406 V/C Ratio(X) 1.32 0.94 0.39 0.93 1.38 0.28 1.36 1.28 0.39 1.26 1.13 0.32 Avail Cap(c_a), veh/h 143 1324 570 181 737 603 249 600 497 154 500 406 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 69.0 45.3 34.6 66.9 45.4 31.0 64.5 50.9 39.5 68.5 55.0 44.0 Incr Delay (d2), s/veh 184.3 12.5 0.4 47.4 178.3 0.3 187.2 138.7 0.5 159.9 81.8 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 12.6 23.6 6.0 8.6 62.6 4.1 22.3 44.7 5.5 12.6 29.6 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 253.3 57.9 35.1 114.3 223.7 31.2 251.7 189.6 40.0 228.4 136.8 44.5 LnGrp LOS F E D F F C F F D F F D
Approach Vol, veh/h 1653 1352 1301 891
Approach Delay, s/veh 77.0 186.1 183.7 143.3
Approach LOS E F F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 53.0 19.2 60.8 25.0 45.0 16.0 64.0 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 13.0 48.1 15.2 55.9 21.0 40.1 12.0 59.1 Max Q Clear Time (g_c+I1), s 15.0 50.1 16.0 52.4 23.0 42.1 14.0 61.1 Green Ext Time (p_c), s 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 143.4
HCM 6th LOS F
* 7 + 7 + 7 h + 7
2452
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/15/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 188 1240 237 168 1015 229 340 768 198 195 566 138 v/c Ratio 1.33 0.94 0.38 0.94 1.38 0.35 1.38 1.29 0.35 1.27 1.14 0.29 Control Delay 239.9 59.7 21.0 118.6 216.5 18.9 238.6 182.4 20.7 216.3 132.1 15.3 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 239.9 59.7 21.0 118.6 216.5 18.9 238.6 182.4 20.7 216.3 132.1 15.3 Queue Length 50th (ft) ~238 614 94 166 ~1314 84 ~438 ~952 70 ~240 ~643 27 Queue Length 95th (ft) #400 #760 170 #315 #1578 155 #641 #1204 142 #406 #878 87 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 141 1318 624 179 734 654 247 597 560 153 498 474 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.33 0.94 0.38 0.94 1.38 0.35 1.38 1.29 0.35 1.27 1.14 0.29 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.
2453
AGENDA ITEM NO. 16.
6: Shepherd Ave & Dewitt Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 1468 21 12 1253 58 0 0 14 0 0 56
Future Vol, veh/h 70 1468 21 12 1253 58 0 0 14 0 0 56
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 265 - - 265 - 0 ------
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 76 1596 23 13 1362 63 0 0 15 0 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1430 0 0 1624 0 0 - - 820 - - 1372 Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy 4.13 - - 4.13 ---- 6.93 - - 6.23
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy 2.219 - - 2.219 ---- 3.319 - - 3.319
Pot Cap-1 Maneuver 473 - - 398 - - 0 0 319 0 0 178
Stage 1 - - - - - -00 -00 -
Stage 2 - - - - - -00 -00 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 471 - - 396 - - - - 316 - - 176
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.1 17 35.9

HCM LOS C E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 316 471 - - 396 - - 176
HCM Lane V/C Ratio 0.048 0.162 - - 0.033 - - 0.346
HCM Control Delay (s) 17 14.1 - - 14.4 - - 35.9
HCM Lane LOS C B - - B - - E
HCM 95th %tile Q(veh) 0.2 0.6 - - 0.1 - - 1.4
" * h + 7 7 7
1 2454
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/15/2023
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
2455
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/15/2023
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) 1234 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.
2456
AGENDA ITEM NO. 16.
8: Clovis Ave & Site Access Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/15/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 72 100 956 587 1
Future Vol, veh/h 0 72 100 956 587 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 78 109 1039 638 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 320 639 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 4.14 - - -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 676 941 - - -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 676 941 - - -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 11 0.9 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 941 - 676 - -
HCM Lane V/C Ratio 0.116 - 0.116 - -
HCM Control Delay (s) 9.3 - 11 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.4 - 0.4 - -
7 h ** *
2457
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

APPENDIX D

FLORIDA TABLE
2458
AGENDA ITEM NO. 16.

QUALITY/LEVEL OF SERVICE HANDBOOK 81

INTERRUPTED FLOW FACILITIES UNINTERRUPTED FLOW FACILITIES

STATE SIGNALIZED ARTERIALS FREEWAYS
Lanes B C D E
2 2,430 3,180 3,790 3,910
3 3,520 4,670 5,610 5,870
4 4,630 6,170 7,440 7,830
5 5,480 7,310 8,730 9,800
Freeway Adjustments
Auxiliary Ramp
Lane Metering
+ 1,000 + 5%
Class I (40 mph or higher posted speed limit)
Lanes Median B C D E
1 Undivided * 710 800 **
2 Divided * 1,740 1,820 **
3 Divided * 2,670 2,740 **
Class II (35 mph or slower posted speed limit)
Lanes Median B C D E
1 Undivided * 330 680 720
2 Divided * 500 1,460 1,600
3 Divided * 810 2,280 2,420
Non-State Signalized Roadway Adjustments
(Alter corresponding state volumes
by the indicated percent.)
Non-State Signalized Roadways - 10%
Median & Turn Lane Adjustments UNINTERRUPTED FLOW HIGHWAYS Lanes Median B C D E
1 Undivided 560 860 1,160 1,560
2 Divided 1,710 2,470 3,120 3,550
3 Divided 2,560 3,700 4,680 5,320
Uninterrupted Flow Highway Adjustments
Lanes Median Exclusive left lanes Adjustment factors
1 Divided Yes +5%
Multi Undivided Yes -5%
Multi Undivided No -25%
Exclusive Exclusive Adjustment
Lanes Median Left Lanes Right Lanes Factors
1 Divided Yes No +5%
1 Undivided No No -20%
Multi Undivided Yes No -5%
Multi Undivided No No -25%
– – – Yes + 5%
One-Way Facility Adjustment
Multiply the corresponding directional
volumes in this table by 1.2
BICYCLE MODE2 1
Values shown are presented as peak hour directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Calculations are based on planning applications of the HCM and the Transit Capacity and Quality of Service Manual.
2 Level of service for the bicycle and pedestrian modes in this table is based on number of vehicles, not number of bicyclists or pedestrians using the facility. 3 Buses per hour shown are only for the peak hour in the single direction of the higher traffic flow.
* Cannot be achieved using table input value defaults.
** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached. For the bicycle mode, the level of service letter grade (including F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults.

Source:

Florida Department of Transportation
Systems Implementation Office
https://www.fdot.gov/planning/systems/
(Multiply vehicle volumes shown below by number of
directional roadway lanes to determine two-way maximum service volumes.)
Paved
Shoulder/Bicycle
Lane Coverage B C D E
0-49% * 140 320 1,000
50-84% 100 280 940 >1,000
85-100% 380 1,000 >1,000 **
PEDESTRIAN MODE2
(Multiply vehicle volumes shown below by number of
directional roadway lanes to determine two-way maximum service volumes.)
Sidewalk Coverage B C D E
0-49% * * 140 480
50-84% * 80 440 800
85-100% 200 540 880 >1,000
BUS MODE (Scheduled Fixed Route)3
(Buses in peak hour in peak direction)
Sidewalk Coverage B C D E
0-84% > 5 ≥ 4 ≥ 3 ≥ 2
85-100% > 4 ≥ 3 ≥ 2 ≥ 1
TABLE 8
January 2020
Generalized Peak Hour Directional Volumes for Florida’s Transitioning Areas and
Areas Over 5,000 Not In Urbanized Areas1
2459
AGENDA ITEM NO. 16.

QUALITY/LEVEL OF SERVICE HANDBOOK 82

INPUT VALUE

ASSUMPTIONS
Uninterrupted Flow Facilities Interrupted Flow Facilities State Arterials Class I
Freeways Highways Class I Class II Bicycle Pedestrian

ROADWAY CHARACTERISTICS
Area type (urban, rural) urban
Number of through lanes (both dir.) 4-10 2 4-6 2 4-6 2 4-6 4 4 Posted speed (mph) 70 50 50 45 50 30 30 45 45
Free flow speed (mph) 75 55 55 50 55 35 35 50 50
Auxiliary lanes (n,y) n
Median (d, n, nr, r) d n y n y r r
Terrain (l,r) l l l l l l l l l
% no passing zone 60
Exclusive left turn lane impact (n, y) [n] y y y y y y y Exclusive right turn lanes (n, y) n n n n n n
Facility length (mi) 6 5 5 1.8 2 2 2 2 2

TRAFFIC CHARACTERISTICS
Planning analysis hour factor (K) 0.098 0.090 0.090 0.090 0.090 0.090 0.090 0.090 0.090 Directional distribution factor (D) 0.55 0.55 0.55 0.550 0.570 0.570 0.565 0.570 0.570 Peak hour factor (PHF) 0.92 0.92 0.92 1.000 1.000 1.000 1.000 1.000 1.000 Base saturation flow rate (pcphpl) 2,400 1,700 2,200 1,950 1,950 1,950 1,950 1,950 1,950 Heavy vehicle percent 9.0 4.0 4.0 2.0 3.0 2.0 3.0 3.0 3.0 Speed Adjustment Factor (SAF) 0.975 0.975
Capacity Adjustment Factor (CAF) 0.968 0.968
% left turns 12 12 12 12 12 12
% right turns 12 12 12 12 12 12

CONTROL CHARACTERISTICS
Number of signals 5 4 10 10 4 6
Arrival type (1-6) 4 3 4 4 4 4
Signal type (a, c, p) c c c c c c
Cycle length (C) 120 150 120 150 120 120
Effective green ratio (g/C) 0.44 0.45 0.44 0.45 0.44 0.44

MULTIMODAL CHARACTERISTICS
Paved shoulder/bicycle lane (n, y) n, 50%, y n
Outside lane width (n, t, w) t t
Pavement condition (d, t, u) t
On-street parking (n, y) n n
Sidewalk (n, y) n, 50%, y
Sidewalk/roadway separation (a, t, w) t
Sidewalk protective barrier (n, y) n

LEVEL OF SERVICE THRESHOLDS
Level of
Service
Freeways Highways Arterials Bicycle Ped Bus
Density
Two-Lane Multilane Class I Class II
Score Score Buses/hr.
%ffs Density ats ats
B ≤ 17 > 83.3 ≤ 17 > 31 mph > 22 mph ≤ 2.75 ≤ 2.75 ≤ 6
C ≤ 24 > 75.0 ≤ 24 > 23 mph > 17 mph ≤ 3.50 ≤ 3.50 ≤ 4
D ≤ 31 > 66.7 ≤ 31 > 18 mph > 13 mph ≤ 4.25 ≤ 4.25 < 3
E ≤ 39 > 58.3 ≤ 35 > 15 mph > 10 mph ≤ 5.00 ≤ 5.00 < 2
% ffs = Percent free flow speed ats = Average travel speed TABLE 8
(continued)
January 2020
Generalized Peak Hour Directional Volumes for Florida’s Transitioning Areas and
Areas Over 5,000 Not In Urbanized Areas
2460
AGENDA ITEM NO. 16.

TRANSPORTATION IMPACT ANALYSIS – TRACT 6375

APPENDIX E

IMPROVED INTERSECTION ANALYSES
2461
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved 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) 2 150 70 6 198 244 108 236 9 133 230 1 Future Volume (veh/h) 2 150 70 6 198 244 108 236 9 133 230 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 72 6 204 252 111 243 9 137 237 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 92 413 190 93 260 314 158 377 14 177 412 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 1194 549 6 751 909 1781 1789 66 1781 1861 8 Grp Volume(v), veh/h 229 0 0 462 0 0 111 0 252 137 0 238 Grp Sat Flow(s),veh/h/ln 1746 0 0 1667 0 0 1781 0 1855 1781 0 1869 Q Serve(g_s), s 0.0 0.0 0.0 0.2 0.0 0.0 2.4 0.0 5.0 3.0 0.0 4.6 Cycle Q Clear(g_c), s 4.0 0.0 0.0 10.0 0.0 0.0 2.4 0.0 5.0 3.0 0.0 4.6 Prop In Lane 0.01 0.31 0.01 0.55 1.00 0.04 1.00 0.00
Lane Grp Cap(c), veh/h 694 0 0 667 0 0 158 0 391 177 0 414 V/C Ratio(X) 0.33 0.00 0.00 0.69 0.00 0.00 0.70 0.00 0.64 0.77 0.00 0.57 Avail Cap(c_a), veh/h 921 0 0 884 0 0 311 0 884 355 0 937 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 9.9 0.0 0.0 11.9 0.0 0.0 17.8 0.0 14.5 17.6 0.0 13.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.5 0.0 0.0 5.6 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 1.0 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 10.2 0.0 0.0 13.4 0.0 0.0 23.4 0.0 16.2 24.7 0.0 15.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 229 462 363 375
Approach Delay, s/veh 10.2 13.4 18.4 18.6
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.0 13.4 18.8 7.5 13.8 18.8
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 7.0 6.0 4.4 6.6 12.0
Green Ext Time (p_c), s 0.1 0.9 0.9 0.1 0.9 1.6
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
4 4 1 h 1
2462
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved Queues 12/21/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 229 462 111 252 137 238
v/c Ratio 0.38 0.74 0.41 0.53 0.45 0.47
Control Delay 13.6 21.2 27.7 20.9 27.7 19.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.6 21.2 27.7 20.9 27.7 19.2
Queue Length 50th (ft) 41 89 31 65 38 60
Queue Length 95th (ft) 100 #242 #88 127 #105 117
Internal Link Dist (ft) 5395 1520 2614 2532
Turn Bay Length (ft)
Base Capacity (vph) 814 817 292 836 334 882
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.28 0.57 0.38 0.30 0.41 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2463
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved 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) 3 184 57 5 173 191 72 226 16 164 209 6 Future Volume (veh/h) 3 184 57 5 173 191 72 226 16 164 209 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 66 6 199 220 83 260 18 189 240 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 87 428 132 88 253 274 131 381 26 243 513 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 1351 418 7 800 867 1781 1724 119 1781 1806 53 Grp Volume(v), veh/h 280 0 0 425 0 0 83 0 278 189 0 247 Grp Sat Flow(s),veh/h/ln 1774 0 0 1674 0 0 1781 0 1843 1781 0 1859 Q Serve(g_s), s 0.0 0.0 0.0 0.4 0.0 0.0 1.9 0.0 5.9 4.3 0.0 4.6 Cycle Q Clear(g_c), s 5.4 0.0 0.0 9.8 0.0 0.0 1.9 0.0 5.9 4.3 0.0 4.6 Prop In Lane 0.01 0.24 0.01 0.52 1.00 0.06 1.00 0.03
Lane Grp Cap(c), veh/h 648 0 0 616 0 0 131 0 408 243 0 528 V/C Ratio(X) 0.43 0.00 0.00 0.69 0.00 0.00 0.63 0.00 0.68 0.78 0.00 0.47 Avail Cap(c_a), veh/h 842 0 0 800 0 0 298 0 809 399 0 921 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 11.7 0.0 0.0 13.2 0.0 0.0 19.1 0.0 15.1 17.7 0.0 12.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.7 0.0 0.0 5.0 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 2.8 0.0 0.0 0.8 0.0 2.0 1.7 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.2 0.0 0.0 14.9 0.0 0.0 24.1 0.0 17.1 23.0 0.0 13.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 280 425 361 436
Approach Delay, s/veh 12.2 14.9 18.7 17.4
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.8 14.3 18.3 7.1 16.9 18.3
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 7.1 21.0 18.1 Max Q Clear Time (g_c+I1), s 6.3 7.9 7.4 3.9 6.6 11.8
Green Ext Time (p_c), s 0.1 1.0 1.1 0.0 1.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B
4 4 1 h 1
2464
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved Queues 12/21/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 280 425 83 278 189 247
v/c Ratio 0.49 0.73 0.32 0.56 0.55 0.38
Control Delay 17.6 22.2 26.5 21.4 29.8 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.6 22.2 26.5 21.4 29.8 15.5
Queue Length 50th (ft) 62 89 24 75 55 61
Queue Length 95th (ft) 131 #217 63 134 #138 112
Internal Link Dist (ft) 5395 1520 2614 2532
Turn Bay Length (ft) 250 250
Base Capacity (vph) 744 747 284 778 380 904
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.38 0.57 0.29 0.36 0.50 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2465
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: 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 45
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 12/21/2023 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
2466
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: Minnewawa Ave & Behymer Ave Existing Plus Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:15 717 448
17:00 693 369
2 12/21/2023 California 2012 2467
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Near-Term With Project-AM-Improved HCM 6th AWSC 12/20/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 23.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 0 104 0 1 0 330 239 0 0 285 5
Future Vol, veh/h 5 0 104 0 1 0 330 239 0 0 285 5
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 6 0 120 0 1 0 379 275 0 0 328 6
Number of Lanes 010010010010
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.1 9.7 31.1 12.6

HCM LOS B A D B

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 58% 5% 0% 0%
Vol Thru, % 42% 0% 100% 98%
Vol Right, % 0% 95% 0% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 569 109 1 290
LT Vol 330 5 0 0
Through Vol 239 0 1 285
RT Vol 0 104 0 5
Lane Flow Rate 654 125 1 333
Geometry Grp 1111
Degree of Util (X) 0.869 0.198 0.002 0.474
Departure Headway (Hd) 4.786 5.697 6.619 5.115
Convergence, Y/N Yes Yes Yes Yes
Cap 746 633 542 710
Service Time 2.879 3.71 4.642 3.115
HCM Lane V/C Ratio 0.877 0.197 0.002 0.469
HCM Control Delay 31.1 10.1 9.7 12.6
HCM Lane LOS D B A B
HCM 95th-tile Q 10.6 0.7 0 2.6
4 4 4 4
I
2468
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
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 0.98 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 78 474 207 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 1225 535 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 1764 0 0 1652 0 0 1781 0 1852 1781 0 1866 Q Serve(g_s), s 0.0 0.0 0.0 4.7 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 759 0 0 717 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 820 0 0 774 0 0 224 0 781 224 0 787 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 1.3 0.0 0.0 5.1 0.0 0.0 1.4 0.0 2.5 1.9 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 22.6 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 23.3 7.9 16.4 23.3
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 1.0 0.0 1.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
4 4 1 h 1
2469
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved Queues 12/20/2023
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) 5395 1520 2614 2532
Turn Bay Length (ft)
Base Capacity (vph) 714 722 206 725 206 728
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.
2470
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 643 241 228 881 186 191 265 86 199 365 141 Future Volume (veh/h) 93 643 241 228 881 186 191 265 86 199 365 141 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 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 99 684 239 243 937 114 203 282 82 212 388 137 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, % 222222222222
Cap, veh/h 127 953 416 292 1148 140 248 588 255 257 606 263 Arrive On Green 0.07 0.27 0.27 0.16 0.36 0.36 0.14 0.17 0.17 0.14 0.17 0.17 Sat Flow, veh/h 1781 3554 1551 1781 3182 387 1781 3554 1541 1781 3554 1542 Grp Volume(v), veh/h 99 684 239 243 523 528 203 282 82 212 388 137 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1777 1792 1781 1777 1541 1781 1777 1542 Q Serve(g_s), s 3.8 12.0 9.2 9.1 18.4 18.4 7.6 5.0 3.2 8.0 7.0 5.6 Cycle Q Clear(g_c), s 3.8 12.0 9.2 9.1 18.4 18.4 7.6 5.0 3.2 8.0 7.0 5.6 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 127 953 416 292 641 646 248 588 255 257 606 263 V/C Ratio(X) 0.78 0.72 0.57 0.83 0.82 0.82 0.82 0.48 0.32 0.82 0.64 0.52 Avail Cap(c_a), veh/h 181 1129 493 419 802 808 336 1088 472 336 1088 472 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 31.5 22.9 21.8 27.9 20.0 20.0 28.8 26.1 25.4 28.6 26.6 26.0 Incr Delay (d2), s/veh 12.8 1.8 1.3 9.4 5.3 5.3 11.0 0.6 0.7 12.0 1.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 4.6 3.0 4.2 7.2 7.3 3.7 1.9 1.1 3.9 2.7 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.3 24.7 23.1 37.3 25.3 25.3 39.8 26.7 26.1 40.7 27.8 27.6 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1022 1294 567 737
Approach Delay, s/veh 26.2 27.5 31.3 31.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 16.3 15.3 23.4 13.6 16.7 8.9 29.8 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 13.0 21.1 16.2 21.9 13.0 21.1 7.0 31.1 Max Q Clear Time (g_c+I1), s 10.0 7.0 11.1 14.0 9.6 9.0 5.8 20.4 Green Ext Time (p_c), s 0.2 1.5 0.3 3.1 0.2 2.1 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
* 7 *1 h ++ 7 h * 7
2471
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-AM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 99 684 256 243 1135 203 282 91 212 388 150 v/c Ratio 0.64 0.75 0.49 0.75 0.84 0.75 0.44 0.22 0.77 0.60 0.36 Control Delay 59.2 34.6 13.8 48.7 30.9 52.9 32.2 1.3 54.6 35.1 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.2 34.6 13.8 48.7 30.9 52.9 32.2 1.3 54.6 35.1 6.5 Queue Length 50th (ft) 51 171 36 119 276 102 70 0 107 100 0 Queue Length 95th (ft) #135 255 112 #243 #452 #224 106 2 #237 144 38 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 250 255 25
Base Capacity (vph) 155 989 553 360 1360 289 939 533 289 939 533 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.64 0.69 0.46 0.68 0.83 0.70 0.30 0.17 0.73 0.41 0.28 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2472
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
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 0.97 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 248 1219 533 344 1317 576 321 671 292 287 636 276 Arrive On Green 0.07 0.34 0.34 0.10 0.37 0.37 0.09 0.19 0.19 0.08 0.18 0.18 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 3456 3554 1544 3456 3554 1543 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 1728 1777 1544 1728 1777 1543 Q Serve(g_s), s 2.3 9.8 4.9 3.9 14.5 2.0 3.6 2.6 2.9 3.2 5.9 6.3 Cycle Q Clear(g_c), s 2.3 9.8 4.9 3.9 14.5 2.0 3.6 2.6 2.9 3.2 5.9 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 1219 533 344 1317 576 321 671 292 287 636 276 V/C Ratio(X) 0.53 0.56 0.31 0.66 0.73 0.13 0.65 0.26 0.29 0.63 0.58 0.61 Avail Cap(c_a), veh/h 499 2058 900 721 2286 1000 665 1260 547 610 1203 522 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 27.9 16.7 15.1 27.0 16.9 13.0 27.3 21.6 21.7 27.7 23.5 23.6 Incr Delay (d2), s/veh 1.7 0.4 0.3 2.2 0.8 0.1 2.2 0.2 0.5 2.3 0.8 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.3 1.4 1.5 4.8 0.6 1.4 1.0 1.0 1.3 2.3 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.6 17.1 15.4 29.2 17.7 13.1 29.5 21.8 22.2 29.9 24.3 25.8 LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 983 1260 466 720
Approach Delay, s/veh 18.5 19.5 25.3 26.1
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 16.7 10.2 26.3 9.8 16.1 8.5 28.0 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 11.0 22.1 13.0 36.1 12.0 21.1 9.0 40.1 Max Q Clear Time (g_c+I1), s 5.2 4.9 5.9 11.8 5.6 8.3 4.3 16.5 Green Ext Time (p_c), s 0.3 1.1 0.4 4.9 0.3 2.2 0.1 6.6 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
2473
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-AM-Improved Queues 12/20/2023
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 0.38 0.59 0.32 0.50 0.75 0.12 0.48 0.26 0.24 0.45 0.57 0.44 Control Delay 40.8 25.3 11.4 38.9 27.1 2.1 39.4 30.4 6.6 39.8 35.1 8.6 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 40.8 25.3 11.4 38.9 27.1 2.1 39.4 30.4 6.6 39.8 35.1 8.6 Queue Length 50th (ft) 32 150 28 56 219 0 51 40 0 44 91 0 Queue Length 95th (ft) 70 233 83 107 324 14 100 77 30 90 154 55 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 399 1652 780 577 1836 854 532 1012 518 488 966 562 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.42 0.24 0.39 0.52 0.09 0.39 0.17 0.18 0.37 0.38 0.35 Intersection Summary
2474
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Near-Term With Project-PM-Improved HCM 6th AWSC 12/20/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 14.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 0 104 0 2 0 157 312 1 0 313 3
Future Vol, veh/h 8 0 104 0 2 0 157 312 1 0 313 3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 222222222222
Mvmt Flow 9 0 116 0 2 0 174 347 1 0 348 3
Number of Lanes 010010010010
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.7 9.3 17.7 12.3

HCM LOS A A C B

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 7% 0% 0%
Vol Thru, % 66% 0% 100% 99%
Vol Right, % 0% 93% 0% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 470 112 2 316
LT Vol 157 8 0 0
Through Vol 312 0 2 313
RT Vol 1 104 0 3
Lane Flow Rate 522 124 2 351
Geometry Grp 1111
Degree of Util (X) 0.687 0.188 0.004 0.473
Departure Headway (Hd) 4.735 5.437 6.288 4.851
Convergence, Y/N Yes Yes Yes Yes
Cap 757 665 572 734
Service Time 2.81 3.437 4.294 2.934
HCM Lane V/C Ratio 0.69 0.186 0.003 0.478
HCM Control Delay 17.7 9.7 9.3 12.3
HCM Lane LOS C A A B
HCM 95th-tile Q 5.5 0.7 0 2.6
4 4 4 4
I
2475
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 213 60 16 193 204 74 256 26 186 255 6 Future Volume (veh/h) 3 213 60 16 193 204 74 256 26 186 255 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 245 69 18 222 234 85 294 30 214 293 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 76 458 128 86 269 270 125 394 40 267 576 14
Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.07 0.24 0.24 0.15 0.32 0.32 Sat Flow, veh/h 4 1397 390 26 819 824 1781 1662 170 1781 1817 43 Grp Volume(v), veh/h 317 0 0 474 0 0 85 0 324 214 0 300 Grp Sat Flow(s),veh/h/ln 1791 0 0 1669 0 0 1781 0 1832 1781 0 1861 Q Serve(g_s), s 0.0 0.0 0.0 3.7 0.0 0.0 2.3 0.0 7.9 5.6 0.0 6.4 Cycle Q Clear(g_c), s 7.0 0.0 0.0 12.9 0.0 0.0 2.3 0.0 7.9 5.6 0.0 6.4 Prop In Lane 0.01 0.22 0.04 0.49 1.00 0.09 1.00 0.02
Lane Grp Cap(c), veh/h 663 0 0 625 0 0 125 0 435 267 0 590 V/C Ratio(X) 0.48 0.00 0.00 0.76 0.00 0.00 0.68 0.00 0.75 0.80 0.00 0.51 Avail Cap(c_a), veh/h 743 0 0 699 0 0 261 0 722 331 0 806 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 13.3 0.0 0.0 15.2 0.0 0.0 22.0 0.0 17.1 19.9 0.0 13.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 4.3 0.0 0.0 6.3 0.0 2.6 10.8 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.4 0.0 0.0 1.0 0.0 2.9 2.7 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 0.0 0.0 19.6 0.0 0.0 28.3 0.0 19.7 30.7 0.0 14.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 317 474 409 514
Approach Delay, s/veh 13.8 19.6 21.5 21.0
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.3 16.4 20.8 7.4 20.3 20.8
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 9.0 19.1 18.1 7.1 21.0 18.1 Max Q Clear Time (g_c+I1), s 7.6 9.9 9.0 4.3 8.4 14.9
Green Ext Time (p_c), s 0.1 1.1 1.1 0.0 1.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
4 4 1 h 1
2476
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Near-Term With Project-PM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 317 474 85 324 214 300
v/c Ratio 0.56 0.83 0.38 0.66 0.72 0.41
Control Delay 19.5 30.3 28.8 24.5 40.4 16.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.5 30.3 28.8 24.5 40.4 16.1
Queue Length 50th (ft) 76 113 26 92 68 81
Queue Length 95th (ft) 151 #267 64 155 #168 137
Internal Link Dist (ft) 5395 1520 2614 2532
Turn Bay Length (ft)
Base Capacity (vph) 634 632 239 672 303 773
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.50 0.75 0.36 0.48 0.71 0.39
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2477
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 936 153 155 826 201 195 515 182 153 363 122 Future Volume (veh/h) 166 936 153 155 826 201 195 515 182 153 363 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 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 189 1064 162 176 939 166 222 585 201 174 412 131 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 222 1249 545 209 1035 183 255 728 315 209 635 274 Arrive On Green 0.12 0.35 0.35 0.12 0.34 0.34 0.14 0.20 0.20 0.12 0.18 0.18 Sat Flow, veh/h 1781 3554 1550 1781 3006 531 1781 3554 1539 1781 3554 1536 Grp Volume(v), veh/h 189 1064 162 176 555 550 222 585 201 174 412 131 Grp Sat Flow(s),veh/h/ln 1781 1777 1550 1781 1777 1761 1781 1777 1539 1781 1777 1536 Q Serve(g_s), s 8.8 23.6 6.4 8.2 25.3 25.4 10.4 13.3 10.2 8.1 9.2 6.5 Cycle Q Clear(g_c), s 8.8 23.6 6.4 8.2 25.3 25.4 10.4 13.3 10.2 8.1 9.2 6.5 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 222 1249 545 209 612 606 255 728 315 209 635 274 V/C Ratio(X) 0.85 0.85 0.30 0.84 0.91 0.91 0.87 0.80 0.64 0.83 0.65 0.48 Avail Cap(c_a), veh/h 222 1307 570 209 641 635 255 872 378 209 781 337 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 25.6 20.0 36.8 26.6 26.6 35.7 32.2 30.9 36.8 32.5 31.4 Incr Delay (d2), s/veh 25.9 5.4 0.3 25.3 16.3 16.5 26.0 4.6 2.6 24.1 1.3 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 5.2 9.7 2.1 4.8 12.2 12.2 6.0 5.7 3.7 4.7 3.8 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.4 31.0 20.3 62.1 42.9 43.1 61.6 36.8 33.6 60.9 33.8 32.7 LnGrp LOS E C C E D D E D C E C C
Approach Vol, veh/h 1415 1281 1008 717
Approach Delay, s/veh 34.0 45.6 41.7 40.2
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 22.3 14.0 34.8 16.2 20.1 14.6 34.2 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 10.0 20.9 10.0 31.3 12.2 18.7 10.6 30.7 Max Q Clear Time (g_c+I1), s 10.1 15.3 10.2 25.6 12.4 11.2 10.8 27.4 Green Ext Time (p_c), s 0.0 2.0 0.0 3.3 0.0 1.7 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
* 7 *1 h ++ 7 h * 7
2478
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Near-Term With Project-PM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 189 1064 174 176 1167 222 585 207 174 413 139 v/c Ratio 0.89 0.85 0.28 0.88 0.96 0.91 0.77 0.42 0.87 0.61 0.36 Control Delay 79.7 34.4 8.9 79.7 46.7 78.5 39.9 7.2 78.0 36.9 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.7 34.4 8.9 79.7 46.7 78.5 39.9 7.2 78.0 36.9 10.9 Queue Length 50th (ft) 108 293 21 100 333 127 161 0 99 111 9 Queue Length 95th (ft) #224 #367 63 #212 #462 #253 214 50 #210 155 54 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 250 255 25
Base Capacity (vph) 212 1257 626 200 1215 244 839 523 200 751 420 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.89 0.85 0.28 0.88 0.96 0.91 0.70 0.40 0.87 0.55 0.33 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2479
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
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 352 1390 609 263 1298 568 381 707 308 240 562 244 Arrive On Green 0.10 0.39 0.39 0.08 0.37 0.37 0.11 0.20 0.20 0.07 0.16 0.16 Sat Flow, veh/h 3456 3554 1556 3456 3554 1555 3456 3554 1546 3456 3554 1540 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 1556 1728 1777 1555 1728 1777 1546 1728 1777 1540 Q Serve(g_s), s 4.5 14.6 4.9 3.1 15.4 5.8 4.9 7.6 7.7 2.8 4.8 6.2 Cycle Q Clear(g_c), s 4.5 14.6 4.9 3.1 15.4 5.8 4.9 7.6 7.7 2.8 4.8 6.2 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 352 1390 609 263 1298 568 381 707 308 240 562 244 V/C Ratio(X) 0.68 0.67 0.27 0.63 0.72 0.33 0.69 0.62 0.63 0.61 0.50 0.62 Avail Cap(c_a), veh/h 769 2590 1134 564 2379 1041 821 1430 622 564 1166 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 16.9 14.0 30.2 18.4 15.4 28.9 24.6 24.7 30.5 25.9 26.5 Incr Delay (d2), s/veh 2.3 0.6 0.2 2.5 0.8 0.3 2.2 0.9 2.1 2.5 0.7 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.9 1.5 1.3 5.3 1.8 2.0 2.9 2.6 1.1 1.9 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 17.5 14.2 32.7 19.2 15.8 31.1 25.5 26.8 33.0 26.6 29.0 LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 1337 1292 892 577
Approach Delay, s/veh 19.6 20.4 27.4 28.8
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.7 18.3 9.1 31.3 11.4 15.6 10.9 29.5 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 11.0 27.1 11.0 49.1 16.0 22.1 15.0 45.1 Max Q Clear Time (g_c+I1), s 4.8 9.7 5.1 16.6 6.9 8.2 6.5 17.4 Green Ext Time (p_c), s 0.2 3.0 0.2 7.4 0.6 1.8 0.5 7.3 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
2480
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Near-Term With Project-PM-Improved Queues 12/20/2023
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 0.53 0.69 0.28 0.45 0.74 0.28 0.56 0.61 0.54 0.42 0.47 0.43 Control Delay 44.1 26.6 8.1 45.9 29.8 4.5 43.8 38.2 18.9 45.6 38.8 9.8 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 44.1 26.6 8.1 45.9 29.8 4.5 43.8 38.2 18.9 45.6 38.8 9.8 Queue Length 50th (ft) 64 225 20 45 236 0 71 118 40 40 75 0 Queue Length 95th (ft) 124 331 65 93 356 41 133 195 120 84 135 53 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 597 2017 937 438 1852 899 637 1113 585 438 908 520 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.40 0.46 0.20 0.38 0.51 0.21 0.41 0.39 0.39 0.34 0.31 0.33 Intersection Summary
2481
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: Minnewawa Ave & Behymer Ave - Near-Term W 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 45
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 12/20/2023 California 2012
1 □ 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
2482
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: Minnewawa Ave & Behymer Ave - Near-Term W Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:15 792 556
17:00 803 413
2 12/20/2023 California 2012 2483
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 2 149 1 1 1 450 269 6 1 338 29 Future Volume (veh/h) 5 2 149 1 1 1 450 269 6 1 338 29
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.97 0.99 0.94 1.00 0.97 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 5 2 113 1 1 1 489 292 7 1 367 22
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 81 7 171 132 98 65 574 1081 26 4 477 29
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.32 0.59 0.59 0.00 0.27 0.27 Sat Flow, veh/h 32 58 1449 277 830 554 1781 1818 44 1781 1743 104 Grp Volume(v), veh/h 120 0 0 3 0 0 489 0 299 1 0 389
Grp Sat Flow(s),veh/h/ln 1539 0 0 1661 0 0 1781 0 1861 1781 0 1847 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.0 12.4 0.0 3.7 0.0 0.0 9.4 Cycle Q Clear(g_c), s 3.6 0.0 0.0 0.1 0.0 0.0 12.4 0.0 3.7 0.0 0.0 9.4 Prop In Lane 0.04 0.94 0.33 0.33 1.00 0.02 1.00 0.06
Lane Grp Cap(c), veh/h 260 0 0 296 0 0 574 0 1107 4 0 505 V/C Ratio(X) 0.46 0.00 0.00 0.01 0.00 0.00 0.85 0.00 0.27 0.27 0.00 0.77 Avail Cap(c_a), veh/h 649 0 0 679 0 0 959 0 1630 218 0 849 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 20.3 0.0 0.0 18.8 0.0 0.0 15.3 0.0 4.7 24.1 0.0 16.1 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.1 35.4 0.0 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 1.1 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.6 0.0 0.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 0.0 18.8 0.0 0.0 19.2 0.0 4.9 59.5 0.0 18.7 LnGrp LOS C AABAABAAEAB
Approach Vol, veh/h 120 3 788 390
Approach Delay, s/veh 21.6 18.8 13.8 18.8
Approach LOS C B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 33.6 10.6 19.6 18.1 10.6
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 5.9 42.3 18.0 26.0 22.2 18.0 Max Q Clear Time (g_c+I1), s 2.0 5.7 5.6 14.4 11.4 2.1
Green Ext Time (p_c), s 0.0 1.6 0.4 1.2 1.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
4 4 1 h 1
2484
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 169 3 489 299 1 399
v/c Ratio 0.52 0.02 0.77 0.23 0.01 0.73
Control Delay 12.4 24.3 28.7 4.9 31.0 29.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.4 24.3 28.7 4.9 31.0 29.4
Queue Length 50th (ft) 3 1 155 24 0 132
Queue Length 95th (ft) 53 8 #344 102 5 #260
Internal Link Dist (ft) 1204 1166 2532 1799
Turn Bay Length (ft)
Base Capacity (vph) 586 454 769 1398 174 684
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.29 0.01 0.64 0.21 0.01 0.58
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2485
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 188 98 61 529 390 133 290 14 169 594 11 Future Volume (veh/h) 3 188 98 61 529 390 133 290 14 169 594 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 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 3 194 71 63 545 281 137 299 14 174 612 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 Percent Heavy Veh, % 222222222222
Cap, veh/h 7 358 131 84 596 495 170 597 28 212 661 12
Arrive On Green 0.00 0.28 0.28 0.05 0.32 0.32 0.10 0.34 0.34 0.12 0.36 0.36 Sat Flow, veh/h 1781 1298 475 1781 1870 1553 1781 1769 83 1781 1830 33 Grp Volume(v), veh/h 3 0 265 63 545 281 137 0 313 174 0 623 Grp Sat Flow(s),veh/h/ln 1781 0 1773 1781 1870 1553 1781 0 1852 1781 0 1863 Q Serve(g_s), s 0.1 0.0 10.3 2.8 22.6 12.1 6.1 0.0 10.9 7.7 0.0 25.9 Cycle Q Clear(g_c), s 0.1 0.0 10.3 2.8 22.6 12.1 6.1 0.0 10.9 7.7 0.0 25.9 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.04 1.00 0.02
Lane Grp Cap(c), veh/h 7 0 489 84 596 495 170 0 625 212 0 673 V/C Ratio(X) 0.42 0.00 0.54 0.75 0.91 0.57 0.81 0.00 0.50 0.82 0.00 0.93 Avail Cap(c_a), veh/h 130 0 556 170 629 522 172 0 625 274 0 726 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 24.9 37.9 26.4 22.8 35.7 0.0 21.3 34.7 0.0 24.7 Incr Delay (d2), s/veh 34.4 0.0 0.9 12.8 17.6 1.3 23.4 0.0 0.6 14.1 0.0 17.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 4.1 1.5 11.9 4.2 3.5 0.0 4.3 3.9 0.0 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.4 0.0 25.8 50.7 44.0 24.2 59.1 0.0 21.9 48.8 0.0 41.9 LnGrp LOS E A CDDCEACDAD
Approach Vol, veh/h 268 889 450 797
Approach Delay, s/veh 26.3 38.2 33.2 43.4
Approach LOS CDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 32.1 7.8 27.1 11.7 34.0 4.3 30.6 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 12.4 26.8 7.7 25.3 7.8 31.4 5.9 27.1 Max Q Clear Time (g_c+I1), s 9.7 12.9 4.8 12.3 8.1 27.9 2.1 24.6 Green Ext Time (p_c), s 0.1 1.3 0.0 1.1 0.0 1.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
1 h + 7 1 h 1
2486
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 3 295 63 545 402 137 313 174 623
v/c Ratio 0.02 0.62 0.41 0.84 0.50 0.82 0.52 0.71 0.91
Control Delay 39.0 32.0 45.9 40.1 5.0 75.4 27.2 52.2 45.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.0 32.0 45.9 40.1 5.0 75.4 27.2 52.2 45.1 Queue Length 50th (ft) 2 129 31 252 0 71 129 86 293
Queue Length 95th (ft) 10 213 75 #512 65 #187 233 #189 #566 Internal Link Dist (ft) 5395 1520 2614 2532
Turn Bay Length (ft)
Base Capacity (vph) 126 565 165 646 799 167 606 266 707 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.02 0.52 0.38 0.84 0.50 0.82 0.52 0.65 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2487
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 710 364 228 881 200 218 318 101 355 912 147 Future Volume (veh/h) 97 710 364 228 881 200 218 318 101 355 912 147 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 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 103 755 309 243 937 129 232 338 86 378 970 125 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, % 222222222222
Cap, veh/h 123 798 347 265 1082 473 253 727 316 400 1019 445 Arrive On Green 0.07 0.22 0.22 0.15 0.30 0.30 0.14 0.20 0.20 0.22 0.29 0.29 Sat Flow, veh/h 1781 3554 1548 1781 3554 1553 1781 3554 1546 1781 3554 1552 Grp Volume(v), veh/h 103 755 309 243 937 129 232 338 86 378 970 125 Grp Sat Flow(s),veh/h/ln 1781 1777 1548 1781 1777 1553 1781 1777 1546 1781 1777 1552 Q Serve(g_s), s 5.1 18.8 17.4 12.1 22.4 5.7 11.6 7.5 4.2 18.8 24.1 5.6 Cycle Q Clear(g_c), s 5.1 18.8 17.4 12.1 22.4 5.7 11.6 7.5 4.2 18.8 24.1 5.6 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 123 798 347 265 1082 473 253 727 316 400 1019 445 V/C Ratio(X) 0.84 0.95 0.89 0.92 0.87 0.27 0.92 0.47 0.27 0.95 0.95 0.28 Avail Cap(c_a), veh/h 123 798 347 265 1082 473 253 727 316 400 1019 445 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 41.4 34.4 33.8 37.7 29.6 23.7 38.1 31.5 30.2 34.4 31.5 24.9 Incr Delay (d2), s/veh 37.7 20.0 23.4 33.9 7.6 0.3 34.9 0.5 0.5 31.3 17.8 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 3.4 9.7 8.3 7.4 9.8 2.0 7.2 3.1 1.5 11.0 11.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.1 54.4 57.2 71.7 37.1 24.1 73.0 31.9 30.6 65.7 49.3 25.2 LnGrp LOS E D E E D C E C C E D C
Approach Vol, veh/h 1167 1309 656 1473
Approach Delay, s/veh 57.3 42.2 46.3 51.5
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.2 23.3 17.4 25.1 16.8 30.7 10.2 32.3 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 20.2 18.4 13.4 20.2 12.8 25.8 6.2 27.4 Max Q Clear Time (g_c+I1), s 20.8 9.5 14.1 20.8 13.6 26.1 7.1 24.4 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
* 7 ++ 7 ++ 7 h * 7
2488
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 103 755 387 243 937 213 232 338 107 378 970 156 v/c Ratio 0.85 0.95 0.75 0.92 0.87 0.34 0.92 0.47 0.22 0.95 0.96 0.28 Control Delay 93.4 57.6 24.5 78.9 40.0 5.2 80.6 34.0 1.0 71.0 52.2 4.9 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 93.4 57.6 24.5 78.9 40.0 5.2 80.6 34.0 1.0 71.0 52.2 4.9 Queue Length 50th (ft) 59 223 88 138 263 0 132 89 0 213 284 0 Queue Length 95th (ft) #152 #339 #225 #279 #372 49 #269 132 0 #386 #413 38 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 121 794 515 263 1077 619 251 723 488 397 1014 563 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.85 0.95 0.75 0.92 0.87 0.34 0.92 0.47 0.22 0.95 0.96 0.28 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2489
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
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 130 799 189 353 927 159 224 230 152 221 695 278 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 205 1040 454 458 1301 569 314 941 410 312 939 410 Arrive On Green 0.06 0.29 0.29 0.13 0.37 0.37 0.09 0.26 0.26 0.09 0.26 0.26 Sat Flow, veh/h 3456 3554 1552 3456 3554 1555 3456 3554 1551 3456 3554 1551 Grp Volume(v), veh/h 130 799 189 353 927 159 224 230 152 221 695 278 Grp Sat Flow(s),veh/h/ln 1728 1777 1552 1728 1777 1555 1728 1777 1551 1728 1777 1551 Q Serve(g_s), s 3.0 16.6 7.9 8.0 18.1 5.9 5.1 4.1 6.5 5.0 14.5 13.0 Cycle Q Clear(g_c), s 3.0 16.6 7.9 8.0 18.1 5.9 5.1 4.1 6.5 5.0 14.5 13.0 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 205 1040 454 458 1301 569 314 941 410 312 939 410 V/C Ratio(X) 0.63 0.77 0.42 0.77 0.71 0.28 0.71 0.24 0.37 0.71 0.74 0.68 Avail Cap(c_a), veh/h 371 1539 672 767 1947 852 512 1416 618 546 1451 633 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 26.1 23.1 34.0 22.0 18.1 35.8 23.4 24.3 35.8 27.3 26.7 Incr Delay (d2), s/veh 3.2 1.4 0.6 2.8 0.7 0.3 3.0 0.1 0.6 3.0 1.2 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 6.5 2.7 3.3 6.7 1.9 2.2 1.6 2.2 2.1 5.8 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 27.5 23.7 36.7 22.8 18.4 38.8 23.6 24.8 38.8 28.4 28.7 LnGrp LOS DCCDCBDCCDCC
Approach Vol, veh/h 1118 1439 606 1194
Approach Delay, s/veh 28.4 25.7 29.5 30.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 26.4 14.7 28.6 11.4 26.3 8.8 34.6 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 32.3 18.0 35.1 12.0 33.1 8.7 44.4 Max Q Clear Time (g_c+I1), s 7.0 8.5 10.0 18.6 7.1 16.5 5.0 20.1 Green Ext Time (p_c), s 0.3 1.8 0.8 5.1 0.3 4.9 0.1 6.8 Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
2490
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/20/2023
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 0.46 0.78 0.44 0.68 0.73 0.29 0.60 0.25 0.35 0.58 0.74 0.63 Control Delay 53.6 39.7 16.8 49.5 32.3 4.6 52.7 31.1 6.6 51.5 39.7 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.6 39.7 16.8 49.5 32.3 4.6 52.7 31.1 6.6 51.5 39.7 20.4 Queue Length 50th (ft) 44 258 54 118 280 0 75 64 0 74 225 88 Queue Length 95th (ft) 81 356 132 180 375 47 125 104 54 123 311 198 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 306 1276 640 634 1614 813 423 1174 638 451 1203 652 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.42 0.63 0.37 0.56 0.57 0.24 0.53 0.20 0.30 0.49 0.58 0.53 Intersection Summary
2491
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 2 164 1 2 1 188 360 37 1 355 30 Future Volume (veh/h) 70 2 164 1 2 1 188 360 37 1 355 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.96 1.00 0.97 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 76 2 178 1 2 1 204 391 40 1 386 33 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 189 29 240 158 241 97 262 735 75 4 502 43
Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.15 0.44 0.44 0.00 0.30 0.30 Sat Flow, veh/h 339 128 1066 220 1070 430 1781 1663 170 1781 1693 145 Grp Volume(v), veh/h 256 0 0 4 0 0 204 0 431 1 0 419
Grp Sat Flow(s),veh/h/ln 1534 0 0 1720 0 0 1781 0 1834 1781 0 1838 Q Serve(g_s), s 4.2 0.0 0.0 0.0 0.0 0.0 4.6 0.0 7.1 0.0 0.0 8.6 Cycle Q Clear(g_c), s 6.4 0.0 0.0 0.1 0.0 0.0 4.6 0.0 7.1 0.0 0.0 8.6 Prop In Lane 0.30 0.70 0.25 0.25 1.00 0.09 1.00 0.08
Lane Grp Cap(c), veh/h 457 0 0 495 0 0 262 0 810 4 0 545 V/C Ratio(X) 0.56 0.00 0.00 0.01 0.00 0.00 0.78 0.00 0.53 0.23 0.00 0.77 Avail Cap(c_a), veh/h 769 0 0 820 0 0 428 0 983 253 0 804 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 14.9 0.0 0.0 12.5 0.0 0.0 17.1 0.0 8.5 20.7 0.0 13.3 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.5 25.8 0.0 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 1.7 0.0 0.0 0.0 0.0 0.0 1.8 0.0 1.6 0.0 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 0.0 0.0 12.5 0.0 0.0 22.1 0.0 9.0 46.5 0.0 16.0 LnGrp LOS BAABAACAADAB
Approach Vol, veh/h 256 4 635 420
Approach Delay, s/veh 16.0 12.5 13.2 16.1
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 23.3 14.3 10.1 17.2 14.3
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 5.9 22.3 18.0 10.0 18.2 18.0 Max Q Clear Time (g_c+I1), s 2.0 9.1 8.4 6.6 10.6 2.1
Green Ext Time (p_c), s 0.0 1.9 0.9 0.2 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
4 4 1 h 1
2492
AGENDA ITEM NO. 16.
2: Minnewawa Ave & International Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 256 4 204 431 1 419
v/c Ratio 0.61 0.01 0.58 0.41 0.00 0.72
Control Delay 13.4 15.0 28.1 9.1 22.0 23.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 15.0 28.1 9.1 22.0 23.3
Queue Length 50th (ft) 19 1 51 46 0 96
Queue Length 95th (ft) 74 7 #145 189 4 #237
Internal Link Dist (ft) 1204 1166 2532 1799
Turn Bay Length (ft)
Base Capacity (vph) 690 650 384 1055 226 729
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.01 0.53 0.41 0.00 0.57
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2493
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 377 109 22 222 245 154 442 30 216 270 7 Future Volume (veh/h) 14 377 109 22 222 245 154 442 30 216 270 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 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 15 410 94 24 241 213 167 480 26 235 293 6 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 31 446 102 46 584 485 204 523 28 273 614 13
Arrive On Green 0.02 0.30 0.30 0.03 0.31 0.31 0.11 0.30 0.30 0.15 0.34 0.34 Sat Flow, veh/h 1781 1466 336 1781 1870 1553 1781 1754 95 1781 1825 37 Grp Volume(v), veh/h 15 0 504 24 241 213 167 0 506 235 0 299 Grp Sat Flow(s),veh/h/ln 1781 0 1802 1781 1870 1553 1781 0 1849 1781 0 1862 Q Serve(g_s), s 0.7 0.0 22.0 1.1 8.3 8.9 7.5 0.0 21.5 10.5 0.0 10.3 Cycle Q Clear(g_c), s 0.7 0.0 22.0 1.1 8.3 8.9 7.5 0.0 21.5 10.5 0.0 10.3 Prop In Lane 1.00 0.19 1.00 1.00 1.00 0.05 1.00 0.02
Lane Grp Cap(c), veh/h 31 0 548 46 584 485 204 0 551 273 0 627 V/C Ratio(X) 0.48 0.00 0.92 0.52 0.41 0.44 0.82 0.00 0.92 0.86 0.00 0.48 Avail Cap(c_a), veh/h 131 0 591 131 613 509 267 0 593 293 0 627 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.6 0.0 27.3 39.2 22.1 22.3 35.2 0.0 27.6 33.6 0.0 21.3 Incr Delay (d2), s/veh 10.8 0.0 18.9 9.0 0.5 0.6 13.9 0.0 18.7 21.0 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 11.4 0.6 3.4 3.0 3.8 0.0 11.3 5.8 0.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.4 0.0 46.2 48.1 22.6 22.9 49.1 0.0 46.4 54.6 0.0 21.9 LnGrp LOS D A DDCCDADDAC
Approach Vol, veh/h 519 478 673 534
Approach Delay, s/veh 46.3 24.0 47.0 36.3
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.5 29.2 6.1 29.7 13.3 32.3 5.4 30.3 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 13.4 26.1 6.0 26.7 12.2 27.3 6.0 26.7 Max Q Clear Time (g_c+I1), s 12.5 23.5 3.1 24.0 9.5 12.3 2.7 10.9 Green Ext Time (p_c), s 0.1 0.7 0.0 0.8 0.1 1.3 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 39.3
HCM 6th LOS D
1 h + 7 1 h 1
2494
AGENDA ITEM NO. 16.
4: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 528 24 241 266 167 513 235 301 v/c Ratio 0.12 0.90 0.19 0.38 0.38 0.70 0.90 0.83 0.49
Control Delay 41.1 48.8 42.5 23.5 4.7 52.2 50.0 61.2 26.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.1 48.8 42.5 23.5 4.7 52.2 50.0 61.2 26.5 Queue Length 50th (ft) 7 238 12 91 0 79 235 114 116
Queue Length 95th (ft) 28 #498 38 180 55 #181 #487 #267 222 Internal Link Dist (ft) 5395 1520 2614 2532
Turn Bay Length (ft)
Base Capacity (vph) 128 589 128 642 708 260 583 286 617 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.12 0.90 0.19 0.38 0.38 0.64 0.88 0.82 0.49 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2495
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 173 1141 218 155 934 211 313 707 182 179 521 127 Future Volume (veh/h) 173 1141 218 155 934 211 313 707 182 179 521 127 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 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 188 1240 190 168 1015 183 340 768 159 195 566 111 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 208 1228 536 180 1171 511 345 900 391 215 642 278 Arrive On Green 0.12 0.35 0.35 0.10 0.33 0.33 0.19 0.25 0.25 0.12 0.18 0.18 Sat Flow, veh/h 1781 3554 1550 1781 3554 1549 1781 3554 1544 1781 3554 1536 Grp Volume(v), veh/h 188 1240 190 168 1015 183 340 768 159 195 566 111 Grp Sat Flow(s),veh/h/ln 1781 1777 1550 1781 1777 1549 1781 1777 1544 1781 1777 1536 Q Serve(g_s), s 10.3 34.3 9.1 9.3 26.6 8.9 18.9 20.4 8.5 10.7 15.4 6.3 Cycle Q Clear(g_c), s 10.3 34.3 9.1 9.3 26.6 8.9 18.9 20.4 8.5 10.7 15.4 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 208 1228 536 180 1171 511 345 900 391 215 642 278 V/C Ratio(X) 0.90 1.01 0.35 0.94 0.87 0.36 0.99 0.85 0.41 0.91 0.88 0.40 Avail Cap(c_a), veh/h 208 1228 536 180 1171 511 345 928 403 215 670 289 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 43.3 32.5 24.2 44.3 31.2 25.3 39.9 35.3 30.8 43.1 39.6 35.9 Incr Delay (d2), s/veh 36.9 28.0 0.4 48.9 7.1 0.4 44.7 7.6 0.7 36.6 12.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 18.2 3.1 6.3 11.6 3.1 12.0 9.2 3.0 6.7 7.5 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.2 60.5 24.6 93.2 38.3 25.7 84.6 42.9 31.5 79.6 52.3 36.8 LnGrp LOS F F C F D C F D C E D D
Approach Vol, veh/h 1618 1366 1267 872
Approach Delay, s/veh 58.6 43.4 52.7 56.5
Approach LOS E D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 30.0 14.0 39.2 23.2 22.8 15.6 37.6 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 12.0 25.9 10.0 34.3 19.2 18.7 11.6 32.7 Max Q Clear Time (g_c+I1), s 12.7 22.4 11.3 36.3 20.9 17.4 12.3 28.6 Green Ext Time (p_c), s 0.0 1.7 0.0 0.0 0.0 0.5 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 52.7
HCM 6th LOS D
* 7 ++ 7 ++ 7 h * 7
2496
AGENDA ITEM NO. 16.
5: Minnewawa Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/20/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 188 1240 237 168 1015 229 340 768 198 195 566 138 v/c Ratio 0.91 1.02 0.38 0.94 0.87 0.36 1.00 0.85 0.37 0.92 0.87 0.34 Control Delay 88.7 63.5 11.1 101.0 41.3 6.6 90.0 45.6 6.4 88.1 55.4 7.3 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 88.7 63.5 11.1 101.0 41.3 6.6 90.0 45.6 6.4 88.1 55.4 7.3 Queue Length 50th (ft) 120 ~444 37 108 318 10 ~219 244 0 125 185 0 Queue Length 95th (ft) #251 #577 98 #237 #433 62 #400 #336 53 #259 #273 42 Internal Link Dist (ft) 2560 1263 2631 2555
Turn Bay Length (ft) 250 45 250 200 250 255 25
Base Capacity (vph) 206 1219 630 178 1163 644 341 921 547 213 664 411 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.91 1.02 0.38 0.94 0.87 0.36 1.00 0.83 0.36 0.92 0.85 0.34 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.
2497
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/20/2023
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 148 316 1015 177 254 787 325 185 333 163 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 320 1205 527 398 1286 562 335 1001 437 257 920 401 Arrive On Green 0.09 0.34 0.34 0.12 0.36 0.36 0.10 0.28 0.28 0.07 0.26 0.26 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 3456 3554 1552 3456 3554 1550 Grp Volume(v), veh/h 243 1001 148 316 1015 177 254 787 325 185 333 163 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1728 1777 1552 1728 1777 1550 Q Serve(g_s), s 6.4 24.3 6.5 8.4 23.9 7.7 6.7 19.2 17.9 4.9 7.2 8.2 Cycle Q Clear(g_c), s 6.4 24.3 6.5 8.4 23.9 7.7 6.7 19.2 17.9 4.9 7.2 8.2 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 320 1205 527 398 1286 562 335 1001 437 257 920 401 V/C Ratio(X) 0.76 0.83 0.28 0.79 0.79 0.31 0.76 0.79 0.74 0.72 0.36 0.41 Avail Cap(c_a), veh/h 442 1482 648 553 1595 698 527 1330 581 332 1129 493 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 41.5 28.5 22.6 40.4 26.7 21.6 41.3 31.1 30.6 42.5 28.4 28.8 Incr Delay (d2), s/veh 5.0 3.4 0.3 5.4 2.2 0.3 3.5 2.3 3.6 5.3 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 9.9 2.2 3.6 9.5 2.6 2.9 8.0 6.6 2.2 2.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 32.0 22.9 45.8 28.9 21.9 44.8 33.4 34.2 47.8 28.7 29.4 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1392 1508 1366 681
Approach Delay, s/veh 33.5 31.6 35.7 34.0
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 31.3 14.8 36.7 13.1 29.2 12.7 38.8 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 14.3 29.8 12.0 42.1 Max Q Clear Time (g_c+I1), s 6.9 21.2 10.4 26.3 8.7 10.2 8.4 25.9 Green Ext Time (p_c), s 0.1 5.2 0.5 5.5 0.4 2.4 0.3 6.4 Intersection Summary
HCM 6th Ctrl Delay 33.6
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7
2498
AGENDA ITEM NO. 16.
7: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/20/2023
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 0.63 0.77 0.73 0.65 0.37 0.38 Control Delay 57.7 42.2 10.8 56.0 37.6 4.9 53.8 41.2 29.8 61.1 35.2 6.9 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 57.7 42.2 10.8 56.0 37.6 4.9 53.8 41.2 29.8 61.1 35.2 6.9 Queue Length 50th (ft) 91 357 27 117 348 1 93 277 168 70 107 0 Queue Length 95th (ft) 135 448 82 167 437 52 137 350 289 #117 151 58 Internal Link Dist (ft) 1234 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 393 1320 658 491 1422 751 468 1185 621 295 1006 584 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 0.54 0.66 0.66 0.63 0.33 0.35 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2499
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
2: Minnewawa Ave & International Ave - 2045 W Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
International Ave
EB/WB
1 50
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 12/20/2023 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
2500
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
2: Minnewawa Ave & International Ave - 2045 W Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:30 643 606
17:00 783 424
2 12/20/2023 California 2012 2501
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: Minnewawa Ave & Behymer Ave - 2045 W 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 45
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 12/20/2023 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
2502
AGENDA ITEM NO. 16.

Warrant 3: Peak Hour
4: Minnewawa Ave & Behymer Ave - 2045 W Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:15 1,211 980
17:00 1,119 500
2 12/20/2023 California 2012 2503
AGENDA ITEM NO. 16.

NORTH MINNEWAWA AVENUE 10 2,185 S.F. 11 2,185 S.F. 12 2,185 S.F. 19 2,183 S.F. 18 2,183 S.F. 55 2,184 S.F. 54 2,184 S.F. 59 2,184 S.F. 58 2,184 S.F. 57 2,184 S.F. 56 2,184 S.F. 139 2,184 S.F. 140 2,184 S.F. 141 2,184 S.F. 142 2,184 S.F. 143 2,184 S.F. 151 2,464 S.F. 153 2,184 S.F. 154 2,184 S.F. 155 2,184 S.F. 163 2,184 S.F. 164 2,184 S.F. 165 2,184 S.F. 173 2,184 S.F. 174 2,184 S.F. 175 2,184 S.F. 8 2,614 S.F. 7 2,234 S.F. 6 2,234 S.F. 4 2,234 S.F. 3 2,234 S.F. 5 2,234 S.F. 2 2,234 S.F. 1 2,514 S.F. 9 2,744 S.F. 20 2,744 S.F. 17 2,183 S.F. 31 2,184 S.F. 30 2,184 S.F. 22 2,184 S.F. 23 2,184 S.F. 24 2,184 S.F. 21 2,744 S.F. 32 2,744 S.F. 43 2,184 S.F. 42 2,184 S.F. 36 2,184 S.F. 34 2,184 S.F. 35 2,184 S.F. 33 2,744 S.F. 44 2,744 S.F. 60 2,630 S.F. 52 2,458 S.F. 45 2,630 S.F. 46 2,184 S.F. 47 2,184 S.F. 48 2,184 S.F. 49 2,184 S.F. 50 2,184 S.F. 51 2,184 S.F. 53 2,458 S.F. 150 2,184 S.F. 149 2,184 S.F. 148 2,184 S.F. 147 2,184 S.F. 146 2,184 S.F. 144 2,355 S.F. 138 2,464 S.F. 145 2,355 S.F. 160 2,184 S.F. 159 2,184 S.F. 158 2,184 S.F. 157 2,744 S.F. 156 2,744 S.F. 167 2,744 S.F. 170 2,184 S.F. 169 2,184 S.F. 168 2,184 S.F. 166 2,744 S.F. 180 2,184 S.F. 179 2,184 S.F. 178 2,184 S.F. 177 2,744 S.F. 176 2,744 S.F. 188 2,328 S.F. 187 2,223 S.F. 186 2,195 S.F. 185 2,167 S.F. 184 2,140 S.F. 183 2,112 S.F. 182 2,356 S.F. 29 2,184 S.F. 41 2,184 S.F. 13 2,185 S.F. 16 2,183 S.F. 14 2,620 S.F. 15 2,620 S.F. 25 2,184 S.F. 28 2,184 S.F. 27 2,620 S.F. 26 2,620 S.F. 37 2,184 S.F. 40 2,184 S.F. 39 2,620 S.F. 38 2,620 S.F. 181 2,620 S.F. 172 2,620 S.F. 162 2,620 S.F. 171 2,620 S.F. 152 2,620 S.F. 161 2,620 S.F. OUTLOT A 64,314 S.F. OUTLOT B 57,347 S.F. BLOOM AVENUE VINTAGE AVENUEHEIRLOOM LANE PROJECT TITLE SHEET DESCRIPTION Y&H No. Dr. By: Ch. By: Date: Sheet No. of Sheets Plot By: Alec Sandoval Plot Date: 10/14/2024 File Location: F:\2021\21-156\dwg\Maps\Tentative Map\21-156_TTM_SHT 2.dwg 2985 N. BURL AVENUE SUITE 101 FRESNO, CA 93727 TEL: (559) 244-3123 WEBSITE: YANDHENGR.COM PLANNING AND DEVELOPMENT SERVICES DEPARTMENT Project No. APPROVALSAPPROVED (INITIALS) REVISIONS DATE APPROVED CITY OF CLOVIS CONSTRUCTION MANAGEMENT FEE ADMINISTRATION DEVELOPMENT REVIEW STREETS PARKS SOLID WASTE UTILITIES CR 2 6 TRACT NO. 6375 MINNEWAWA & SHEPHERD MULTI-FAMILY BB 8/8/2023 21-156 SEE SHEET 4 SEE SHEET 3 LEGEND Attachment 10 Fire Hydrant Markings Page 1 of 4 2504 AGENDA ITEM NO. 16.
55 2,184 S.F. 54 2,184 S.F. 59 2,184 S.F. 58 2,184 S.F. 57 2,184 S.F. 56 2,184 S.F. 62 2,184 S.F. 63 2,184 S.F. 64 2,184 S.F. 76 2,184 S.F. 74 2,184 S.F. 75 2,184 S.F. 139 2,184 S.F. 140 2,184 S.F. 141 2,184 S.F. 142 2,184 S.F. 143 2,184 S.F. 151 2,464 S.F. 60 2,630 S.F. 52 2,458 S.F. 45 2,630 S.F. 46 2,184 S.F. 47 2,184 S.F. 48 2,184 S.F. 49 2,184 S.F. 50 2,184 S.F. 51 2,184 S.F. 53 2,458 S.F. 71 2,184 S.F. 70 2,184 S.F. 69 2,184 S.F. 61 2,744 S.F. 72 2,744 S.F. 81 2,184 S.F. 82 2,184 S.F. 83 2,184 S.F. 73 2,744 S.F. 84 2,744 S.F. 95 2,184 S.F. 94 2,184 S.F. 93 2,184 S.F. 86 2,184 S.F. 87 2,184 S.F. 88 2,184 S.F. 85 2,744 S.F. 96 2,744 S.F. 109 2,184 S.F. 110 2,184 S.F. 111 2,184 S.F. 116 2,184 S.F. 115 2,184 S.F. 114 2,184 S.F. 113 2,744 S.F. 112 2,744 S.F. 120 2,184 S.F. 121 2,184 S.F. 119 2,184 S.F. 126 2,184 S.F. 125 2,184 S.F. 124 2,184 S.F. 123 2,744 S.F. 122 2,744 S.F. 130 2,184 S.F. 131 2,184 S.F. 129 2,184 S.F. 135 2,184 S.F. 134 2,184 S.F. 133 2,744 S.F. 136 2,184 S.F. 132 2,744 S.F. 150 2,184 S.F. 149 2,184 S.F. 148 2,184 S.F. 147 2,184 S.F. 146 2,184 S.F. 144 2,355 S.F. 138 2,464 S.F. 145 2,355 S.F. OUTLOT F 24,868 S.F. 99 2,204 S.F. 100 2,204 S.F. 97 2,480 S.F. 98 2,204 S.F. 101 2,204 S.F. 102 2,778 S.F. 65 2,184 S.F. 68 2,184 S.F. 67 2,620 S.F. 66 2,620 S.F. 80 2,184 S.F. 77 2,184 S.F. 78 2,620 S.F. 79 2,620 S.F. 92 2,184 S.F. 89 2,184 S.F. 90 2,620 S.F. 91 2,620 S.F. OUTLOT E 21,769 S.F. 103 2,769 S.F. 107 2,492 S.F. 106 2,204 S.F. 105 2,204 S.F. 104 2,204 S.F. 137 2,620 S.F. 128 2,620 S.F. 118 2,620 S.F. 127 2,620 S.F. 117 2,620 S.F. 108 2,620 S.F. OUTLOT C 64,313 S.F. OUTLOT D 57,329 S.F. HEIRLOOM LANE BLOOM AVENUE VINTAGE LANE NORTH DEWITT AVENUE PROJECT TITLE SHEET DESCRIPTION Y&H No. Dr. By: Ch. By: Date: Sheet No. of Sheets Plot By: Alec Sandoval Plot Date: 10/14/2024 File Location: F:\2021\21-156\dwg\Maps\Tentative Map\21-156_TTM_SHT 3.dwg 2985 N. BURL AVENUE SUITE 101 FRESNO, CA 93727 TEL: (559) 244-3123 WEBSITE: YANDHENGR.COM PLANNING AND DEVELOPMENT SERVICES DEPARTMENT Project No. APPROVALSAPPROVED (INITIALS) REVISIONS DATE APPROVED CITY OF CLOVIS CONSTRUCTION MANAGEMENT FEE ADMINISTRATION DEVELOPMENT REVIEW STREETS PARKS SOLID WASTE UTILITIES CR 3 6 TRACT NO. 6375 MINNEWAWA & SHEPHERD MULTI-FAMILY BB 8/8/2023 21-156 SEE SHEET 4 SEE SHEET 5
SEE SHEET 2 LEGEND Fire Hydrant Markings

Page 2 of 4 ends

Clovis City CouncilDecember 16, 2024

Clovis City Council
December 16, 2024