Exhibit M - Environmental Assessment No. T-6502/P24-04526/P24-04527/P25-00027 [7-16-2025] — Fresno City Council, August 14, 2025 (part 7 of 8)

Deputy
of FRe,
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July 19, 2021
“Teo oc‘
TO: MAYOR JERRY DYER
FROM
SUBJECT: TRANSMITTAL OF COUNCIL ACTION FOR APPROVAL OR VETO At the City Council meeting of July 15, 2021, Council adopted the attached Resolution No. 2021- 197, entitled
APPROVED / NO RETURN:

C) to
Y Date: 1Z419
Jen yer. Mayor
Date:
authorizing the City Manager to declare the appropriate water conservation stages and implement the associated shortage response actions (Subject to Mayor’s veto). Item 10:05 A.M. (4), File ID21-22925, by the following vote:

Ayes
Noes
Absent
Abstain
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T
Please indicate either your formal approval or veto by completing the following sections and executing and dating your action. Please file the completed memo with the Clerk’s office on or before July 29, 2021. In computing the ten day period required by Charter, the first day has been excluded and the tenth day has been included unless the 10th day is a Saturday, Sunday, or holiday, in which case it has also been excluded. Failure to file this memo with the Clerk’s office within the required time limit shall constitute approval of the ordinance, resolution or action, and it shall take effect without the Mayor’s signed approval.

Council Adoption: 07/15/2021
Mayor Approval:

Mayor Veto:

Override Request:

Arias, Esparza, Karbassi, Maxwell, Chavez
None
Bredefeld, Soria
None
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COUNCIL OVERRIDE ACTION:

Ayes
Noes
Absent
Abstain

WBRIANA PARRA, CMC
Interim City Clerk
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VETOED for the following reasons: (Written objections are required by Charter; attach additional sheets if necessary.)
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***RESOLUTION - Adopting 2020 Water Shortage Contingency Plan and 1%
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RESOLUTION NO. 2021-198
WHEREAS, the City of Fresno (City) contracts with the United States Bureau of Reclamation (USBR) Central Valley Project (CVP) Friant Division for an annual supply of 60,000 acre-feet of Class 1 surface water; and,
WHEREAS, the CVP was developed through an agreement with the Exchange Contractors that have historic pre-1914 San Joaquin River water rights; and, WHEREAS, the Exchange Contractors receive water from the Sacramento-San Joaquin River Delta (Delta) in exchange for the CVP Friant Division water; and, WHEREAS, during times of severe drought when the Exchange Contractors don’t receive their full allocations from the Delta, the Exchange Contractors can call on their historic pre-1914 San Joaquin River water rights to fulfill their allocations, which reduces CVP Friant Division allocations to the City; and,
WHEREAS, due to the indirect connection of the City’s Class 1 surface water allocation from the CVP Friant Division to the Exchange Contractors allocation from the Delta, the City is required to demonstrate consistency with the Delta Plan established via the Sacramento-San Joaquin Delta Reform Act of 2009; and, WHEREAS, Delta Plan Policy WR P1 requires urban water suppliers to demonstrate reduced Delta reliance in the 2015 and 2020 Urban Water Management Plans (UWMPs); and,
Resolution No. 2021-198
Date Adopted: 07/15/2021
Date Approved: 07/19/2021
Effective Date: 07/19/2021

A RESOLUTION OF THE COUNCIL OF THE CITY OF

FRESNO, CALIFORNIA, TO ADOPT APPENDIX L -
ADDENDUM TO THE CITY OF FRESNO’S 2015 URBAN

WATER MANAGEMENT PLAN
WHEREAS, the City's 2015 UWMP did not include information regarding Delta 1 of 4
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Plan Policy WR P1, Reduce Reliance on the Delta Through Improved Regional Water Self-Reliance; and
WHEREAS, the City prepared the 2015 UWMP following the Department of Water Resources (DWR) UWMP Guidebook 2015, which made such reporting optional; and, WHEREAS, the DWR UWMP Guidebook 2020 instructs urban water suppliers to amend 2015 UWMP with reporting on reduced Delta reliance if not already included; and,
WHEREAS, the City has prepared Appendix L - Addendum to the City of Fresno’s 2015 Urban Water Management Plan, "Quantifying Regional Self Reliance and Reduced Reliance on Water Supplies from the Delta Watershed” that follows the instructions of the DWR UWMP Guidebook 2020, fulfills the requirements of the Delta Plan Policy WR P1, and complies with the requirements of the Urban Water Management Planning Act; and,
WHEREAS, the City desires to amend its 2015 UWMP to incorporate Appendix L - Addendum to the City of Fresno’s 2015 Urban Water Management Plan, “Quantifying Regional Self Reliance and Reduced Reliance on Water Supplies from the Delta Watershed,” and
WHEREAS, prior to the public hearing on July 15, 2021, the City made the draft Appendix L - Addendum to the 2015 UWMP available for public inspection and placed copies for public review at the following Fresno County Libraries: Central Library, Woodward Park Regional Library, Betty Rodriguez Regional Library, and Sunnyside Regional Library, as well as making electronic copies available to agencies and the public, as required by Water Code Section 10642; and
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WHEREAS, on July 1, 2021 and July 8, 2021, respectively, the City published notices on the City Clerk’s website and in the Fresno Bee that on July 15, 2021 at 10:05 a.m. a public hearing regarding the draft Appendix L - Addendum to the 2015 UWMP would be held in Council Chambers at which time public comment on the draft Addendum would be received, as required by Water Code Section 10642; and, WHEREAS, on July 15, 2021, at 10:05 a.m. the public hearing was conducted in Council Chambers at which the public was provided the opportunity to comment on the draft Appendix L Addendum to the 2015 UWMP.

NOW, THEREFORE, BE IT RESOLVED BY THE Council of the City of Fresno as follows:

1. The City hereby adopts Appendix L - Addendum to the City of Fresno’s 2015 Urban Water Management Plan, “Quantifying Regional Self Reliance and Reduced Reliance on Water Supplies from the Delta Watershed."

2. The City Manager, or designee, is hereby authorized and directed to file Appendix L - Addendum to the City of Fresno’s 2015 Urban Water Management Plan, “Quantifying Regional Self Reliance and Reduced Reliance on Water Supplies from the Delta Watershed” with the California Department of Water Resources, the California State Library, and the County of Fresno within 30 days after adoption. *
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STATE OF CALIFORNIA )
15 meeting held on the day of ,2021. th July
BY: /ua& 7/20/2
Deputy Date
44 72o/e fer anilla Date
enior Deputy
4 of 4
AYES
NOES

COUNTY OF FRESNO

CITY OF FRESNO
July 19th
N/A____
N/A____
N/A____
ABSENT :Bredefeld, Soria
ABSTAIN ’.None
3 1
%
, 2021
, 2021
, 2021
,2021
:Arias, Esparza, Karbassi, Maxwell, Chavez
:None
Mayor Approval:

Mayor Approval/No Return:

Mayor Veto:

Council Override Veto:

BRIANA PARRA, CMC
Interim City Clerk
APPROVED AS TO FORM:

DOUGLAS T. SLOAN
City Attorney
I, BRIANA PARRA, Interim City Clerk of the City of Fresno, certify that the foregoing resolution was adopted by the Council of the City of Fresno, at a regular ) ss.
)
BY:/
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OFFhe
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ft
July 19, 2021 34
TO: MAYOR JERRY DYER
SUBJECT: TRANSMITTAL OF COUNCIL ACTION FOR APPROVAL OR VETO At the City Council meeting of July 15, 2021, Council adopted the attached Resolution No. 2021- 198, entitled
APPROVED I NO RETURN:

Date: 2 2) 3 >
Date:
„£
2015 Urban Water Management Plan (Subject to Mayor’s veto). Item 10:05 A.M. (5), File ID21-22925, by the following vote:

Ayes
Noes
Absent
Abstain
C.

C
["
Council Adoption: 07/15/2021
Mayor Approval:

Mayor Veto:

Override Request:

Arias, Esparza, Karbassi, Maxwell, Chavez
None
Bredefeld, Soria
None
[.
(
. J
[
O
m
Jerry Dyer, Mayor
COUNCIL OVERRIDE ACTION:

Ayes
Noes
Absent
Abstain
c.

FROM WBRIANA PARRA, CMC
Interim City Clerk
Please indicate either your formal approval or veto by completing the following sections and executing and dating your action. Please file the completed memo with the Clerk’s office on or before July 29, 2021. In computing the ten day period required by Charter, the first day has been excluded and the tenth day has been included unless the 10th day is a Saturday, Sunday, or holiday, in which case it has also been excluded. Failure to file this memo with the Clerk’s office within the required time limit shall constitute approval of the ordinance, resolution or action, and it shall take effect without the Mayor’s signed approval.

ED for the following reasons: (Written objections are required by Charter; attach additional sheets if necessary.)
***RESOLUTION - Adopting Appendix L - Addendum to the City of Fresno’s _. 2)
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APPENDIX C
VTTM 6502 – BLOSSOM VIEW WSA – CONSISTENCY WITH DWR GUIDELINES VTTM 6502 Blossom View Property WSA – Consistency with DWR Guidelines Guidelines Section Number and
Title (DWR, 2003)
Guidelines Direction Relevant WSA Section and
Response
Section 1 (page 2). Does SB 610
or SB221 apply to the proposed
project?
Is the project subject to SB 610?
Is the project subject to CEQA
(Water Code §10910(a)? If yes,
continue.

WSA Section 1.1. Yes, the
project is subject to SB610 and
CEQA.

Is it a “Project” as defined by
Water Code §10912(a) or (b)?
If yes, to comply with SB 610 go
to Section 2.0, page 4.

WSA Section 1.1. Yes, the
Project is considered to meet
the definition of “project” per
Water Code §10912(a) or (b).

Is the project subject to SB 221?
Does the tentative map include
a “subdivision” as defined by
Government Code
§66473.7(a)(1)? If no, stop.

No
Section 2.0 (page 4). Who will
prepare the SB 610 analysis?
Is there a public water system
(“water supplier”) for the
project (Water Code
§10910(b)? If no, go to Section

3.0, page 6.

WSA Section 2.1. Yes, the
project site will connect to a
public water system.

Section 3.0 (page 6). Has an
assessment already been
prepared that includes this
project?
Has this project already been
the subject of an assessment
(Water Code §10910(h)? If no,
go to Section 4.0, page 8.

No, the Project has not been the
subject of an assessment.

Section 4.0 (page 8). Is there a
current Urban Water
Management Plan?
Is there an adopted urban water
management Plan (Water Code
§10910(c)? If yes, continue. If
yes, the information from the
UWMP related to the proposed
water demand for the project
may also be used for carrying
out Section 5.0, Steps 1 and 2,
Section 7; proceed to Section 5,
page 10 of the Guidelines.

Yes, there is an Urban Water
Management Plan (UWMP) for
the proposed project location
described in WSA Section 3.2.

Is the project water demand for
the project accounted for in the
most recent UWMP (Water
Code §10910(c)(2)? If no, go to
Section 5.0, page 10.

Yes
Section 5.0 (page 10). What
information should be included
in an assessment?
Step One (page 13).

Documenting wholesale water
supplies.

The Project is not a retail water
supplier and would not include
the use of wholesale water
supplies.

Step Two (page 17).

Documenting Supply if
Groundwater is a Source.

The proposed water supply
wells are located within the City
of Fresno. WSA Sections 1.3, 2.3
and 3.2.

Guidelines Section Number and
Title (DWR, 2003)
Guidelines Direction Relevant WSA Section and
Response
Specify if a groundwater
management plan or any other
specific authorization for
groundwater management for
the basin has been adopted and
how it affects the water
supplier’s use of the basin.

WSA Section 3.2
The water supply wells are
located within the North Kings
Groundwater Sustainability
Agencies, which includes the
City of Fresno.

Description and analysis of the
amount and location of
groundwater pumped by the
water supplier for the past five
years. Include information on
proposed pumping locations
and quantities. The description
and analysis is to be based on
information that is reasonably
available, including, but not
limited to, historic use records
from DWR.

City of Fresno historic records
are included in WSA Section 3.0.

WSA Section 1.3 provides a
description of the Project’s
water requirements.

Analysis of the location,
amount, and sufficiency of
groundwater that is projected
to be pumped by the water
supplier.

WSA Section 3.2. The quantity
of water available in the City of
Fresno is sufficient for the
Project.

Step 3 (page 21). Documenting
project demand (Project
Demand Analysis).

WSA Section 1.3. Addresses the
Project water demands
Step 4 (page 26). Documenting
dry year(s) supply.

WSA Section 3.2. Addresses
water supply availability
including during dry years.

Step 5 (page 31). Documenting
dry year(s) demand.

WSA Section 3.2 addresses
annual demands, including dry
year scenarios.

Section 6.0 (page 33). Is the
projected water supply
sufficient or insufficient for the
proposed project
WSA Section 4.0 summarizes
how the identified water
supply/supplies are considered
sufficient for the Project.

Section 7.0 (page 35). If the
projected supply is determined
to be insufficient.

Does the assessment conclude
that supply is “sufficient”? If no,
continue.

WSA Section 4.0 concludes that
sufficient water supplies are
available for the Project.

Section 8.0 (page 38). Final SB
610 assessment actions by lead
agencies.

The lead agency shall review
the WSA and must decide
whether additional water
supply information is needed
for its consideration of the
proposed project. The lead
agency “shall determine, based
on the entire record, whether
projected water supplies will be
The WSA for the Project must
be approved prior to or in
concurrence with the EIR.

Guidelines Section Number and
Title (DWR, 2003)
Guidelines Direction Relevant WSA Section and
Response
sufficient to satisfy the demands
of the project, in addition to
existing and planned future
uses.”
The description of the
groundwater basin may be
excerpted from the
groundwater management plan,
from DWR Bulleting 118,
California’s Ground Water, or
from some other document that
has been published and that
discusses the basin boundaries,
type of rock that constitutes the
aquifer, variability of the
aquifer material, and total
groundwater in storage
(average specific yield times the
volume of the aquifer).

WSA Section 2.2 provides a
description of the groundwater
basin characteristics using all
available resources, including
DWR Bulletin 118.

In an adjudicated basin the
amount of water the urban
supplier has the legal right to
pump should be enumerated in
the court decision.

Basin is not adjudicated.

The Department of Water
Resources has projected
estimates of overdraft, or
“water shortage”, based on
projected amounts of water
supply and demand (basin
management) are projected by
the Watermaster agency
(AVEK) in WSA Section 3.2, the
hydrologic region level in
Basin groundwater resources
are discussed in WSA Section

2.3. Bulletin 160, California Water
Plan Update. Estimates at the
basin or subbasin level will be
projected for some basins in
Bulletin 118. If the basin has
not been evaluated by DWR,
data that indicate groundwater
level trends over a period of
time should be collected and
evaluated.

If the evaluation indicates an
overdraft due to existing
groundwater extraction, or
WSA Section 3.2. The
referenced and Appendicized
City of Fresno 2020 Urban
Guidelines Section Number and
Title (DWR, 2003)
Guidelines Direction Relevant WSA Section and
Response
projected increases in
groundwater extraction,
describe actions and/or
program designed to eliminate
the long term overdraft
condition.

Water Master Plan describes in
detail the subject actions and
programs.

ACOUSTICAL ANALYSIS
BLOSSOM VIEW RESIDENTIAL DEVELOPMENT
FRESNO, CALIFORNIA
WJVA Project No. 24-63
PREPARED FOR
QK, INC.
601 POLLASKY AVENUE, SUITE 301
CLOVIS, CALIFORNIA, 93612
PREPARED BY
WJV ACOUSTICS, INC.

VISALIA, CALIFORNIA
NOVEMBER 27, 2024
113 N. Church Street, Suite 203 ∙ Visalia, CA 93291∙ (559) 627-4923 ill wjv acoustics
24‐63 (Blossom View Residential, Fresno) 11‐27‐24 2

INTRODUCTION
The proposed Project consists of a Tentative Subdivision Map (TSM), Annexation, Prezone, and Planned Unit Development. The TSM intends to create residential lots and appurtenant infrastructure consistent with the General Plan designation of Medium Low Density Residential (MLD) and Zoning designation of RS‐4 (5,000 square foot lot Single‐Family Residential), respectively.

The Project is located within the City of Fresno City Sphere of Influences abutting the City’s City Limits southern eastern portion boundary. The site is currently planned for Medium Low‐Density Residential by the City of Fresno General Plan. The total Project development area consists of APN’s 310‐052‐27, which is approximately 24 acres. The total project area will consist of two additional parcels (APN: 310‐052‐26T and 310‐052‐22T) that are owned by the Fresno Metropolitan Flood Control District. Fresno LAFCo recommended the inclusion of these parcels in order to square off the adjacent boundaries. The total project area is approximately 41 acres.

The Project is north of adjacent to McKinley Avenue to the south and between Temperance Ave and De Wolf Avenue. The project also shares approximately 2,000 linear feet of adjacency with the Fresno Irrigation District Mill Canal No. 36. The subdivision will consist of a 122‐lot single‐ family subdivision with a 1.32‐acre trail and accompanying 11,000 square foot park. The development would include single‐story and two‐story homes of three to five bedrooms, with a variety of lot and home sizes. In addition, a gated HOA community is proposed within the overall project area inclusive of the 122 single family units.

This analysis, prepared by WJV Acoustics, Inc. (WJVA), is based upon project site plans provided by the project applicant, 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 project plan is provided as Figure 1 (northern portion) and Figure 2 (southern portion).

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.

In terms of human perception, a 5 dB increase or decrease is considered to be a noticeable change in noise levels. Additionally, a 10 dB increase or decrease is perceived by the human ear as half as loud or twice as loud. In terms of perception, generally speaking the human ear cannot perceive an increase (or decrease) in noise levels less than 3 dB. 24‐63 (Blossom View Residential, Fresno) 11‐27‐24 3

NOISE EXPOSURE CRITERIA
The City of Fresno General Plan Noise Element (adopted 12/18/14) provides noise level criteria for land use compatibility for both transportation and non‐transportation noise sources. The General Plan sets noise compatibility standards for transportation noise sources in terms of the Day‐Night Average Level (Ldn). The Ldn represents the time‐weighted energy average noise level for a 24‐hour day, with a 10 dB penalty added to noise levels occurring during the nighttime hours (10:00 p.m.‐7:00 a.m.). The Ldn represents cumulative exposure to noise over an extended period of time and are therefore calculated based upon annual average conditions. Table I provides the General Plan noise level standards for transportation noise sources.

TABLE I

CITY OF FRESNO GENERAL PLAN NOISE LEVEL STANDARDS

TRANSPORTATION (NON-AIRCRAFT) NOISE SOURCES
Noise‐Sensitive Land Use
Outdoor Activity Areas1 Interior Spaces
Ldn/CNEL, dB Ldn/CNEL, dB Leq dB2
Residential 65 45 ‐‐‐
Transient Lodging 65 45 ‐‐‐
Hospitals, Nursing Homes 65 45 ‐‐‐
Theaters, Auditoriums, Music Halls ‐‐‐ ‐‐‐ 35
Churches, Meeting Halls 65 ‐‐‐ 45
Office Buildings ‐‐‐ ‐‐‐ 45
Schools, Libraries, Museums ‐‐‐ ‐‐‐ 45
1 Where the location of the outdoor activity areas is unknown or is not applicable, the exterior noise level standard shall be applied to the property line of the receiving land use.
2 As determined for a typical worst‐case hour during periods of use.

Source: City of Fresno General Plan
Additionally, Implementing Policy NS‐1‐h of the noise element requires that interior noise levels attributable to exterior transportation noise sources not exceed 45 dB Ldn. The intent of the interior noise level standard is to provide an acceptable noise environment for indoor communication and sleep.
24‐63 (Blossom View Residential, Fresno) 11‐27‐24 4

PROJECT SITE NOISE EXPOSURE
The project site is located along the north side of E. McKinley Avenue, approximately 0.25 miles east of N. Temperance Avenue, in Fresno, California. The project site is exposed traffic noise associated with vehicles traveling on E. McKinley Avenue. The approximate distance from the centerline of E. McKinley Avenue to center of the backyards of the closest proposed lots the roadway is approximately 65 feet.

Exterior Noise Exposure
Noise exposure from traffic on E. McKinley Avenue was calculated for existing and future (2046) conditions using the FHWA Traffic Noise Model and traffic data obtained from Fresno COG.

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 Ldn 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 November 18, 2024. 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 approximately 50 feet from the centerline of E.

McKinley Avenue. The speed limit was assumed to be 40 mph (miles per hour). The project vicinity and noise monitoring site location are provided as Figure 3. A photograph showing the traffic noise measurement site is provided as Figure 4.

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 II. 24‐63 (Blossom View Residential, Fresno) 11‐27‐24 5
From Table II it may be determined that the traffic noise levels predicted by the FHWA Model were within 0.5 dB lower than those measured for the conditions observed at the time of the noise measurements along E. McKinley Avenue. This is considered to be reasonable agreement with the model and therefore no adjustments to the model are necessary.

TABLE II

COMPARISON OF MEASURED AND PREDICTED
(FHWA MODEL) NOISE LEVELS

BLOSSOM VIEW RESIDENTIAL, FRESNO
E. McKinley Avenue
Measurement Start Time 12:25 p.m.

Observed # Autos/Hr.   92
Observed # Medium Trucks/Hr. 8
Observed # Heavy Trucks/Hr.   4
Observed Speed (MPH) 40
Distance, ft. (from center of roadway) 50
Leq, dBA (Measured) 59.2
Leq, dBA (Predicted) 58.7
Difference between Predicted and Measured Leq, dBA 0.5 Note:  FHWA “soft” site assumed for calculations.

Source: WJV Acoustics, Inc.

Annual Average Daily Traffic (AADT) data for E. McKinley 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. Table III summarizes annual average traffic data used to model noise exposure within the project site.

TABLE III

TRAFFIC NOISE MODELING ASSUMPTIONS

BLOSSOM VIEW RESIDENTIAL, FRESNO
Existing 2046
Annual Avenue Daily Traffic (AADT) 1,815 1,309
Day/Night Split (%) 90/10
Assumed Vehicle Speed (mph) 40
% Medium Trucks (% AADT) 2
% Heavy Trucks (% AADT) 1
Sources: Fresno COG
WJV Acoustics, Inc.
]
24‐63 (Blossom View Residential, Fresno) 11‐27‐24 6
Using data from Table III, the FHWA Model, annual average traffic noise exposure was calculated for the closest proposed residential lots to E. McKinley Avenue. Table IV provides the exterior noise exposure level for both existing traffic conditions and future (2046) traffic conditions, at the residential lots adjacent to McKinley Avenue.

TABLE IV
MODELED TRAFFIC NOISE LEVELS, dB, CNEL

BLOSSOM VIEW RESIDENTIAL, FRESNO
Roadway Existing Conditions 2046 Conditions
E. McKinley Avenue 56 55
Source: WJV Acoustics
Fresno COG
From Table IV it can be determined that project site noise exposure at the proposed residential lots adjacent to E. McKinley Avenue would be approximately 56 dB Ldn for existing traffic conditions and approximately 55 dB Ldn for future (2046) traffic conditions. Such levels do not exceed the City of Fresno exterior noise level standard of 65 dB Ldn, and mitigation measures are therefore not required for project noise compliance.

Interior Noise Exposure:

The City of Fresno interior noise level standard is 45 dB Ldn. The worst‐case noise exposure within the proposed residential development would be approximately 56 dB Ldn. This means that the proposed residential construction must be capable of providing a minimum outdoor‐to‐indoor noise level reduction (NLR) of approximately 111 dB (56‐45=11).

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 Ldn 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. 24‐63 (Blossom View Residential, Fresno) 11‐27‐24 7

CONCLUSIONS AND RECOMMENDATIONS
The proposed Blossom View residential development will comply with all City of Fresno exterior and interior noise level standards, provided the following measure is incorporated into project design.
 Mechanical ventilation or air conditioning must be provided for all homes so that windows and doors can remain closed for sound insulation purposes.

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

Respectfully submitted,

Walter J. Van Groningen
President
WJV:wjv
24‐63 (Blossom View Residential, Fresno) 11‐27‐24
8 FIGURE 1: NORTHERN SITE PLAN

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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.
24‐63 (Blossom View Residential, Fresno) 11‐27‐24
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.

APPENDIX B

EXAMPLES OF SOUND LEVELS

SUBJECTIVE

NOISE SOURCE DESCRIPTIONSOUND LEVEL
120 dBAMPLIFIED ROCK ‘N ROLL ►
JET TAKEOFF @ 200 FT ► DEAFENING
100 dB
BUSY URBAN STREET ► VERY LOUD
80 dB
FREEWAY TRAFFIC @ 50 FT ► LOUD
CONVERSATION @ 6 FT • 60 dB
TYPICAL OFFICE INTERIOR ► MODERATE
SOFT RADIO MUSIC • 40 dB
RESIDENTIAL INTERIOR ► FAINT
WHISPER @ 6 FT • 20 dB
HUMAN BREATHING ► VERY FAINT
0 dB

Traffic Impact Analysis Report
May 28, 2025
Tract 6502
Located on the Northeast Quadrant of
Temperance Avenue and McKinley Avenue
In the City of Fresno, California
Prepared for:

QK, Inc.
601 Pollasky Avenue, Suite 301
Clovis, CA 93612
Project No. 004-233
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com

JI R TRAFFIC
Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\004 Fresno\004-233 Blossom View TIA VMT\Report\R20250528 Tract 6502 TIA.docx Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Impact Analysis Report
For Tract 6502 located on the Northeast Quadrant of Temperance Avenue and McKinley Avenue
In the City of Fresno, CA
May 28, 2025
This Traffic Impact Analysis Report has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.

Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President

JLB TRAFFIC

JI R TRAFFIC
* J33N4V
co?.
7 O atIu.
to
n7
97 r
4 REGIS,, Jo.
8/8 sl
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | iii
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Table of Contents
Introduction and Summary....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions........................................................................................................................ 1 Existing plus Project Traffic Conditions.................................................................................................... 1 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 2 Queuing Analysis...................................................................................................................................... 2 Project’s Equitable Fair Share .................................................................................................................. 2 Scope of Work ......................................................................................................................................3 Study Facilities ............................................................................................................................................. 3 Study Intersections.................................................................................................................................. 4 Study Segments ....................................................................................................................................... 4 Equitable Fair Share................................................................................................................................. 4 Project Only Trip Assignment .................................................................................................................. 4 Study Scenarios............................................................................................................................................ 5 Existing Traffic Conditions........................................................................................................................ 5 Existing plus Project Traffic Conditions.................................................................................................... 5 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 5 LOS Methodology .................................................................................................................................6 LOS Thresholds.....................................................................................................................................6 Operational Analysis Assumptions and Defaults ....................................................................................7 Existing Traffic Conditions.....................................................................................................................8 Roadway Network........................................................................................................................................ 8 Collision Analysis.......................................................................................................................................... 9 Traffic Signal Warrants............................................................................................................................... 11 Results of Existing Level of Service Analysis .............................................................................................. 11 Existing plus Project Traffic Conditions ................................................................................................16 Project Description..................................................................................................................................... 16 Project Access ............................................................................................................................................ 16 Project Trip Generation.............................................................................................................................. 16 Trip Distribution......................................................................................................................................... 17 JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | iv
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Active Transportation Plan......................................................................................................................... 17 Bikeways..................................................................................................................................................... 17 Transit ........................................................................................................................................................ 18 Safe Routes to School ................................................................................................................................ 18 Roadway Network...................................................................................................................................... 19 Traffic Signal Warrants............................................................................................................................... 19 Results of Existing plus Project Level of Service Analysis........................................................................... 20 Cumulative Year 2046 plus Project Traffic Conditions...........................................................................25 Roadway Network...................................................................................................................................... 25 Results of Cumulative Year 2046 plus Project Level of Service Analysis ................................................... 25 Project Only Trip Assignment to State Facilities........................................................................................ 27 Queuing Analysis ................................................................................................................................32 Project’s Pro-Rata Fair Share of Future Transportation Improvements..................................................35 Conclusions and Recommendations.....................................................................................................36 Existing Traffic Conditions...................................................................................................................... 36 Existing plus Project Traffic Conditions.................................................................................................. 37 Cumulative Year 2046 plus Project Traffic Conditions........................................................................... 38 Queuing Analysis.................................................................................................................................... 38 Project’s Equitable Fair Share ................................................................................................................ 38 Study Participants...............................................................................................................................39 References..........................................................................................................................................40 JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | v
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
List of Figures Figure 1: Vicinity Map ............................................................................................................................................. 14 Figure 2: Existing - Traffic Volumes, Geometrics and Controls................................................................................. 15 Figure 3: Project Site Plan ....................................................................................................................................... 22 Figure 4: Project Only Trips..................................................................................................................................... 23 Figure 5: Existing plus Project - Traffic Volumes, Geometrics and Controls............................................................. 24 Figure 6: 2046 Project Only Trips ............................................................................................................................ 28 Figure 7: Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics and Controls....................................... 29 Figure 8: State Route 180 at Fowler Avenue – Project Only Trips............................................................................ 30 Figure 9: State Route 180 at Temperance Avenue – Project Only Trips................................................................... 31 List of Tables Table I: Five-Year (2019-2023) Intersection Collision Analysis................................................................................. 10 Table II: Existing Intersection LOS Results............................................................................................................... 12 Table III: Existing Segment LOS Results................................................................................................................... 13 Table IV: Project Trip Generation............................................................................................................................ 16 Table V: Existing plus Project Intersection LOS Results ........................................................................................... 21 Table VI: Existing plus Project Segment LOS Results ............................................................................................... 21 Table VII: Cumulative Year 2046 plus Project Intersection LOS Results................................................................... 26 Table VIII: Cumulative Year 2046 plus Project Segment LOS Results....................................................................... 26 Table IX: Queuing Analysis...................................................................................................................................... 33 Table X: Project’s Fair Share.................................................................................................................................... 35 List of Appendices Appendix A: Scope of Work
Appendix B: Traffic Counts
Appendix C: Traffic Modeling
Appendix D: Methodology
Appendix E: Collision Data
Appendix F: Existing Traffic Conditions
Appendix G: Existing plus Project Traffic Conditions
Appendix H: Cumulative Year 2046 plus Project Traffic Conditions Appendix I: Traffic Signal Warrants

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 1
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Introduction and Summary
Introduction
This Report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for Tract 6502 (Project) located on the northeast quadrant of Temperance Avenue and McKinley in the City of Fresno. The Project proposes to develop approximately 119 single-family residential units. However, this TIA analyzes 120 dwelling units due to the site plan available at the time. Considering that the Project has fewer dwelling units, this TIA can be considered a conservative analysis. Based on information provided to JLB, the proposed Project’s land uses are consistent with the Fresno General Plan. Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network.

The purpose of the TIA is to evaluate the potential on-site and off-site traffic impacts, identify short-term and long-term roadway needs, determine potential roadway improvement measures and identify any critical traffic issues that should be addressed in the ongoing planning process. The TIA primarily focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. The Scope of Work was prepared via consultation with City of Fresno, Fresno County and Caltrans.

Summary
The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set forth by the Level of Service (LOS) policies of the City of Fresno.

Existing plus Project Traffic Conditions
• JLB analyzed the location of the existing and proposed roadways and access points. A review of the existing and proposed roadways and access points indicates that they are located at points that minimize traffic operational impacts to existing and future roadway networks. However, it is recommended that the Project construct traffic calming measures at the intersections of Hornet Avenue at Peralta Way, Hornet Avenue at University Avenue and Hornet Avenue at Normal Avenue.

Traffic calming measures at these intersections can be included as mini-circles or bulb outs.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 2
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
• At buildout, the proposed Project is estimated to generate approximately 1,132 daily trips, 84 AM peak hour trips and 113 PM peak hour trips.
• It is recommended that the Project construct a Class II Bikeway along its frontage to McKinley Avenue and a Class I Bikeway along the its northern boundary.
• Under this scenario, the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during both peak periods.

Additional details as to the recommended improvements for these intersections are presented later in this Report.
• Under this scenario, all study segments are projected to continue operating at an acceptable LOS.

Cumulative Year 2046 plus Project Traffic Conditions
• Under this scenario, the intersections Temperance Avenue at Clinton Avenue, Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during one or both peak periods. Additional details as to the recommended improvements for these intersections are presented later in this Report. • Under this scenario, the study segments of Temperance Avenue between Clinton Avenue and Olive Avenue are projected to exceed their LOS thresholds. Additional details as to the recommended improvements for these segments are presented later in this Report.

Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis.

Project’s Equitable Fair Share
• It is recommended that the Project contribute its equitable Fair Share as presented in Table X for those future improvements which are not covered by an existing impact fee program or grant funds.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 3
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Scope of Work
The TIA focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. Previously, a Draft Scope of Work was provided to the City of Fresno, County of Fresno and Caltrans on December 12, 2024 for their review and comment.

On January 23, 2024, Caltrans requested that the TIA include a trip trace at the State Route 180 at Fowler Avenue and State Route 180 at Temperance Avenue interchanges. The City of Fresno requested that the TIA include the intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and the Project Driveways at McKinley Avenue. Furthermore, the City of Fresno stated that the intersections of DeWolf Avenue at McKinley Avenue and Leonard Avenue at McKinley Avenue and the study segments do not need to be included in the TIA. On February 4, 2025, the County of Fresno requested the TIA include the intersection of Temperance Avenue at Clinton Avenue, Temperance Avenue at Belmont Avenue and Fowler Avenue at Olive Avenue. Based on further discussions with the County of Fresno, a revised Draft Scope of Work was sent to the County of Fresno on February 14, 2025. On February 14, 2025, the County of Fresno had no further comments.

Based on the comments received, this TIA includes the study intersections of Temperance Avenue at Clinton Avenue, Project Driveway A at McKinley Avenue, Project Driveway B at McKinley Avenue and Temperance Avenue at Belmont Avenue. This TIA removes the study intersections of DeWolf Avenue at McKinley Avenue and Leonard Avenue at McKinley Avenue. This TIA includes a fair share analysis for the intersections of DeWolf Avenue at McKinley Avenue, Leonard Avenue at McKinley Avenue and Fowler Avenue at Olive Avenue. This TIA includes trip traces at the state facilities of State Route 180 at Fowler Avenue and State Route 180 at Temperance Avenue. The Scope of Work and the comments received from the lead agency and responsible agencies are included in Appendix A.

Study Facilities
The existing intersection peak hour turning movement and segment volume counts were conducted at the study intersections and segments in March 2025 while schools the vicinity of the Project site were in session. The intersection turning movement counts included pedestrian and bicycle volumes. Traffic counts at the fair share intersections were conducted in March 2025 with the exception of Leonard Avenue at McKinley Avenue. As Leonard Avenue was closed, a historic count from March 2022 was utilized. This count was expanded by a growth rate of 1.40% over 3 (3) years to reach the year 2025. The

1.40% growth rate was determined by calculating the growth in the Fresno COG model. The resulting volumes were verified by evaluating the volume balancing with the intersection of DeWolf Avenue at McKinley Avenue. The traffic counts for the existing study intersections and segments as well as fair share intersections are contained in Appendix B. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.

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Study Intersections

1. Temperance Avenue / Clinton Avenue

2. Temperance Avenue / McKinley Avenue

3. Project Driveway A / McKinley Avenue

4. Project Driveway B / McKinley Avenue

5. Temperance Avenue / Olive Avenue

6. Temperance Avenue / Belmont Avenue
Study Segments

1. Temperance Avenue between Clinton Avenue and McKinley Avenue

2. Temperance Avenue between McKinley Avenue and Floradora Avenue

3. Temperance Avenue between Floradora Avenue and Olive Avenue Equitable Fair Share

1. DeWolf Avenue / McKinley Avenue

2. Leonard Avenue / McKinely Avenue

3. Fowler Avenue / Olive Avenue
Project Only Trip Assignment

1. Fowler Avenue / State Route 180

2. Temperance Avenue / State Route 180

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Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted in March 2025. The traffic counts for the existing study intersections and segments are contained in Appendix B.

Existing plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the Project Only Trips to the Existing Traffic Conditions. The Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the Fresno General Plan Circulation Element in the vicinity of the Project site. The Fresno COG Project Select Zone results are contained in Appendix C.

Cumulative Year 2046 plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadways conditions based on the Cumulative Year 2046 plus Project Traffic Conditions. The Cumulative Year 2046 plus Project traffic volumes were obtained by using a combination of the Fresno COG activity-based model (ABM) (Base Year 2019 and Cumulative Year 2046), existing traffic counts and the 2046 Project Only Trips. The increment was prorated from a base year of 2019 to a base year 2025 to be more consistent with the count year. Under this scenario, the increment method, as recommended by the Model Steering Committee was utilized to determine the Cumulative Year 2046 traffic volumes. The 2046 Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the Fresno General Plan Circulation Element in the vicinity of the Project site.

The Fresno COG ABM results are contained in Appendix C.

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LOS Methodology
LOS is a qualitative index of the performance of an element of the transportation system. LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F” indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for signalized and unsignalized intersections.

The Highway Capacity Manual (HCM) 7th Edition is the standard reference published by the Transportation Research Board and contains the specific criteria and methods to be used in assessing LOS. U-turn movements were analyzed using HCM 2000 methodologies and would yield more accurate results for the reason that HCM 7th Edition methodologies do not allow the analysis of U-turns. Lane configurations not reflective of existing conditions are a result of software limitations and thus represent a worst-case scenario. Synchro software was used to define LOS in this study. Details regarding these calculations are included in Appendix D.

While LOS is no longer the criteria of significance for traffic impacts in the state of California, the City of Fresno continues to apply congestion-related conditions or requirements for land development projects through planning approval processes outside of CEQA Guidelines in order to continue the implementation of Fresno General Plan policies.

LOS Thresholds
The Fresno General Plan has established various degrees of acceptable LOS on its major streets, which are dependent on four (4) Traffic Impact Zones (TIZ) within the City (City of Fresno, 2014). The standard LOS threshold for TIZ I is LOS F, that for TIZ II is LOS E, that for TIZ III is LOS D, and that for TIZ IV is LOS E. As all the study facilities fall within TIZ III, LOS D is used to evaluate the potential LOS impacts for the study intersections within the City of Fresno pursuant to the Fresno General Plan.

The Fresno County General Plan has established LOS C as the acceptable level of traffic congestion on county roads and streets that fall entirely outside the Sphere of Influence (SOI) of a City (Fresno County 2000). For those areas that fall within the SOI of a City, the LOS threshold of the City is used in this report.

In this case, no study facilities fall outside the City of Fresno SOI, therefore, the City of Fresno LOS thresholds are utilized.

Caltrans no longer considers delay as a significant impact to the environment for land use project plans.

According to the Caltrans document VMT Focused Transportation Impact Study Guidelines dated May 2020, Caltrans review of land use projects and plans is focused on a VMT metric consistent with CEQA. In this TIA, however, all study intersections fall within the City of Fresno SOI. Therefore, the City of Fresno LOS thresholds are utilized.

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Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. • Yellow time consistent with the California Manual on Uniform Traffic Control Devices (CA MUTCD) based on approach speeds (Caltrans, 2024)
• Yellow time of 3.2 seconds for left-turn phases
• All-red clearance intervals of 1.0 second for all phases • Walk intervals of 7.0 seconds
• Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted and 2.0 seconds added
• At existing intersections, the heavy vehicle factor observed for each intersection or a minimum of 3 percent were utilized under all scenarios.
• The number of observed pedestrians at existing intersections was utilized under all study scenarios. • An average of 10 pedestrian calls per hour at signalized intersections. • At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing and Existing plus Project scenarios.
• For the Cumulative Year 2046 scenario, the following PHF was utilized to reflect traffic operations and an increase in future traffic volumes. As roadways start to reach their saturated flow rates, PHF’s tend to increase to 0.92 or higher in urban settings. A PHF of 0.92, or the existing PHF if higher, is utilized for all remaining study intersections.
o For the intersection of Temperance Avenue at Clinton Avenue, the following PHF's were utilized due to their proximity to schools:
 A PHF of 0.86, or the existing if higher, is utilized during the AM peak.  A PHF of 0.90, or the existing if higher, is utilized during the PM peak. o A PHF of 0.92, or the existing if higher, is utilized for all remaining study intersections.

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Existing Traffic Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below.

Fowler Avenue is an existing north-south two-lane arterial in the vicinity of the proposed Project site. In this area, Fowler Avenue is a four-lane divided arterial north of Clinton Avenue and south of the State Route 180 Interchange and a two-lane undivided arterial between Clinton Avenue and the State Route 180 Interchange. Fowler Avenue extends south from the City of Clovis SOI and beyond the City of Fresno SOI.

The Fresno General Plan’s Circulation Element designates Fowler Avenue as a four-lane divided arterial through the City of Fresno SOI.

Temperance Avenue is an existing north-south two-lane super arterial in the vicinity of the proposed Project site. In this area, Temperance Avenue extends south from the City of Clovis SOI beyond the City of Fresno SOI. The Fresno General Plan’s Circulation Element designates Temperance Avenue as a six-lane super arterial through the City of Fresno SOI.

DeWolf Avenue is an existing north-south two-lane local roadway in the vicinity of the proposed Project site. In this area, DeWolf Avenue extends south from the City of Clovis SOI beyond the City of Fresno SOI.

The Fresno General Plan Circulation Element designates DeWolf Avenue as a two-lane collector between the Dakota Avenue and McKinley Avenue, a four-lane collector between McKinley Avenue and Tulare Avenue and a four-lane arterial between Tulare Avenue and State Route 180.

Leonard Avenue is an existing north-south two-lane local roadway in the vicinity of the proposed Project site. In this area, Leonard Avenue extends south from the City of Clovis SOI beyond the City of Fresno SOI.

The Fresno General Plan Circulation Element designates Leonard Avenue as a two-lane collector between Dakota Avenue and McKinley Avenue.

Clinton Avenue is an existing east-west two-lane collector in the vicinity of the proposed Project site. In this area, Clinton Avenue exists as a two-lane collector between Clovis Avenue and Locan Avenue. Fresno General Plan’s Circulation Element designates Clinton Avenue as a two-lane collector between Clovis Avenue and Locan Avenue.

McKinley Avenue is a planned future and existing east-west two-lane collector adjacent to the proposed Project site. McKinley Avenue exists as a four-lane divided arterial west of Clovis Avenue and a two-lane undivided arterial east of Temperance Avenue. In this area, McKinley Avenue will ultimately exist west of Temperance Avenue and extend west beyond Fowler Avenue and continue northwest to connect to Sunnyside Avenue at its intersection with Clinton Avenue. The Fresno General Plan’s Circulation Element designates McKinley Avenue as a two-lane collector east of Clovis Avenue through the City of Fresno SOI.

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Olive Avenue is an existing east-west two-lane collector in the vicinity of the proposed Project site. In this area, Olive Avenue is an undivided collector west of Fowler Avenue and is divided by a two-way left-turn lane between Fowler Avenue and Armstrong Avenue. This segment of Olive Avenue extends between the western limits of the City of Fresno SOI and Fancher Avenue in the County of Fresno. The Fresno General Plan’s Circulation Element designates Olive Avenue as a two-lane undivided collector between Grantland Avenue and Marks Avenue, as a four-lane undivided collector between Marks Avenue and Fruit Avenue, as a two-lane undivided collector between Fruit Avenue and Blackstone Avenue, as a four-lane undivided collector between Blackstone Avenue and Temperance Avenue, and as a two-lane undivided collector between Temperance Avenue and Fancher Avenue.

Belmont Avenue is an existing east-west two-lane arterial in the vicinity of the proposed Project. In this area, Belmont Avenue extends through the City of Fresno SOI. Belmont Avenue is a two-lane arterial between Grantland Avenue and Marks Avenue, a four-lane arterial between Marks Avenue and Armstrong Avenue and a two-lane arterial east Armstrong Avenue through the City of Fresno SOI. The Fresno General Plan’s Circulation Element designates Belmont Avenue as a two-lane arterial between Grantland Avenue and Cornelia Avenue, a four-lane arterial between Cornelia Avenue and West Avenue, a two-lane arterial between West Avenue and Cedar Avenue, a four-lane arterial between Cedar Avenue and Chestnut Avenue, a four-lane arterial between Chestnut Avenue and Temperance Avenue and a two-lane arterial east Temperance Avenue through the City of Fresno SOI.

State Route 180 is an existing east-west six-lane freeway in the vicinity of the proposed Project site. State Route 180 connects southeast and southwest Fresno with Downtown Fresno and has freeway-to-freeway interchanges at State Route 41, State Route 99 and State Route 168. East of Fresno, State Route 180 also provides access to Kings Canyon and Sequoia National Parks, while west of Fresno, State Route 180 connects to the cities of Kerman and Mendota.

Collision Analysis
JLB conducted a search of SWITRS to obtain collision reports for the most recent five-year period (January 1st, 2019 to December 31st, 2023). The SWITRS “is a database that serves as a means to collect and process data gathered from a collision scene. The internet SWITRS application is a tool by which the California Highway Patrol (CHP) staff and members of its Allied Agencies throughout California can request various types of statistical reports in an electronic format.” All collision reports between January 1st, 2019 and December 31st, 2023 were included in the collision analysis. In the five-year period, a total of fifty-two (52) collisions were reported within the influence zone (assumed to be within 250 feet) of the study intersections. The SWITRS collision data are found in Appendix E.

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Table I summarizes the type of collision, severity, violation, and identifies involvement with another vehicle, a pedestrian/bicyclist or a fixed object. Based on the five-year collision data contained within SWITRS, all study intersections have experienced a relatively low number of collisions per year with the exceptions of Temperance Avenue at Olive Avenue and Temperance at Belmont. The intersection of Temperance Avenue at Olive Avenue experienced 21 reported collisions during the five-year period. The collision reports indicate the following types of collisions: fourteen (14) broadsides, six (6) rear ends and one (1) other. The collisions consisted of the following severity: one (1) visible injury, two (2) complaints of injuries and eighteen (18) property damage only. The collisions were caused by the following violations: six (6) traffic signals and signs, five (5) right-of-way, four (4) unsafe speed, two (2) driving under the influence and four (4) others. The signalization of this intersection is anticipated to reduce the amount of broadside collisions. The intersection of Temperance Avenue at Belmont Avenue experienced 20 reported collisions during the five-year period. The collision reports indicate the following types of collisions: twelve (12) broadsides, five (5) rear ends, two (2) hit objects and one (1) sideswipe. The collisions consisted of the following severity: six (6) complaints of injuries and fourteen (14) property damage only. The collisions were caused by the following violations: five (5) traffic signals and signs, six (6) right-of-way, five (5) unsafe speed, two (2) improper turning, one (1) driving under the influence and one (1) other. The signalization of this intersection is anticipated to reduce the amount of broadside collisions. After thorough review of the data contained within the collision reports for the five-year analysis period and considerations of current plans, no additional changes beyond signalization of the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are recommended to the study intersections as a result of collision activity.

Table I: Five-Year (2019-2023) Intersection Collision Analysis ID Intersection
Number of Collisions
Type of Collision Severity Type of Violation Involved
with. . .

Broadside
Rear End
Head-On
Hit ObjectSideswipe
Other
Fatal
Severe Injury
Other Visible Injury
Complaint of Pain/Injury
Property Damage Only
Traffic Signals & Signs
Right of Way
Unsafe Speed
Improper Turning
Driving Under Influence
Pedestrian Violation
Other
Pedestrian/Bicyclist
Other Motor Vehicle
Fixed Object/Other
1 Temperance Avenue / Clinton Avenue 9 3 2 - 3 1 - - - - 2 7 3 1 3 - 1 - 1 - 6 3 2 Temperance Avenue / McKinley Avenue 2 1 - - 1 - - 1 - - - 1 - - - 1 1 - - - 1 1 5 Temperance Avenue / Olive Avenue 21 14 6 - - - 1 - - 1 2 18 6 5 4 - 2 - 4 1 19 1 6 Temperance Avenue / Belmont Avenue 20 12 5 - 2 1 - - - - 6 14 5 6 5 2 1 - 1 - 18 2 Totals 52 30 13 0 6 2 1 1 0 1 10 40 14 12 12 3 5 0 6 1 44 7 JI R Wl ENGINEERING, INC.TRAFFIC
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Traffic Signal Warrants
The CA MUTCD indicates that an engineering study of traffic conditions, pedestrian characteristics and physical features of an intersection shall be conducted to determine whether the installation of traffic signal controls are justified. The CA MUTCD provides a total of nine (9) warrants to evaluate the need for traffic signal controls. These warrants include 1) Eight-Hour Vehicular Volume, 2) Four-Hour Vehicular Volume, 3) Peak Hour, 4) Pedestrian Volume, 5) School Crossing, 6) Coordinated Signal System, 7) Crash Experience, 8) Roadway Network and 9) Intersection Near a Grade Crossing. Signalization of an intersection may be appropriate if one or more of the signal warrants is satisfied. However, the CA MUTCD also states that “[t]he satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic control signal” (Caltrans, 2021).

If traffic signal warrants are satisfied when a LOS threshold impact is identified at an unsignalized intersection, then installation of a traffic signal control may serve as an improvement measure. For instances where traffic signal warrants are satisfied, a traffic signal control is not considered to be the default improvement measure. Since the installation of a traffic signal control typically requires the construction of additional lanes, an attempt is made to improve the intersection approach lane geometrics in order to improve its LOS while maintaining the existing intersection controls. If the additional lanes did not result in acceptable LOS at the intersection, then in those cases implementation of a traffic signal control would be considered.

Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Existing Traffic Conditions scenario. These warrants are contained in Appendix I. At present, Warrant 1 is met for the study intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue. Warrant 2 is met for the study intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue. Warrant 3 is met for the study intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue under both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, it is recommended that the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue get signalized. At the time of this report, a traffic signal for the intersection of Temperance Avenue at Olive Avenue was in the design process and traffic signals were in construction for the intersections of Temperance Avenue at McKinley Avenue and Temperance Avenue at Belmont Avenue.

Results of Existing Level of Service Analysis
Figure 2 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix F.

Table II presents a summary of the Existing peak hour LOS at the study intersections. Table III presents a summary of the Existing LOS for the study segments.

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At present, the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue exceed their LOS threshold during both peak periods. It is important to note that traffic signals are currently in the process of being designed or constructed for these intersections. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection. • Temperance Avenue / Olive Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through lane; o Add a southbound right-turn lane; and
o Signalize the intersection with protective left-turn phasing in all directions. • Temperance Avenue / Belmont Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane; o Add a westbound left-turn lane;
o Modify the westbound left-through lane to a through-right lane; o Remove right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn phasing in all directions.

Table II: Existing Intersection LOS Results
ID Intersection Intersection Control
AM (7 - 9) Peak
Hour
PM (4 - 6) Peak
Hour
Average
Delay
(sec/veh)
LOS
Average
Delay
(sec/veh)
LOS
1 Temperance Avenue / Clinton Avenue Traffic Signal 30.6 C 19.3 B 2 Temperance Avenue / McKinley Avenue One-Way Stop 17.4 C 18.6 C 3 Project Driveway A / McKinley Avenue Does Not Exist - - - - 4 Project Driveway B / McKinley Avenue Does Not Exist - - - - 5 Temperance Avenue / Olive Avenue
All-Way Stop 84.9 F 43.9 E
Traffic Signal (Improved) 19.4 B 20.1 C
6 Temperance Avenue / Belmont Avenue
All-Way Stop 39.6 E 22.7 C
Traffic Signal (Improved) 21.6 C 19.9 B
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

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At present, all study segments operate at an acceptable LOS.

Table III: Existing Segment LOS Results
ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Temperance Avenue Clinton Avenue and McKinley Avenue 2 12,145 1,094 D 1,044 C 2 Temperance Avenue McKinley Avenue and Floradora Avenue 2 11,675 934 C 949 C 3 Temperance Avenue Floradora Avenue and Olive Avenue 2 11,353 828 C 877 C Note: LOS = Level of Service per HCS7 software
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Vicinity Map
Figure 1
3 6
McKINLEY AVE TEMPERANCE AVE DeWOLF AVE LEONARD AVE

CLINTON AVE

SHIELDS AVE LOCAN AVE ARMSTRONG AVE

HARVEY AVE

BELMONT AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
A B
C 5
4 ASHLAN AVE

DAKOTA AVE
180
N
Not To Scale
#
LEGEND
X
= STUDY INTERSECTION
= FAIR SHARE INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
I
1 JLB TRAFFIC

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Existing - Traffic Volumes, Geometrics, and Controls
Figure 2
N
Not To Scale

1. Temperance Ave &
Clinton Ave
33(38)
116(100)
41(71)
143(59)
162(60)
73(68)
67(30)
352(479)
116(77)
38(28)375(328)122(38) Temperance Ave Clinton Ave

2. Temperance Ave &
McKinley Ave
61(55)
125(87) 357(495) 55(57)
461(342)116(102) Temperance Ave
McKinley Ave

3. Project Driveway A &
McKinley Ave
159(128)
167(102)
Project Drwy A
McKinley Ave

4. Project Driveway B &
McKinley Ave
159(128)
167(102)
Project Drwy B
McKinley Ave

5. Temperance Ave &
Olive Ave
94(161)
190(193)
29(11)
115(76)
229(103)
21(10)
23(9)
268(346)
67(86)
134(83)304(260)7(17) Temperance Ave Olive Ave

6. Temperance Ave &
Belmont Ave
75(49)
107(156)
35(30)
142(107)
150(101)
40(57)
38(11)
249(350)
26(45)
32(21)377(269)34(52) Temperance Ave Belmont Ave
A. DeWolf Ave &
McKinley Ave
41(39)
112(82)
6(7)
17(17)
116(73)
44(77)
18(5)
222(200)
7(12)
33(24)311(139)91(43) DeWolf Ave
McKinley Ave
B. Leonard Ave &
McKinley Ave
76(47)
143(93)
87(108)
94(92)
125(54)112(41) Leonard Ave
McKinley Ave
C. Fowler Ave &
Olive Ave
43(171)
81(139)
67(50)
343(279)
289(50)
11(21)
126(4)
348(388)156(358)
23(8)353(383)5(12) Fowler Ave Olive Ave
#
LEGEND
XX
(XX)
X 8(7) 1(1) 6(7)

DOES NOT EXISTDOES NOT EXIST
= STUDY INTERSECTION
= FAIR SHARE INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
[XX] = DAILY TRIPS
3 6
McKINLEY AVE DeWOLF AVE LEONARD AVE

CLINTON AVE LOCAN AVE

HARVEY AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
A B
C 5
4 180 ARMSTRONG AVE TEMPERANCE AVE [6026]
[6119]
[5780][5895]
[5586][5767]

BELMONT AVE
8 hffr
I
JLB TRAFFIC 8
I
++
+
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Existing plus Project Traffic Conditions
Project Description
The Project proposes to develop approximately 119 single-family residential units on the northeast quadrant of Temperance Avenue and McKinley in the City of Fresno. However, this TIA analyzes 120 dwelling units due to the site plan available at the time. Considering that the Project has fewer dwelling units, this TIA can be considered a conservative analysis. Based on information provided to JLB, the proposed Project’s land uses are consistent with the Fresno General Plan.

Project Access
Access to and from the proposed Project site will be from two (2) access points. The Project proposes two (2) access points on the north side of McKinley Avenue approximately 1,700 feet and 2,550 feet east of Temperance Avenue. Both access points are proposed to have full access. Additionally, there are three (3) connections to the existing subdivision directly west of this Project via Normal Avenue, University Avenue and Peralta Way.

JLB analyzed the location of the existing and proposed roadways and access points relative to those in the vicinity of the Project site. A review of the existing and proposed roadways and access points indicates that they are located at points that minimize traffic operational impacts to existing and future roadway networks. However, it is recommended that the Project construct traffic calming measures at the intersections of Hornet Avenue at Peralta Way, Hornet Avenue at University Avenue and Hornet Avenue at Normal Avenue. Traffic calming measures at these intersections can be included as mini-circles or bulb outs. A Project Site Plan can be found in Figure 3.

Project Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table IV presents the trip generation for the proposed Project with trip generation rates for 120 Single-Family Detached Housing dwelling units. However, this TIA analyzes 120 dwelling units due to the site plan available at the time.

Considering that the Project has fewer dwelling units, this TIA can be considered a conservative analysis.

At buildout, the proposed Project is estimated to generate approximately 1,132 daily trips, 84 AM peak hour trips and 113 PM peak hour trips.

Table IV: Project Trip Generation
Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached
Housing (210) 120 d.u. 9.43 1,132 0.70 26 74 22 62 84 0.94 63 37 71 42 113 Total Driveway Trips 1,132 22 62 84 71 42 113
Note: d.u. = Dwelling Units

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Trip Distribution
The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project Select Zone, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities and the Fresno General Plan Circulation Element in the vicinity of the Project site. The Project’s trip generation data was provided to Fresno COG to conduct a Project-specific Traffic Analysis Zone (TAZ) analysis using the Fresno COG ABM (Cumulative Year 2046). The Fresno COG Project Select Zone results are contained in Appendix C. Figure 4 illustrates the Project Only Trips at the study intersections.

Active Transportation Plan
The Fresno Active Transportation Plan (ATP) is an extensive guide detailing the conception for active transportation in the City of Fresno that was adopted in December 2016. The Fresno ATP aims to improve the safety, increase non-motorized trips, improve access and fill in gaps in networks for Fresno's pedestrians and bicyclists. In order to achieve these goals for active transportation, The Fresno ATP proposes a comprehensive network of citywide bikeways, trails and sidewalks. The recommended network would add 166 miles of Class I Bike Paths, 691 miles of Class II Bike Lanes, 69 miles of Class III Bike Routes, 21 miles of Class IV Separated Bikeways and 661 miles of sidewalks. The Fresno ATP also recommends bicycle detection at traffic signals, destination signage, bicycle parking, showers and changing facilities and bikeway maintenance. This network will be constructed in conjunction with adjacent land developments, roadway maintenance and active transportation infrastructure projects using funds from different local, state and federal sources.

Bikeways
The Fresno ATP classifies bicycle facilities into the following types:
• Class I Bikeway (Bike Path) – Provides a completely separated right-of-way for exclusive use of bicycles and pedestrians with crossflow minimized.
• Class II Bikeway (Bike Lane) – Provides a striped lane for one-way bike travel on a street or highway. • Class III Bikeway (Bike Route) – Provides a shared use with pedestrians or motor vehicle traffic, typically on lower volume roadways.
• Class IV Bikeways (Separated Bikeways) – Provides a protected lane for one-way bike travel (one-way cycle track) and protected lanes for two-way bike travel (two-way cycle track) on a street or highway.

Class II (Bike Lane) Bikeways exist in the vicinity of the Project site. In the vicinity of the Project site, Class II Bikeways exist along portions of Temperance Avenue, Clinton Avenue, McKinley Avenue, Olive Avenue and Belmont Avenue. The Fresno ATP recommends that Class I and Class II bikeways be implemented in the vicinity of and adjacent to the Project site (City of Fresno, 2016). In the vicinity of the Project site, Class II Bikeways are planned on remaining stretches Temperance Avenue, Clinton Avenue, McKinley Avenue and Olive Avenue. Adjacent to the Project site, Class II Bikeways are planned along McKinley Avenue and a Class I Bikeway is planned along the northern boundary of the Project. Therefore, it is recommended that the Project construct a Class II Bikeway along its frontage to McKinley Avenue and a Class I Bikeway along the its northern boundary.

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Transit
Fresno Area Express (FAX) is the transit operator in the City of Fresno. At present, there are no FAX transit routes that operate in the vicinity of the proposed Project. The closest is FAX Route 45, which primarily runs on Ashlan Avenue, but gets as close as Fowler Avenue at Princeton Avenue to the Project, approximately a mile northwest of the proposed Project site. Route 45 operates at 60-minute intervals on weekdays from 6:00 AM to 9:00 PM and weekends from 9:40 AM to 6:30 PM. The nearest stop to the Project site is located on the south side of Princeton Avenue approximately 150 feet west of Fowler Avenue. This route provides a direct connection to Bullard High School, Gillis Library, Fresno High School, Fresno City College, Manchester Transit Center, Army Navy Reserve and the Shields/Fowler Industrial Park. Retention of the existing and expansion of future transit routes is dependent on transit ridership demand and available funding.

Safe Routes to School
Kindergarten through 12th grade students from the Project will be served by the Clovis Unified School District. The Clovis Unified School District provides transportation for students who live in excess of an established radius zone. The zone is a radius of 1 mile for grades Kindergarten through 6th and 2.5 miles for grades 7th through 12th. It should be noted that CUSD is currently constructing the Terry Bradley Educational Center which is anticipated to be constructed before the Project and will serve the Project.

Therefore, this safe routes to school considers Terry Bradley Educational Center as built and operational.

Based on the attendance area boundaries at the time of the preparation of this TIA, elementary school students would attend Virgina R. Boris Elementary School located on the southeast corner of Temperance Avenue at Clinton Avenue. Virgina R. Boris Elementary School is located a walking distance of 0.80 and

1.05 miles from the nearest and farthest home in the Project. Therefore, it is anticipated that the majority of elementary school students will need to walk, bike or be driven from the Project to school.

The most direct safe path from the Project to the Virgina R. Boris Elementary School campus can begin from the southwest most end of the Project along the north side of McKinley Avenue. Students would proceed west along the north side of McKinley Avenue until reaching the intersection of Temperance Avenue at McKinley Avenue. The intersection of Temperance Avenue at McKinley Avenue is controlled by a one-way stop with no marked crosswalks. Students would proceed north along the east side of Temperance Avenue until reaching the intersection of Temperance Avenue at Clinton Avenue. The intersection of Temperance Avenue at Clinton Avenue is controlled by a traffic signal with marked crosswalks on all four legs. Students would proceed east along the south side of Clinton Avenue until reaching the nearest Virgina R. Boris Elementary School entrance. At present, there is a lack of pedestrian walking surface for approximately 630 feet along the east side of Temperance Avenue. Furthermore, the bridge across the Mill Ditch lacks space to accommodate a sidewalk. As such, it is recommended that the development community, the City of Fresno, County of Fresno and Clovis Unified School District work together to implement a plan which eventually completes the gap along the east side of Temperance Avenue.

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Based on the attendance area boundaries at the time of the preparation of this TIA, middle school and high school students would attend middle school or high school at the Terry Bradley Educational Center located directly west of the intersection of Highland Avenue at Clinton Avenue. Terry Bradley Educational Center is located a walking distance of 1.75 and 2.10 from the nearest and farthest home in the Project.

Therefore, it is anticipated that the majority of middle school and high school students will need to walk, bike or be driven from the Project to school.

The most direct safe path from the Project to the Terry Bradley Educational Center can begin from the southeast most end of the Project along the north side of McKinley Avenue. Students would proceed east along north side of McKinley Avenue until reaching the intersection of DeWolf Avenue at McKinley Avenue. The intersection of DeWolf Avenue at McKinley Avenue is controlled by an all-way stop with no marked crosswalks. Students would cross the north leg of this intersection to reach the northeast corner.

Students would proceed east along the north side of McKinley Avenue until reaching the intersection of Leonard Avenue at McKinley Avenue. The intersection of Leonard Avenue at McKinley Avenue is controlled by a one-way stop with no marked crosswalks. Students would cross the north leg to reach the northeast corner. Students would proceed north along the east side of Leonard Avenue until reaching the nearest Terry Bradley Educational Center entrance. Considering the distance between the Project the Terry Bradley Educational Center and lack of pedestrian walkways, it is likely that the majority of students from the Project will be driven to and from school.

It is important to note that the intersections of DeWolf Avenue at McKinley Avenue and Leonard Avenue at McKinley Avenue have traffic signals currently being designed. It is recommended that the development community, the City of Fresno, County of Fresno and the Clovis Unified School District work together to implement a plan which eventually completes a safe routes to school path along the north side of McKinley Avenue between the east edge of the Project and Leonard Avenue in addition to the east side of Leonard Avenue between McKinley Avenue and the Terry Bradley Educational Center.

Roadway Network
The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with the exception of the Project’s access points to McKinley Avenue.

Figure 5 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized intersections under the Existing plus Project Traffic Conditions scenario. These warrants are contained in Appendix I. Under this scenario, the study intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to meet Warrant 3 during both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, it is recommended that the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue get signalized. At the time of this report, a traffic signal for the intersection of Temperance Avenue at Olive Avenue was in the design process and traffic signals were in construction for the intersections of Temperance Avenue at Mckinley Avenue and Temperance Avenue at Belmont Avenue.

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Results of Existing plus Project Level of Service Analysis Figure 5 illustrates the Existing plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project Traffic Conditions scenario are provided in Appendix G. Table V presents a summary of the Existing plus Project peak hour LOS at the study intersections. Table VI presents a summary of the Existing plus Project peak hour LOS at the study segments.

Under this scenario, the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during both peak periods. It is important to note that traffic signals are currently in the process of being designed or constructed at these intersections. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection.
• Temperance Avenue / Olive Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through lane; o Add a southbound right-turn lane; and
o Signalize the intersection with protective left-turn phasing in all directions. • Temperance Avenue / Belmont Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane; o Add a westbound left-turn lane;
o Modify the westbound left-through lane to a through-right lane; o Remove right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn phasing in all directions.

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Table V: Existing plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak
Hour
PM (4 - 6) Peak
Hour
Average
Delay
(sec/veh)
LOS
Average
Delay
(sec/veh)
LOS
1 Temperance Avenue / Clinton Avenue Traffic Signal 31.3 C 19.8 B 2 Temperance Avenue / McKinley Avenue One-Way Stop 21.4 C 22.4 C 3 Project Driveway A / McKinley Avenue One-Way Stop 9.9 A 9.2 A 4 Project Driveway B / McKinley Avenue One-Way Stop 9.5 A 9.1 A 5 Temperance Avenue / Olive Avenue
All-Way Stop 101.2 F 57.5 F
Traffic Signal (Improved) 19.6 B 21.4 C
6 Temperance Avenue / Belmont Avenue
All-Way Stop 42.2 E 23.8 C
Traffic Signal (Improved) 21.7 C 20.0 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

Under this scenario, all study segments are projected to continue operating at an acceptable LOS.

Table VI: Existing plus Project Segment LOS Results
ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Temperance Avenue Clinton Avenue and McKinley Avenue 2 12,645 1,134 D 1,091 D 2 Temperance Avenue McKinley Avenue and Floradora Avenue 2 12,267 978 C 1,008 C 3 Temperance Avenue Floradora Avenue and Olive Avenue 2 11,881 867 C 930 C Note: LOS = Level of Service per HCS7 software
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Tract 6502 - City of Fresno
Project Site Plan
Figure 3
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1. Temperance Ave &
Clinton Ave
2(7)
4(0)
2(0)
6(0)
4(4)
10(16)
12(0)
8(20) Temperance Ave Clinton Ave

2. Temperance Ave &
McKinley Ave
30(19)
26(20)10(40)
4(0)10(27) Temperance Ave
McKinley Ave

3. Project Driveway A &
McKinley Ave
16(54)
4(13)
11(8)
2(3)
45(31)5(2)
Project Drwy A
McKinley Ave

4. Project Driveway B &
McKinley Ave
4(13)
5(2)
2(3)
0(1)
11(8)1(1)
Project Drwy B
McKinley Ave

5. Temperance Ave &
Olive Ave
7(27)
2(9)
22(12)8(5) Temperance Ave Olive Ave

6. Temperance Ave &
Belmont Ave
0(2)
2(7)
2(1)6(4) Temperance Ave Belmont Ave
#
LEGEND
= STUDY INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
= DAILY TRIPS
3 6
McKINLEY AVE DeWOLF AVE LEONARD AVE

CLINTON AVE LOCAN AVE

HARVEY AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
5 4
180 ARMSTRONG AVE TEMPERANCE AVE [250]
[250]
[296][296]
[264][264]

BELMONT AVE

SHIELDS AVE
XX
(XX)
[XX]

I J L J L
P
JV Jv
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I ■

PROJECT SITE
004-233 - 05/12/25 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6502 - City of Fresno
Existing plus Project - Traffic Volumes, Geometrics, and Controls Figure 5
N
Not To Scale

1. Temperance Ave &
Clinton Ave
33(38)
116(100)
43(78)
147(59)
164(60)
79(68)
71(34)
362(495)
128(77)
38(28)383(348)122(38) Temperance Ave Clinton Ave

2. Temperance Ave &
McKinley Ave
91(74)
151(107) 357(495) 65(97)
465(342)126(129) Temperance Ave
McKinley Ave

3. Project Driveway A &
McKinley Ave
16(54)
163(141)
178(110)
2(3)
45(31)5(2)
Project Drwy A
McKinley Ave

4. Project Driveway B &
McKinley Ave
4(13)
164(130)
169(105)
0(1)
11(8)1(1)
Project Drwy B
McKinley Ave

5. Temperance Ave &
Olive Ave
101(188)
190(193)
29(11)
115(76)
229(103)
21(10)
23(9)
270(355)
67(86)
156(95)312(265)7(17) Temperance Ave Olive Ave

6. Temperance Ave &
Belmont Ave
75(51)
107(156)
35(30)
142(107)
150(101)
40(57)
38(11)
251(357)
26(45)
34(22)383(273)34(52) Temperance Ave Belmont Ave
#
LEGEND
8(7)
1(1)
6(7)
= STUDY INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
= DAILY TRIPS
3 6
McKINLEY AVE DeWOLF AVE LEONARD AVE

CLINTON AVE LOCAN AVE

HARVEY AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
5 4
180 ARMSTRONG AVE TEMPERANCE AVE [6276]
[6369]
[6076][6191]
[5850][6031]

BELMONT AVE
XX
(XX)
[XX]

SHIELDS AVE
8 hffr
I
JLB TRAFFIC 8
I
+
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Cumulative Year 2046 plus Project Traffic Conditions
Roadway Network
The Cumulative Year 2046 plus Project Traffic Conditions scenario assumes that the Existing plus Project roadway geometrics and traffic controls will remain in place with the following exceptions. For purposes of this TIA, it is assumed that McKinley Avenue would be extended west of Temperance Avenue through Fowler Avenue by the year 2046. It is assumed that McKinley Avenue would be built as a two-lane collector divided by a two-way left-turn lane. Furthermore, it is anticipated that the intersections of Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue get signalized prior to this scenario. Figure 6 illustrates the 2046 Project Only Trips at the study intersections. Figure 7 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Results of Cumulative Year 2046 plus Project Level of Service Analysis Figure 7 illustrates the Cumulative Year 2046 plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2046 plus Project Traffic Conditions scenario are provided in Appendix H. Table VII presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study intersections. Table VIII presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study segments.

Under this scenario, the intersections Temperance Avenue at Clinton Avenue, Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. • Temperance Avenue / Clinton Avenue
o Modify the eastbound through-right lane to a through lane; o Add an eastbound right-turn lane;
o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane;
o Modify the southbound through-right lane to a through lane; o Add a southbound right-turn lane; and
o Modify the traffic signal to accommodate the additional lanes. • Temperance Avenue / McKinley Avenue
o Modify the northbound right-turn lane to a through-right lane with a receiving lane north of McKinley Avenue;
o Modify the southbound right-turn lane to a through-right lane with a receiving lane south of McKinley Avenue; and
o Modify the traffic signal to accommodate the additional lanes.

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• Temperance Avenue / Olive Avenue
o Add a second northbound through lane with a receiving lane north of McKinley Avenue; o Modify the southbound right-turn lane to a through-right lane with a receiving lane south of McKinley Avenue; and
o Modify the traffic signal to accommodate the additional lanes. • Temperance Avenue / Belmont Avenue
o Add a second northbound through lane with a receiving lane north of Belmont Avenue; o Add a second southbound through lane with a receiving lane south of Belmont Avenue; and o Modify the traffic signal to accommodate the additional lanes.

Table VII: Cumulative Year 2046 plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak
Hour
PM (4 - 6) Peak
Hour
Average
Delay
(sec/veh)
LOS
Average
Delay
(sec/veh)
LOS
1 Temperance Avenue / Clinton Avenue Traffic Signal >120.0 F 30.3 C Traffic Signal (Improved) 52.7 D 22.1 C
2 Temperance Avenue / McKinley Avenue Traffic Signal 85.7 F 65.8 E Traffic Signal (Improved) 41.7 D 31.8 C
3 Project Driveway A / McKinley Avenue One-Way Stop 14.5 B 10.2 B 4 Project Driveway B / McKinley Avenue One-Way Stop 13.0 B 10.0 B 5 Temperance Avenue / Olive Avenue Traffic Signal 58.3 E 45.2 D Traffic Signal (Improved) 39.3 D 24.2 C
6 Temperance Avenue / Belmont Avenue Traffic Signal 90.0 F 43.7 D Traffic Signal (Improved) 29.3 C 22.0 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls.

LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street.

Under this scenario, the study segments of Temperance Avenue between Clinton Avenue and Olive Avenue are projected to exceed their LOS thresholds. It is recommended that the study segments of Temperance Avenue between Clinton Avenue and Olive Avenue be increased to a four-lane facility.

Table VIII: Cumulative Year 2046 plus Project Segment LOS Results ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Temperance Avenue Clinton Avenue and McKinley Avenue
2 15,571 2,011
E
1,929
E
4 B B
2 Temperance Avenue McKinley Avenue and Floradora Avenue 2 17,319 2,134
E
1,923
E
4 B B
3 Temperance Avenue Floradora Avenue and Olive Avenue
2 17,145 1,905
E
1,798
E
4 B B
Note: LOS = Level of Service per HCS7 software
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Project Only Trip Assignment to State Facilities
Figure 8 illustrates the Project Only Trips to State Route 180 at Fowler Avenue interchange. Similarly, Figure 9 illustrates the Project Only Trips to State Route 180 at Temperance Avenue.

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1. Temperance Ave &
Clinton Ave
4(0)
2(0)
6(0) 10(16) 12(0)
8(20) Temperance Ave Clinton Ave

2. Temperance Ave &
McKinley Ave
8(28)
14(10)
20(13)
22(16)4(19)
4(0)8(20) Temperance Ave
McKinley Ave

3. Project Driveway A &
McKinley Ave
16(54)
4(13)
11(8)
2(3)
45(31)5(2)
Project Drwy A
McKinley Ave

4. Project Driveway B &
McKinley Ave
4(13)
5(2)
2(3)
0(1)
11(8)1(1)
Project Drwy B
McKinley Ave

5. Temperance Ave &
Olive Ave
1(6)
2(9)
6(3)8(5) Temperance Ave Olive Ave

6. Temperance Ave &
Belmont Ave
0(2)
2(7)
2(1)6(4) Temperance Ave Belmont Ave
A. DeWolf Ave &
McKinley Ave
4(1)
2(2) 1(1)
1(3) DeWolf Ave
McKinley Ave
B. Leonard Ave &
McKinley Ave
2(2)
1(3) Leonard Ave
McKinley Ave
C. Fowler Ave &
Olive Ave
1(4)
2(1) 5(17) 0(2)
3(2)12(6) Fowler Ave Olive Ave
#
LEGEND
X
= STUDY INTERSECTION
= FAIR SHARE INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
= DAILY TRIPS
3 6
McKINLEY AVE DeWOLF AVE LEONARD AVE

CLINTON AVE LOCAN AVE

HARVEY AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
A B
C 5
4 180 ARMSTRONG AVE TEMPERANCE AVE [92]
[92]
[147][147]
[115][115]

BELMONT AVE
XX
(XX)
[XX]

I J L J L
tr P
JV Jv J
t t
JV
tr
I

JIB TRAFFIC
I

PROJECT SITE
004-233 - 05/13/25 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6502 - City of Fresno
Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics, and Controls Figure 7
N
Not To Scale

1. Temperance Ave &
Clinton Ave
63(71)
278(119)
96(91)
231(78)
313(95)
133(80)
88(100)
424(994)189(118)
119(79)960(542)181(64) Temperance Ave Clinton Ave

2. Temperance Ave &
McKinley Ave
7(149)
87(142)
43(142)
319(165)
57(68)
179(114)
132(68)
438(938)407(163)
166(30)950(507)206(139) Temperance Ave
McKinley Ave

3. Project Driveway A &
McKinley Ave
16(54)
623(251)
463(224)
2(3)
45(31)5(2)
Project Drwy A
McKinley Ave

4. Project Driveway B &
McKinley Ave
4(13)
624(240)
454(219)
0(1)
11(8)1(1)
Project Drwy B
McKinley Ave

5. Temperance Ave &
Olive Ave
217(217)
207(199)
39(17)
162(88)
269(115)
58(50)
41(21)
519(846)
82(89)
287(214)807(451)42(33) Temperance Ave Olive Ave

6. Temperance Ave &
Belmont Ave
149(123)
132(214)
48(67)
164(113)
201(139)
43(63)
70(24)
466(830)
27(50)
133(84)836(485)42(57) Temperance Ave Belmont Ave
A. DeWolf Ave &
McKinley Ave
48(99)
574(194)
6(7)
53(29)
402(190)
53(80)
30(10)
376(425)
37(25)
48(41)443(242)130(74) DeWolf Ave
McKinley Ave
B. Leonard Ave &
McKinley Ave
387(107)
354(159)
217(169)
126(99)
326(125)130(47) Leonard Ave
McKinley Ave
C. Fowler Ave &
Olive Ave
91(260)
113(189)
79(71)
544(383)
355(77)
26(42)
142(12)
627(723)230(520)
78(30)744(734)17(21) Fowler Ave Olive Ave
#
LEGEND
XX
(XX)
X 8(7) 1(1) 6(7)
= STUDY INTERSECTION
= FAIR SHARE INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
[XX] = DAILY TRIPS
3 6
McKINLEY AVE DeWOLF AVE LEONARD AVE

CLINTON AVE LOCAN AVE

HARVEY AVE

OLIVE AVE

FLORADORA AVE

PROJECT SITE
2 1 FOWLER AVE
A B
C 5
4 180 ARMSTRONG AVE TEMPERANCE AVE [7739]
[7832]
[8602][8717]
[8482][8663]

BELMONT AVE
J.E
8 8
hfffr
J L
8 8 18 8
I

JIB TRAFFIC
8 I
004-233 - 05/14/25 - DCC

BELMONT AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6502 - City of Fresno
State Route 180 at Fowler Ave
Figure 8
180
N
Not To Scale
LEGEND
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX) FOWLER AVE

OLIVE AVE

FLORADORA AVE

HARVEY AVE
0(0)
14(7)
5(19) 2(1) 1(3)
0(0)
4(16)
0(0)
0(0)
12(6)
4(16)
12(6)
0(0)
0(0)

JLB TRAFFIC
004-233 - 05/14/25 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6502 - City of Fresno
State Route 180 at Temperance Ave
Figure 9

TULARE ST
N
Not To Scale
LEGEND
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)
180 TEMPERANCE AVE

KINGS CANYON RD
0(0) 0(0)
0(0)
0(0)
0(0)
1(0)
0(0) 0(0)
0(1)
6(4)2(7)
5(4)
2(6)
1(0) 0(1)
0(0) 0(0)

JLB TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 32
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Queuing Analysis
Table IX provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix D contains the methodologies used to evaluate these intersections. Queuing analyses were completed using SimTraffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro manual, “the 50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile queue is the maximum back of queue with 95th percentile volumes” (Cubic ITS, Inc., 2023). The queues shown in Table IX are the 95th percentile queue lengths for the respective lane movements.

The California Highway Design Manual (CA HDM) provides guidance for determining deceleration lengths for the left-turn and right-turn lanes based on design speeds. According to the CA HDM, tapers for rightturn lanes are “usually unnecessary since main line traffic need not be shifted laterally to provide space for the right-turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane” (Caltrans, 2021). Therefore, a bay taper length pursuant to the CA HDM would need to be added, as necessary, to the recommended storage lengths presented in Table IX.

The storage capacity for the cumulative year scenarios shall be based on the SimTraffic output files and engineering judgment. The values in bold presented in Table IX are the projected queue lengths that will likely need to be accommodated by the cumulative year 2046. At the remaining approaches of the study intersections, the existing storage capacity will be sufficient to accommodate the maximum queue.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 33
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Traffic Impact Analysis Report
May 28, 2025
Table IX: Queuing Analysis
ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project Cumulative Year 2046 plus Project

AM PM AM PM AM PM
1 Temperance Avenue
/
Clinton Ave
Eastbound Left 250 58 62 63 69 100 119
Eastbound Through * * * * * 321 121
Eastbound Through-Right >500 179 132 137 120 * *
Eastbound Right * * * * * 193 56
Westbound Left 200 165 73 132 65 328 114
Westbound Through * * * * * 466 74
Westbound Through-Right >500 143 84 156 84 * *
Westbound Right * * * * * 238 56
Northbound Left 250 98 75 99 63 148 111
Northbound Through >500 112 104 88 103 129 191
Northbound Through >500 108 115 86 114 143 204
Northbound Through >500 91 86 82 109 140 209
Northbound Right 150 57 55 65 44 134 139
Southbound Left 235 140 71 131 65 352 92
Southbound Through * * * * * 393 170
Southbound Through * * * * * 390 164
Southbound Through-Right >500 290 276 264 274 * *
Southbound Right * * * * * 200 40
2 Temperance Avenue
/
McKinley Avenue
Eastbound Left * * * * * 66 175
Eastbound Through * * * * * 205 132
Eastbound Right * * * * * 60 91
Westbound Left >300 57 64 127 76 251 171
Westbound Through * * * * * 207 85
Westbound Right 140 58 61 68 58 127 62
Northbound Left * * * * * 199 95
Northbound Through * * * * * 319 352
Northbound Through-Right >500 7 6 15 27 431 389
Southbound Left 160 65 77 76 90 270 172
Southbound Through * * * * * 465 189
Southbound Through-Right * * * * * 466 187
3 McKinley Avenue
/
Project Driveway A
Eastbound Left-Through * * * 8 20 54 33
Westbound Through-Right * * * 0 0 0 0
Southbound Left-Right * * * 49 43 45 41
Note: * = Does not exist or is not projected to exist
JI R Wl ENGINEERING, INC.TRAFFIC
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516 W. Shaw Ave., Ste. 103
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Traffic Impact Analysis Report
May 28, 2025
Table IX: Queuing Analysis (continued)
ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project Cumulative Year 2046 plus Project

AM PM AM PM AM PM
4 McKinley Avenue
/
Project Driveway B
Eastbound Left-Through * * * 8 12 0 18
Westbound Through-Right * * * 0 0 0 0
Southbound Left-Right * * * 37 26 31 32
5 Temperance Avenue
/
Olive Avenue
Eastbound Left * 93 125 100 177 180 301
Eastbound Through-Right * 126 139 149 144 178 241
Westbound Left * 104 100 115 99 135 121
Westbound Through-Right * 174 89 134 118 239 118
Northbound Left * 53 22 47 36 71 26
Northbound Through * * * * * 226 386
Northbound Through-Right * 222 320 203 324 255 423
Southbound Left * 28 52 27 41 68 61
Southbound Through * 206 150 178 141 390 149
Southbound Through-Right * * * * * 435 188
Southbound Right * 72 51 87 59 * *
6 Temperance Avenue
/
Belmont Avenue
Eastbound Left * 105 81 98 82 193 119
Eastbound Through * 81 157 83 126 207 203
Eastbound Right * 57 60 60 52 92 89
Westbound Left * 124 126 143 106 182 137
Westbound Through-Right * 174 141 145 138 239 178
Northbound Left * 51 32 49 32 98 38
Northbound Through * * * * * 178 233
Northbound Through-Right * 223 262 194 245 174 231
Southbound Left * 105 81 110 86 146 104
Southbound Through * * * * * 370 156
Southbound Through-Right * 297 193 269 204 385 193
Note: * = Does not exist or is not projected to exist
JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 35
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Project’s Pro-Rata Fair Share of Future Transportation Improvements The Project’s fair share percentage impact to the intersections as requested by the City or County is provided in Table X. The Project’s fair share percentage impacts were calculated using the Caltrans prorata fair share formula. The Project’s pro-rata fair shares were calculated utilizing the Existing, 2046 Project Only Trips and Cumulative Year 2046 plus Project volumes. Figure 2 illustrates the Existing traffic volumes, Figure 7 illustrates the 2046 Project Only Trips and Figure 8 illustrates the Cumulative Year 2046 plus Project traffic volumes. Considering these intersections are largely requiring improvements due to the new Terry Bradely Educational Center, the critical peak period for the study facilities was determined to be during the AM peak period. Therefore, the AM peak traffic volumes are utilized to determine the Project’s pro-rata fair share.

It is recommended that the Project contribute its equitable fair share as listed in Table X for the improvements necessary to return the intersection to an acceptable LOS. However, fair share contributions should only be made for those facilities or portion thereof not funded by the responsible agencies roadway impact fee program(s) or grant funding, as appropriate. For those improvements not presently covered by local and regional roadway impact fee programs or grant funding, it is recommended that the Project contribute its equitable fair share. Payment of the Project’s equitable fair share in addition to the local and regional impact fee programs would satisfy the Project’s traffic cumulative traffic impacts.

Table X: Project’s Fair Share
ID Intersection
Existing Traffic
Volumes
(AM Peak)
Cumulative Year 2046
plus Project Traffic
Volumes
(AM Peak)
Project
Only Trips
(AM Peak)
Project's Fair
Share (%)
A DeWolf Avenue /
McKinley Avenue 1,018 2,317 8 0.62%
B Leonard Avenue /
McKinley Avenue 637 1,657 3 0.29%
C Fowler Avenue /
Olive Avenue 1,845 3,082 23 1.86%
Note: Project Fair Share = ((Project Only Trips) / (Cumulative Year 2046 plus Project Traffic Volumes – Existing Traffic Volumes)) x 100 JI R
Wl ENGINEERING, INC.

TRAFFIC
www.JLBtraffic.com
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516 W. Shaw Ave., Ste. 103
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Traffic Impact Analysis Report
May 28, 2025
Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.

Existing Traffic Conditions
• JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) to obtain collision reports for the most recent five-year period. Based on a review of the collision reports, a total of fiftytwo (52) collisions were reported within the influence zone of the study intersections. After thorough review of the data contained within the collision reports for the five-year analysis period and considerations of current plans, no additional changes beyond signalization of the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are recommended to the study intersections as a result of collision activity. • At present, the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue exceed their LOS threshold during both peak periods. It is important to note that traffic signals are currently in the process of being designed or constructed for these intersections. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection.
o Temperance Avenue / Olive Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through lane;  Add a southbound right-turn lane; and
 Signalize the intersection with protective left-turn phasing in all directions. o Temperance Avenue / Belmont Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through lane to a through lane;  Add a westbound left-turn lane;
 Modify the westbound left-through lane to a through-right lane;  Remove right-turn lane;
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through-right lane; and  Signalize the intersection with protective left-turn phasing in all directions. • At present, all study segments operate at an acceptable LOS.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 37
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Traffic Impact Analysis Report
May 28, 2025
Existing plus Project Traffic Conditions
• JLB analyzed the location of the existing and proposed roadways and access points. A review of the existing and proposed roadways and access points indicates that they are located at points that minimize traffic operational impacts to existing and future roadway networks. However, it is recommended that the Project construct traffic calming measures at the intersections of Hornet Avenue at Peralta Way, Hornet Avenue at University Avenue and Hornet Avenue at Normal Avenue.

Traffic calming measures at these intersections can be included as mini-circles or bulb outs. • At buildout, the proposed Project is estimated to generate approximately 1,132 daily trips, 84 AM peak hour trips and 113 PM peak hour trips.
• It is recommended that the Project construct a Class II Bikeway along its frontage to McKinley Avenue and a Class I Bikeway along the its northern boundary.
• Under this scenario, the intersections of Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during both peak periods. It is important to note that traffic signals are currently in the process of being designed or constructed at these intersections. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection. o Temperance Avenue / Olive Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through lane;  Add a southbound right-turn lane; and
 Signalize the intersection with protective left-turn phasing in all directions. o Temperance Avenue / Belmont Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through lane to a through lane;  Add a westbound left-turn lane;
 Modify the westbound left-through lane to a through-right lane;  Remove right-turn lane;
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through-right lane; and  Signalize the intersection with protective left-turn phasing in all directions. • Under this scenario, all study segments are projected to continue operating at an acceptable LOS.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 38
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Cumulative Year 2046 plus Project Traffic Conditions
• Under this scenario, the intersections Temperance Avenue at Clinton Avenue, Temperance Avenue at McKinley Avenue, Temperance Avenue at Olive Avenue and Temperance Avenue at Belmont Avenue are projected to exceed their LOS threshold during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections.
o Temperance Avenue / Clinton Avenue
 Modify the eastbound through-right lane to a through lane;  Add an eastbound right-turn lane;
 Modify the westbound through-right lane to a through lane;  Add a westbound right-turn lane;
 Modify the southbound through-right lane to a through lane;  Add a southbound right-turn lane; and
 Modify the traffic signal to accommodate the additional lanes. o Temperance Avenue / McKinley Avenue
 Modify the northbound right-turn lane to a through-right lane with a receiving lane north of McKinley Avenue;
 Modify the southbound right-turn lane to a through-right lane with a receiving lane south of McKinley Avenue; and
 Modify the traffic signal to accommodate the additional lanes. o Temperance Avenue / Olive Avenue
 Add a second northbound through lane with a receiving lane north of McKinley Avenue;  Modify the southbound right-turn lane to a through-right lane with a receiving lane south of McKinley Avenue; and
 Modify the traffic signal to accommodate the additional lanes. o Temperance Avenue / Belmont Avenue
 Add a second northbound through lane with a receiving lane north of Belmont Avenue;  Add a second southbound through lane with a receiving lane south of Belmont Avenue; and  Modify the traffic signal to accommodate the additional lanes. • Under this scenario, the study segments of Temperance Avenue between Clinton Avenue and Olive Avenue are projected to exceed their LOS thresholds. It is recommended that the study segments of Temperance Avenue between Clinton Avenue and Olive Avenue be increased to a four-lane facility.

Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis.

JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 39
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
Study Participants
JLB Traffic Engineering, Inc. Personnel:

Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Project Engineer – Traffic Operations Christian Sanchez, EIT Project Engineer – Design
Adrian Benavides Engineer II
Derian Cervantes Engineer I
Diana Cortes Engineering Aide
Arjun Dhillon Engineering Aide
Dennis Wynn Sr. Engineering Technician
Persons Consulted:

Ernie Escobedo QK, Inc.

Matthew Daniel QK, Inc.

Jill Gormley, TE City of Fresno
Harmanjit Dhaliwal, PE City of Fresno
Sophia Pagoulatos City of Fresno
Hector Luna Fresno County
Brody Hines Fresno County
Dave Padilla Caltrans
Keyomi Jones Caltrans
Ravi Palakurthy LSA
Ambarish Mukherjee, PE, AICP LSA
JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 40
(559) 570-8991
Tract 6502 - City of Fresno
Traffic Impact Analysis Report
May 28, 2025
References
California Highway Motor Vehicles. Online. “Statewide Integrated Traffic Records System”. State of California.

Caltrans. 2019. "Highway Design Manual". Sacramento: State of California.

Caltrans. 2020. “Vehicle Miles Traveled-Focused Transportation Impact Study Guide”. Sacramento: State of California.

Caltrans. 2021. "California Manual on Uniform Traffic Control Devices". Sacramento: State of California.

City of Fresno. 2009. "Traffic Impact Study Guidelines". Fresno: City of Fresno.

City of Fresno. 2014. "Fresno General Plan". Fresno: City of Fresno.

City of Fresno. 2016. "City of Fresno Active Transportation Plan". Fresno: City of Fresno.

County of Fresno. 2000. “Fresno County General Plan”. Fresno: Fresno County.

County of Fresno. 2014. "Guidelines for The Preparation of Traffic Impact Studies Within the County of Fresno". Fresno: County of Fresno.

Cubic ITS, Inc. 2023. “ Synchro Studio 12 User Guide”. Sugar land: Traffic Ware, LLC. "Department of Transportation | FAX". 2021. Fresno.Gov. https://www.fresno.gov/transportation/fax/.

Institute of Transportation Engineers. 2021. "Trip Generation Manual 11th Edition". Washington: Institute of Transportation Engineers.

Transportation Research Board. 2016. "Highway Capacity Manual". Washington: The National Academy of Sciences.

JI R Wl ENGINEERING, INC.TRAFFIC
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516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | A
(559) 570-8991
Appendix A: Scope of Work
JI R Wl ENGINEERING, INC.TRAFFIC
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 1
[email protected] (559) 570-8991
December 12, 2024
Mrs. Jill Gormley
Assistant Public Works Director
City of Fresno
2600 Fresno Street
Fresno, CA 93727
Via Email Only: [email protected]
Subject: Proposed Scope of Work for the Preparation of a Traffic Impact Analysis and Vehicle Miles Traveled Analysis for Tract 6502 located at the Northeast Quadrant of Temperance Avenue and McKinley Avenue in the City of Fresno (JLB Project 004-233)
Dear Mrs. Gormley,
JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic Impact Analysis (TIA) and vehicle miles Traveled (VMT) Analysis for Tract 6502 (Project) located at the northeast quadrant of Temperance Avenue and McKinley Avenue in the City of Fresno. The Project proposes to develop the site with up to 122 Single Family Residential units and 1.32 acres for public trail purposes for a total of 23.56 net acres. Based on information provided to JLB, the Project is consistent with the city’s general plan. An aerial of the Project vicinity and Project Site Plan are shown in Exhibits A and B, respectively. While a Project Specific Select Zone Modeling is being prepared, JLB has prepared a trip distribution figure based on Traffic Engineering judgement. The Projects trip distribution to the proposed study intersections and segments is shown in Exhibit C.

The purpose of the TIA and VMT analysis is to evaluate the potential on-site and off-site traffic impacts, identify short-term roadway and circulation needs determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process. To evaluate the onsite and off-site traffic impacts of the proposed Project, JLB proposes the following Scope of Work.

Scope of Work
• JLB will request a Fresno Council of Governments (Fresno COG) traffic forecast model run for the Project (Select Zone Analysis) which will include the Project and the streets to be analyzed. The Fresno COG traffic forecasting model will be used to forecast total traffic volumes for the Cumulative Year 2046 scenario. Additionally the Project Select Zone will be used to fine tune the project only trips to the proposed study intersections and segments. • Onsite circulation will be reviewed, and recommendations will be provided. Particular attention will be paid to conflicting traffic movements, location of local roadways to the major streets and onsite vehicular ingress and egress routes.
• JLB will conduct a qualitative safe route to school evaluation from the Project site to the K-12 school(s) which would most likely serve the Project on opening day.

JI R TRAFFIC
`
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 2
[email protected] (559) 570-8991
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
• JLB will conduct a qualitative transit evaluation in the vicinity to the Project. • JLB will conduct a qualitative bikeways evaluation in the vicinity to the Project pursuant to the City of Fresno Active Transportation Plan.
• JLB will prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) Warrant 1 “8- hour” and Warrant 2 “4-hour” for existing unsignalized study intersections under the Existing scenario.
• JLB will prepare CA MUTCD Warrant 3 “Peak Hour” for unsignalized study intersections under all study scenarios.
• As appropriate, obtain recent or schedule and conduct new traffic counts for the study facilities. • JLB will perform a site visit to observe existing traffic conditions, especially during the AM and PM peak hours. Existing roadway conditions including intersection geometrics and traffic controls will be verified.
• Forecast trip distribution will be made based on the turn count information and knowledge of the existing and planned circulation network in the vicinity of the project. • JLB will evaluate existing and forecasted future levels of service (LOS) at the study intersections and segments. JLB will use HCM 7th or HCM 2000 methodologies (as appropriate) within Synchro to perform this analysis for the AM and PM peak hours. JLB will identify the causes of poor level of service and propose improvement measures (if any).
• JLB will prepare a five-year collision analysis based on the Statewide Integrated Traffic Reporting System (SWITRS) database for all existing study facilities. • JLB will prepare Project’s VMT based on output from the Fresno COG ABM or VMT Tool in conformance with the City’s VMT guidelines.

Study Scenarios

1. Existing Traffic Conditions with needed improvements (if any);

2. Existing plus Project Traffic Conditions with proposed improvement measures (if any);

3. Near Term plus Project Traffic Conditions with proposed improvement measures (if any);

4. Cumulative Year 2046 plus Project Traffic Conditions with proposed improvement measures (if any).

Weekday peak hours to be analyzed (Tuesday through Thursday only)

1. 7 - 9 AM peak hour

2. 4 - 6 PM peak hour
Study Intersections

1. Temperance Avenue / McKinley Avenue

2. DeWolf Avenue / McKinley Avenue

3. Leonard Avenue / McKinley Avenue

4. Temperance Avenue / Olive Avenue
Queuing analysis is included in the proposed Scope of Work for the study intersection(s) listed above under all study scenarios. This analysis will be utilized to recommend minimum storage lengths for leftturn and right-turn lanes at all study intersections.

JI R TRAFFIC
`
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 3
[email protected] (559) 570-8991
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
Segments Proposed to be analyzed

1. Temperance Avenue between Clinton Avenue and McKinley Avenue

2. Temperance Avenue between McKinley Avenue and Floradora Avenue

3. Temperance Avenue between Floradora Avenue and Olive Avenue Project Only Trip Assignment to State Facilities

1. SR 180 / Temperance Avenue
Project Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents the trip generation for the proposed Project with trip generation rates for Single-Family Detached Housing. At buildout, the proposed Project is estimated to generate approximately 1,150 daily trips, 85AM peak hour trips, and 115 PM peak hour trips.

Table I: Project Trip Generation
Note: d.u. = Dwelling Units, k.s.f. = Thousand Square Feet Near Term Projects to be Included
Based on our local knowledge of the study area and consultation with City of Fresno Planning & Development staff, JLB proposes to include near term projects in the vicinity of the proposed Project under the Near Term plus Project scenario. The near term projects proposed to be included in the Near Term scenario are:

Project Name General Location

1. TT 5498 NEC Church Avenue and Peach Avenue

2. TT 5638 NWC Church Avenue and Armstrong Avenue

3. TT 6201 (portion of) NEC Armstrong Avenue and Floradora Avenue

4. TT 6224 (portion of) SEQ Temperance Avenue and Shields Avenue

5. TT 6241 NWC Armstrong Avenue and Clinton Avenue

6. TT 6298 NEQ Armstrong Avenue and Belmont Avenue

7. TT 6299 SEC Armstrong Avenue and Belmont Avenue

8. Armstrong and Belmont Industrial NEC Armstrong Avenue and Belmont Avenue

9. Fancher Creek Town Center (portion of) SEQ Clovis Avenue and Belmont Avenue

10. Fowler-McKinley Elementary School NEC Fowler Avenue and McKinley Avenue

11. Lennar Homes NWC Fowler Avenue and Church Avenue

12. Mixed Use (portion of) SEC Fowler Avenue and Shields Avenue

13. Sunnyside Market NEQ Belmont Avenue and Temperance Avenue Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing
(210) 122 d.u. 9.43 1,150 0.70 26 74 22 63 85 0.94 63 37 72 43 115 Total Project Trips 1,150 22 63 85 72 43 115

JI R TRAFFIC
`
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 4
[email protected] (559) 570-8991
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
Other Near Term Projects the City, County or Caltrans has knowledge and for which it is anticipated that said project(s) is/are projected to be whole or partially built by the Near Term Project Year 2030. City, County and Caltrans as appropriate would provide JLB with project details such as a project description, location, proposed land uses with breakdowns and type of residential units and amount of square footages for non-residential uses.

The Scope of Work is based on our understanding of this Project and our experience with similar TIAs.

We kindly ask that you take a moment to review and provide input to the proposed Scope of Work by January 6, 2025. In the absence of comments, it will be assumed that the proposed Scope of Work is acceptable to the agency(ies) that have not submitted any comments. If you have any questions or require additional information or time, please contact me by phone at (559) 317-6249, or via email at [email protected].

Sincerely,
Jose Luis Benavides, PE, TE
President
c: Jill Gormley, T.E., City of Fresno
Sophia Pagoulatos, City of Fresno
Hector Luna, County of Fresno
Keyomi Jones, Caltrans
David Padilla, Caltrans
Matthew Arndt, EIT, JLB Traffic Engineering, Inc.

W:\01 Projects\004 Fresno\004-233 Blossom View TIA VMT\Draft Scope of Work\L20241212 Tract 6502 TIA & VMT DSOW.docx

JI R TRAFFIC
`
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 5
[email protected] (559) 570-8991
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
Exhibit A – Aerial
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516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 P a g e | 6
[email protected] (559) 570-8991
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
Exhibit B – Project Site Plan
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PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Mrs. Gormley
Tract 6502 TIA and VMT - Draft Scope of Work
December 12, 2024
Exhibit C
LEGEND
# = STUDY INTERSECTION
= STUDY SEGMENT
= FUTURE ROADWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
= DAILY PROJECT ONLY TRIPS
N
Not To Scale
5 1 3 42

PROJECT SITE

1. Temperance Ave &
McKinley Ave
25(17)
28(20)9(29)
10(32) Temperance Ave
McKinley Ave

2. Project Driveway &
McKinley Ave
19(61)
3(11)
53(37)10(6)
Project Driveway
McKinley Ave

3. DeWolf Ave &
McKinley Ave
10(6)
3(11) DeWolf Ave
McKinley Ave

4. Leonard Ave &
McKinley Ave
7(4)
3(2) 2(7)
1(4) Leonard Ave
McKinley Ave

5. Temperance Ave &
Olive Ave
5(15)
4(14)
13(9)12(8) Temperance Ave Olive Ave
[230]
[230]
[259][259]
XX
(XX)
[XX]

HARVEY AVE

BELMONT AVE

SHIELDS AVE

CLINTON AVE

MCKINLEY AVE

FLORADORA AVE

OLIVE AVE
I

JIB TRAFFIC

TULARE AVE

L J L J
P

ARMSTRONG AVE

TEMPERANCE AVE

LEONARD AVE
DeWOLF AVE

LOCAN AVE
“Provide a safe and reliable transportation network that serves all people and respects the environment.” DISTRICT 6 OFFICE
1352 WEST OLIVE AVENUE |P.O. BOX 12616 |FRESNO, CA 93778-2616 (559) 981-7284 | FAX (559) 488-4195 | TTY 711
www.dot.ca.gov
January 23, 2025
FRE-180-64.284
Tract 6502
Draft TIA and VMT Scope of Work
GTS #: https://ld-igr-gts.dot.ca.gov/district/6/report/34883

SENT VIA EMAIL
Mr. Jose Luis Benavides, P.E., T.E.

JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected]
Dear Mr. Benavides:

Caltrans has completed the review of Scope of Work for the Preparation of a Traffic Impact Analysis and Vehicle Miles Traveled Analysis for Tract 6502. The project proposes to develop the site with up to 122 Single Family Residential units and 1.32 acres for public trail purposes for a total of 23.56 net acres.

The project site is located at the northeast quadrant of Temperance Avenue and McKinley Avenue in the City of Fresno.

The mission of Caltrans is to provide a safe and reliable transportation network that serves all people and respects the environment. The Local Development Review (LDR) process reviews land use projects and plans through the lenses of our mission and state planning priorities of infill, conservation, and travel‐efficient development. To ensure a safe and efficient transportation system, we encourage early consultation and coordination with local jurisdictions and project proponents on all development projects that utilize the multimodal transportation network.

Caltrans provides the following comments consistent with the State’s smart mobility goals that support a vibrant economy and sustainable communities:

1. It is recommended the scope should include a trip trace for the intersections at the Temperance Avenue / State Route 180 interchange and at the Fowler Avenue / State Route 180 interchange.
“Alrone
California Department of Transportation 4
Caltrans
CALIFORNIA STATE TRANSPORTATION AGENCY GAVIN NEWSOM, GOVERNOR <HE GR_ Mr. Jose Luis Benavides – Tract 6502 Draft TIA and VMT Scope of Work January 23, 2025

Page 2 ends

“Provide a safe and reliable transportation network that serves all people and respects the environment.”

2. Alternative transportation policies should be applied to the development. An assessment of multi-modal facilities should be conducted to develop an integrated multi-modal transportation system to serve and help alleviate traffic congestion caused by the project and related development in this area of the County. The assessment should include the following:
a. Pedestrian walkways should link this Project to transit facilities, bicycle pathways and other walkways in the surrounding area.
b. Coordinating connections to local and regional bicycle pathways should be done to encourage further the use of bicycles for commuter and recreational purposes.
c. Transit service and bus stop accommodations should be extended to within ¼- mile of the Project site.

3. Based on Caltrans Vehicle Miles Traveled (VMT)-Focused Transportation Impact Study Guide, dated May 20, 2020, and effective as of July 1, 2020, Caltrans seeks to reduce single occupancy vehicle trips, provide a safe transportation system, reduce per capita VMT, increase accessibility to destinations via cycling, walking, carpooling, transit and reduce greenhouse gas (GHG) emissions. Caltrans recommends that the project proponent continue to work with the County to implement further improvements to reduce VMT and offer a variety of transportation modes for its employees.

If you have any other questions, please call or email: Keyomi Jones, Associate Transportation Planner at (559) 981-7284 or [email protected].

Sincerely,
Mr. Dave Padilla, Branch Chief,
Transportation Planning – North
1 Matt Arndt
From: Jill Gormley <[email protected]>
Sent: Monday, February 3, 2025 5:45 PM
To: Matt Arndt
Cc: Sophia Pagoulatos
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Hi MaƩ,
The scope of work should include the intersecƟons of Temperance/McKinley, Project Driveway/McKinley, and Temperance Olive. The scope does not need to include the intersecƟons of DeWolf/McKinley and Leonard/McKinley or the segment analyses.

Jill Gormley, TE
Assistant Director
Traffic & Engineering Services, Public Works Department 2600 Fresno Street, 4th Floor
Fresno, CA 93721-3623
Direct: (559) 621-8792
Main: (559) 621-8800
www.fresno.gov
Building a Better Fresno
From: Matt Arndt <[email protected]>
Sent: Monday, February 3, 2025 2:47 PM
To: Jill Gormley <[email protected]>
Cc: Sophia Pagoulatos <[email protected]>
Subject: RE: Tract 6502 Draft TIA and VMT scope of work External Email: Use caution with links and attachments
Hello,
Can you let me know if you have had a chance to review this DraŌ Scope of Work? Please let me know if you have any quesƟons?
Sincerely,

IN FRESNO
let’s uild Together!
2 Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Matt Arndt
Sent: Wednesday, January 22, 2025 11:24 AM
To: Jill Gormley <[email protected]>
Cc: Sophia Pagoulatos <[email protected]>
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Hello,
Just following up on this DraŌ Scope of Work to see if you had a chance review and whether you had any comments.

JI B TRAFFIC

JIB TRAFFIC
3 Cc: Matt Arndt <[email protected]>; Adrian Benavides <[email protected]> Subject: Tract 6502 Draft TIA and VMT scope of work
Hello,
AƩached you will find a DraŌ Scope of Work for the preparaƟon of a Traffic Impact Analysis for Tract 6502 (a SingleFamily ResidenƟal Project) located on the northeast quadrant of Temperance and McKinley in the City of Fresno.

We kindly ask that you take a moment to review and provide input to the proposed Scope of Work by January 6, 2025.

In the absence of comments, it will be assumed that the proposed Scope of Work is acceptable to the agency(ies) that have not submiƩed any comments. If you have any quesƟons or require addiƟonal informaƟon or Ɵme, please contact me by phone at 559-317-6249 or by email at [email protected]. Look forward to hearing back from you all soon.

Sincerely,
Jose Luis Benavides, P.E., T.E.

President
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Direct: (559) 317-6249
Main: (559) 570-8991
Cell: (559) 694-6000
Fax: (559) 317-6854
www.JLBtraffic.com

JLBTRAFFIC
1 Matt Arndt
From: Luna, Hector <[email protected]>
Sent: Tuesday, February 4, 2025 11:30 AM
To: Matt Arndt
Cc: Hines, Brody
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Good morning, Matt,
Given the proximity of Boris Elementary and SR 180 to the project site, the County requests an analysis of the following intersections, which are likely to experience increased traffic volume due to the proposed development:

Clinton Avenue and Temperance Avenue
Belmont Avenue and Temperance Avenue
Fowler Avenue and Olive Avenue
Regards,
Hector E. Luna| Senior Planner
Department of Public Works and Planning |
Water and Natural Resources Division
2220 Tulare St. 6th Floor Fresno, CA 93721
Main OƯice: (559) 600-4292 | Direct: (559) 600-9672
Email: [email protected]
Your input matters! Customer Service Survey
From: Matt Arndt <[email protected]>
Sent: Tuesday, February 4, 2025 10:27 AM
To: Luna, Hector <[email protected]>
Cc: Hines, Brody <[email protected]>
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Hello Hector,
Can you give me an ETA on these comments?
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) eCOU
1856.0
— PREP

JI B TRAFFIC
/~7 V
&
o.
2 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Luna, Hector <[email protected]>
Sent: Monday, February 3, 2025 4:25 PM
To: Matt Arndt <[email protected]>
Cc: Hines, Brody <[email protected]>
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Good afternoon, Matt,
Apologies for the delay, the County has been having internal discussions regarding this proposed development, however, I should have a response to you soon.

Please ensure to include Brody Hines on transportation related electronic communications.

Thank you.

JI B TRAFFIC
/~7 V
&
o.
3 Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Matt Arndt
Sent: Wednesday, January 22, 2025 11:24 AM
To: Luna, Hector <[email protected]>
Subject: RE: Tract 6502 Draft TIA and VMT scope of work Hello,
Just following up on this DraŌ Scope of Work to see if you had a chance review and whether you had any comments.

Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Jose Benavides <[email protected]>
Sent: Thursday, December 12, 2024 1:51 PM
To: Sophia Pagoulatos <[email protected]>; Jill Gormley <[email protected]>; Padilla, Dave@DOT <[email protected]>; Luna, Hector <[email protected]>; Jones, Keyomi L@DOT <[email protected]>
Cc: Matt Arndt <[email protected]>; Adrian Benavides <[email protected]> Subject: Tract 6502 Draft TIA and VMT scope of work
Hello,
AƩached you will find a DraŌ Scope of Work for the preparaƟon of a Traffic Impact Analysis for Tract 6502 (a SingleFamily ResidenƟal Project) located on the northeast quadrant of Temperance and McKinley in the City of Fresno.

JI B TRAFFIC
4 We kindly ask that you take a moment to review and provide input to the proposed Scope of Work by January 6, 2025.

Sincerely,
Jose Luis Benavides, P.E., T.E.

TRAFFIC
1 Matt Arndt
From: Luna, Hector <[email protected]>
Sent: Friday, February 14, 2025 11:22 AM
To: Matt Arndt
Cc: Jose Benavides; Hines, Brody
Subject: RE: Tract 6502 Updated Draft Scope of Work
Attachments: L20250214 Tract 6502 TIA & VMT DSOW.docx
Hello Matt,
The updated scope of work is acceptable.

Regards,
Hector E. Luna| Senior Planner
Department of Public Works and Planning |
Water and Natural Resources Division
2220 Tulare St. 6th Floor Fresno, CA 93721
Main OƯice: (559) 600-4292 | Direct: (559) 600-9672
Email: [email protected]
Your input matters! Customer Service Survey
From: Matt Arndt <[email protected]>
Sent: Friday, February 14, 2025 9:16 AM
To: Luna, Hector <[email protected]>
Cc: Jose Benavides <[email protected]>
Subject: Tract 6502 Updated Draft Scope of Work
Hello Hector,
AƩached to this email you will find an updated draŌ scope of work for Tract 6502. This DraŌ Scope of Work has been updated based on comments from the County of Fresno, the City of Fresno and Caltrans. Subsequent conversaƟons with the County of Fresno took place and resulted in the updated scope aƩached to this email. All edits to the original scope were made using track changes. Please review this updated scope to ensure that these updates correctly reflect the original comments and subsequent conversaƟons with the County of Fresno. If you have any quesƟons, please let me know. Otherwise, please let me know that the updated scope correctly addresses the County of Fresno’s comments.

Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) eCOU
1856.0
— PRL

JI B TRAFFIC
/66o
—
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www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | B
(559) 570-8991
Appendix B: Traffic Counts
JI R Wl ENGINEERING, INC.TRAFFIC
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 56 4 2 0 6 106 10 1 0 6 5 9 1 0 27 14 3 0 7:15 AM - 7:30 AM 0 18 69 16 4 3 24 99 12 1 0 10 13 6 1 0 26 31 11 1 7:30 AM - 7:45 AM 0 14 83 32 5 1 53 96 12 1 0 7 39 13 3 0 38 48 12 3 7:45 AM - 8:00 AM 1 18 107 46 1 2 37 94 3 1 0 5 44 16 3 0 33 46 35 1 8:00 AM - 8:15 AM 0 17 93 22 2 2 8 86 11 1 0 11 20 6 1 0 46 37 15 1 8:15 AM - 8:30 AM 0 9 77 11 2 0 4 87 8 1 0 5 13 4 0 0 22 14 6 0 8:30 AM - 8:45 AM 0 5 73 5 2 2 2 84 9 0 0 3 8 5 0 0 17 16 10 1 8:45 AM - 9:00 AM 0 8 59 7 4 0 2 72 5 1 0 1 2 8 2 0 9 9 4 1 TOTAL 1 96 617 143 22 10 136 724 70 7 0 48 144 67 11 0 218 215 96 8 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 14 122 25 4 1 9 92 7 4 0 8 23 21 1 0 15 24 25 1 4:15 PM - 4:30 PM 0 5 137 23 2 1 7 68 13 0 0 8 21 15 0 0 10 12 17 0 4:30 PM - 4:45 PM 1 6 103 16 1 4 6 90 3 1 0 8 37 17 0 0 19 15 17 4 4:45 PM - 5:00 PM 0 5 117 13 0 1 16 78 5 2 0 14 19 18 0 0 15 9 9 0 5:00 PM - 5:15 PM 0 4 120 16 4 1 5 84 5 1 0 15 23 17 0 0 12 6 15 0 5:15 PM - 5:30 PM 0 6 102 26 1 0 14 104 10 0 0 14 24 12 2 0 8 12 10 2 5:30 PM - 5:45 PM 0 9 101 25 0 0 11 84 5 0 0 11 26 13 0 0 15 14 7 0 5:45 PM - 6:00 PM 0 7 82 27 0 0 9 75 5 0 0 13 16 12 0 0 9 8 7 0 TOTAL 1 56 884 171 12 8 77 675 53 8 0 91 189 125 3 0 103 100 107 7 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 7:15 AM - 8:15 AM 1 67 352 116 12 8 122 375 38 4 0 33 116 41 8 0 143 162 73 6 4:00 PM - 5:00 PM 1 30 479 77 7 7 38 328 28 7 0 38 100 71 1 0 59 60 68 5 PHF Trucks PHF
AM 0.845 1.8% PM 28 328 38 7 0.92
PM 0.896 1.4% AM 38 375 122 8 0.838
PHF 0.843 0.731
AM PM
0 0 73 68
38 33 162 60
100 116 143 59
71 41 0 0
PM AM
PHF

0.829 0.73 PHF

0.779 1 67 352 116 AM

0.889 1 30 479 77 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Clinton Ave
Northbound Westbound
Clinton Ave
Temperance Ave
Temperance Ave
Turning Movement Report
Clinton Ave / Temperance Ave
Fresno
Tuesday, March 11, 2025 Clear

36.7722
-119.6640
(
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 1 0 0 0 0 1 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 4 0 0 0 0 0 0 0 4 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 2 0 0 0 0 0 0 0 5 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 1 0 0 0 0 0 0
TOTAL 0 0 0 8 0 0 0 0 1 1 0 15 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 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 1 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 1 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 1 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 1 0 2 0 0 0 0 0 0 0 1 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0 0 0 7 0 0 0 0 0 0 0 15 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 22 PM 0 0 0 1
PM Peak Total 0 2 AM 0 0 0 7 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
15 1
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Clinton Ave / Temperance Ave 36.7722
Fresno -119.6640
Tuesday, March 11, 2025 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
Temperance Ave
Clinton Ave Clinton Ave
Temperance Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
J l k
1P
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 58 21 7 0 23 117 0 0 0 0 0 0 0 0 10 0 12 1 7:15 AM - 7:30 AM 0 0 70 11 2 0 21 129 0 0 0 0 0 0 0 0 13 0 20 0 7:30 AM - 7:45 AM 0 0 88 13 5 2 41 114 0 4 0 0 0 0 0 0 23 0 33 1 7:45 AM - 8:00 AM 0 0 99 18 1 1 32 108 0 2 0 0 0 0 0 0 14 0 43 1 8:00 AM - 8:15 AM 0 0 100 13 1 3 22 110 0 2 0 0 0 0 0 0 11 0 29 1 8:15 AM - 8:30 AM 0 0 70 14 3 0 14 100 0 1 0 0 0 0 0 0 18 0 24 0 8:30 AM - 8:45 AM 0 0 73 6 3 1 10 96 0 0 0 0 0 0 0 0 16 0 10 1 8:45 AM - 9:00 AM 0 0 51 5 0 0 12 78 0 4 0 0 0 0 0 0 12 0 17 2 TOTAL 0 0 609 101 22 7 175 852 0 13 0 0 0 0 0 0 117 0 188 7 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 0 128 14 3 1 32 91 0 1 0 0 0 0 0 0 12 0 28 2 4:15 PM - 4:30 PM 0 0 136 8 1 2 25 59 0 0 0 0 0 0 0 0 13 0 21 0 4:30 PM - 4:45 PM 0 0 107 14 0 2 24 106 0 2 0 0 0 0 0 0 20 0 20 1 4:45 PM - 5:00 PM 0 0 124 21 0 2 21 86 0 2 0 0 0 0 0 0 10 0 18 1 5:00 PM - 5:15 PM 0 0 118 7 4 4 35 72 0 0 0 0 0 0 0 0 8 0 11 0 5:15 PM - 5:30 PM 0 0 121 9 1 3 28 81 0 0 0 0 0 0 0 0 11 0 15 0 5:30 PM - 5:45 PM 0 0 125 12 0 3 25 82 0 0 0 0 0 0 0 0 15 0 9 0 5:45 PM - 6:00 PM 0 0 101 14 2 2 22 79 0 0 0 0 0 0 0 0 7 0 10 0 TOTAL 0 0 960 99 11 19 212 656 0 5 0 0 0 0 0 0 96 0 132 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 7:15 AM - 8:15 AM 0 0 357 55 9 6 116 461 0 8 0 0 0 0 0 0 61 0 125 3 4:00 PM - 5:00 PM 0 0 495 57 4 7 102 342 0 5 0 0 0 0 0 0 55 0 87 4 PHF Trucks PHF
AM 0.937 1.7% PM 0 342 102 7 0.854
PM 0.935 1.1% AM 0 461 116 6 0.928
PHF ##### #####
AM PM
0 0 125 87
0 0 0 0
0 0 61 55
0 0 0 0
PM AM
PHF

0.816 0.888 PHF

0.88 0 0 357 55 AM

0.952 0 0 495 57 PM
Turning Movement Report
McKinley Ave / Temperance Ave
Fresno
Tuesday, March 11, 2025 Clear

36.7649
-119.6641

Page 1 of 3 ends

McKinley Ave
Northbound Westbound
Temperance Ave
Temperance Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
(
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 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 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 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 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 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 0 0 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 7:15 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 0 0 0
PM Peak Total 0 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
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
Temperance Ave
McKinley Ave
Temperance 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
McKinley Ave / Temperance Ave 36.7649
Fresno -119.6641
Tuesday, March 11, 2025 Clear
J l k
1P
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 60 11 2 0 2 79 40 0 0 12 10 0 1 0 29 39 1 2 7:15 AM - 7:30 AM 0 6 55 22 2 0 1 82 20 0 0 16 30 6 0 0 38 53 6 0 7:30 AM - 7:45 AM 0 7 73 10 6 0 2 73 48 1 0 18 49 15 0 0 26 62 5 0 7:45 AM - 8:00 AM 0 8 74 18 3 0 0 77 33 2 0 29 57 6 4 0 23 54 8 1 8:00 AM - 8:15 AM 0 2 66 17 3 0 4 72 33 1 0 31 54 2 8 0 28 60 2 2 8:15 AM - 8:30 AM 0 1 64 10 3 0 5 70 35 1 0 14 21 4 3 0 26 48 5 0 8:30 AM - 8:45 AM 0 0 55 14 2 0 1 76 29 0 0 10 14 1 1 0 24 71 3 2 8:45 AM - 9:00 AM 0 2 45 10 1 0 1 58 25 3 0 12 21 1 0 0 26 23 2 3 TOTAL 0 28 492 112 22 0 16 587 263 8 0 142 256 35 17 0 220 410 32 10 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 1 92 20 1 0 4 56 32 2 0 45 42 1 5 0 9 24 5 0 4:15 PM - 4:30 PM 0 2 86 20 0 0 5 54 16 1 0 45 34 2 1 0 14 33 3 2 4:30 PM - 4:45 PM 0 5 81 18 0 0 3 82 30 2 0 35 45 2 0 0 18 25 2 1 4:45 PM - 5:00 PM 0 3 89 17 0 0 4 72 23 3 0 50 47 1 0 0 16 30 2 1 5:00 PM - 5:15 PM 0 2 82 26 1 0 5 55 16 0 0 31 54 6 3 0 18 20 4 0 5:15 PM - 5:30 PM 0 2 91 22 0 0 3 62 20 0 0 34 54 4 1 0 17 23 3 0 5:30 PM - 5:45 PM 0 2 84 21 1 0 5 71 24 0 0 46 38 0 0 0 25 30 1 0 5:45 PM - 6:00 PM 0 4 81 23 1 0 5 59 22 0 0 25 40 4 1 0 17 38 2 2 TOTAL 0 21 686 167 4 0 34 511 183 8 0 311 354 20 11 0 134 223 22 6 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 7:15 AM - 8:15 AM 0 23 268 67 14 0 7 304 134 4 0 94 190 29 12 0 115 229 21 3 4:45 PM - 5:45 PM 0 9 346 86 2 0 17 260 83 3 0 161 193 11 4 0 76 103 10 1 PHF Trucks PHF
AM 0.954 2.2% PM 83 260 17 0 0.9
PM 0.957 0.7% AM 134 304 7 0 0.904
PHF 0.931 0.851
AM PM
0 0 21 10
161 94 229 103
193 190 115 76
11 29 0 0
PM AM
PHF

0.941 0.844 PHF

0.895 0 23 268 67 AM

0.959 0 9 346 86 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Olive Ave
Northbound Westbound
Olive Ave
Temperance Ave
Temperance Ave
Turning Movement Report
Olive Ave / Temperance Ave
Fresno
Tuesday, March 11, 2025 Clear

36.7575
-119.6640
(
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 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 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 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 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 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 0 0 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 7:15 AM - 8:15 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 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 0 0 0
PM Peak Total 0 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Olive Ave / Temperance Ave 36.7575
Fresno -119.6640
Tuesday, March 11, 2025 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
Temperance Ave
Olive Ave Olive Ave
Temperance Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
J l k
1P
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 1 41 5 1 0 3 115 3 0 0 15 19 3 2 0 17 28 11 4 7:15 AM - 7:30 AM 0 5 54 5 2 0 6 99 4 0 0 18 22 13 4 0 39 38 10 2 7:30 AM - 7:45 AM 0 10 66 10 3 0 5 90 6 1 0 17 30 10 3 0 40 45 17 4 7:45 AM - 8:00 AM 0 22 59 4 3 0 7 84 10 2 0 27 25 6 3 0 29 39 7 1 8:00 AM - 8:15 AM 0 1 70 7 2 0 16 104 12 3 0 13 30 6 6 0 34 28 6 1 8:15 AM - 8:30 AM 0 2 52 7 3 0 14 84 7 4 0 15 18 7 2 0 16 10 8 2 8:30 AM - 8:45 AM 0 6 56 8 3 0 8 73 14 2 0 10 16 3 0 0 13 17 6 3 8:45 AM - 9:00 AM 0 1 39 11 1 0 11 68 5 7 0 6 27 4 3 0 17 22 10 2 TOTAL 0 48 437 57 18 0 70 717 61 19 0 121 187 52 23 0 205 227 75 19 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 3 79 11 1 0 14 58 9 1 0 16 38 6 1 0 30 28 21 1 4:15 PM - 4:30 PM 0 3 90 11 0 0 14 56 2 4 0 10 34 5 0 0 34 30 7 2 4:30 PM - 4:45 PM 0 3 81 12 1 0 11 75 8 1 0 9 43 13 1 0 29 19 16 0 4:45 PM - 5:00 PM 0 2 100 11 0 0 13 80 2 4 0 14 41 6 1 0 14 24 13 0 5:00 PM - 5:15 PM 0 2 79 11 0 0 18 53 8 0 0 15 29 7 3 0 22 21 8 2 5:15 PM - 5:30 PM 0 1 96 10 1 0 11 68 7 0 0 22 40 7 1 0 16 23 14 0 5:30 PM - 5:45 PM 0 4 71 15 0 0 16 84 9 0 0 9 36 5 1 0 22 19 9 1 5:45 PM - 6:00 PM 0 3 66 14 0 0 13 54 12 2 0 18 21 4 0 0 20 18 14 1 TOTAL 0 21 662 95 3 0 110 528 57 12 0 113 282 53 8 0 187 182 102 7 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 7:15 AM - 8:15 AM 0 38 249 26 10 0 34 377 32 6 0 75 107 35 16 0 142 150 40 8 4:00 PM - 5:00 PM 0 11 350 45 2 0 52 269 21 10 0 49 156 30 3 0 107 101 57 3 PHF Trucks PHF
AM 0.943 3.1% PM 21 269 52 0 0.9
PM 0.975 1.4% AM 32 377 34 0 0.839
PHF 0.904 0.935
AM PM
0 0 40 57
49 75 150 101
156 107 142 107
30 35 0 0
PM AM
PHF

0.814 0.839 PHF

0.91 0 38 249 26 AM

0.898 0 11 350 45 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Belmont Ave
Northbound Westbound
Belmont Ave
Temperance Ave
Temperance Ave
Turning Movement Report
Belmont Ave / Temperance Ave
Fresno
Tuesday, March 11, 2025 Clear

36.7503
-119.6640
(
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 2 0 0 0 1 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 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 2 0 0 0 1 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 1
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 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Bikes Peds Peds <>
AM Peak Total 0 3 PM 0 0 0 0
PM Peak Total 0 1 AM 0 0 0 0 Peds <>
1 0
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
1 0
Peds <>
2 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Belmont Ave / Temperance Ave 36.7503
Fresno -119.6640
Tuesday, March 11, 2025 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
Temperance Ave
Belmont Ave Belmont Ave
Temperance Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
J l k
1P
Metro Traffic Data Inc.

North
A
File Name : DeWolf at McKinley
Site Code : 00000000
Start Date : 2/25/2025
Page No : 1
Groups Printed- Unshifted

DE WOLF
From North

MCKINLEY
From East

DE WOLF
From South

MCKINLEY
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 4 57 19 0 80 5 20 2 0 27 7 16 2 0 25 1 24 7 0 32 164 07:15 AM 4 88 28 0 120 7 20 4 0 31 2 40 3 0 45 2 35 5 0 42 238 07:30 AM 12 79 30 0 121 12 30 5 0 47 3 42 3 0 48 1 28 9 0 38 254 07:45 AM 6 72 22 0 100 11 36 5 0 52 0 68 7 0 75 3 27 14 0 44 271 Total 26 296 99 0 421 35 106 16 0 157 12 166 15 0 193 7 114 35 0 156 927 08:00 AM 11 72 11 0 94 14 30 3 0 47 2 72 5 0 79 0 22 13 0 35 255 08:15 AM 7 60 9 0 76 5 12 2 0 19 2 30 0 0 32 2 16 8 0 26 153 08:30 AM 6 74 7 0 87 2 15 3 0 20 0 13 0 0 13 1 7 3 0 11 131 08:45 AM 10 39 6 0 55 4 17 4 0 25 3 13 1 0 17 1 11 1 0 13 110 Total 34 245 33 0 312 25 74 12 0 111 7 128 6 0 141 4 56 25 0 85 649 *** BREAK ***
04:00 PM 8 20 8 0 36 18 18 7 0 43 3 46 0 0 49 2 21 8 0 31 159 04:15 PM 4 24 4 0 32 25 24 4 0 53 2 52 1 0 55 2 22 6 0 30 170 04:30 PM 5 38 13 0 56 21 18 2 0 41 4 33 2 0 39 4 25 10 0 39 175 04:45 PM 3 26 13 0 42 24 16 6 0 46 2 46 2 0 50 3 14 11 0 28 166 Total 20 108 38 0 166 88 76 19 0 183 11 177 5 0 193 11 82 35 0 128 670 05:00 PM 5 38 7 0 50 14 23 4 0 41 2 48 1 0 51 3 28 12 0 43 185 05:15 PM 13 37 12 0 62 20 18 1 0 39 2 57 1 0 60 1 25 3 0 29 190 05:30 PM 3 38 11 0 52 19 16 6 0 41 6 49 1 0 56 0 15 13 0 28 177 05:45 PM 6 32 9 0 47 20 20 0 0 40 3 47 1 0 51 0 10 4 0 14 152 Total 27 145 39 0 211 73 77 11 0 161 13 201 4 0 218 4 78 32 0 114 704 Grand Total 107 794 209 0 1110 221 333 58 0 612 43 672 30 0 745 26 330 127 0 483 2950 Apprch % 9.6 71.5 18.8 0 36.1 54.4 9.5 0 5.8 90.2 4 0 5.4 68.3 26.3 0 Total % 3.6 26.9 7.1 0 37.6 7.5 11.3 2 0 20.7 1.5 22.8 1 0 25.3 0.9 11.2 4.3 0 16.4 JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : DeWolf at McKinley
Site Code : 00000000
Start Date : 2/25/2025
Page No : 2

DE WOLF
From North

MCKINLEY
From East

DE WOLF
From South

MCKINLEY
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 12:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 4 88 28 0 120 7 20 4 0 31 2 40 3 0 45 2 35 5 0 42 238 07:30 AM 12 79 30 0 121 12 30 5 0 47 3 42 3 0 48 1 28 9 0 38 254 07:45 AM 6 72 22 0 100 11 36 5 0 52 0 68 7 0 75 3 27 14 0 44 271 08:00 AM 11 72 11 0 94 14 30 3 0 47 2 72 5 0 79 0 22 13 0 35 255 Total Volume 33 311 91 0 435 44 116 17 0 177 7 222 18 0 247 6 112 41 0 159 1018 % App. Total 7.6 71.5 20.9 0 24.9 65.5 9.6 0 2.8 89.9 7.3 0 3.8 70.4 25.8 0 PHF .688 .884 .758 .000 .899 .786 .806 .850 .000 .851 .583 .771 .643 .000 .782 .500 .800 .732 .000 .903 .939

DE WOLF

MCKINLEY

DE WOLF
Right
33 Thru
311
Left
91 Peds
0 Out In Total
307 435 742
Right
44 Thru
116
Left
17 Peds
0 Out Total In
210 177 387
Left
18 Thru
222
Right
7 Peds
0 Out In Total
334 247 581
Left
41 Thru
112
Right
6 Peds
0 Total Out In
167 159 326
Peak Hour Begins at 07:15 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
T T
[ ] [ ] [
1 + n
— —
[ i [ ] [
i
i
J l
i
i
—
♦
—
L
File Name : DeWolf at McKinley
Site Code : 00000000
Start Date : 2/25/2025
Page No : 3

DE WOLF
From North

MCKINLEY
From East

DE WOLF
From South

MCKINLEY
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:15 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 3 26 13 0 42 24 16 6 0 46 2 46 2 0 50 3 14 11 0 28 166 05:00 PM 5 38 7 0 50 14 23 4 0 41 2 48 1 0 51 3 28 12 0 43 185 05:15 PM 13 37 12 0 62 20 18 1 0 39 2 57 1 0 60 1 25 3 0 29 190 05:30 PM 3 38 11 0 52 19 16 6 0 41 6 49 1 0 56 0 15 13 0 28 177 Total Volume 24 139 43 0 206 77 73 17 0 167 12 200 5 0 217 7 82 39 0 128 718 % App. Total 11.7 67.5 20.9 0 46.1 43.7 10.2 0 5.5 92.2 2.3 0 5.5 64.1 30.5 0 PHF .462 .914 .827 .000 .831 .802 .793 .708 .000 .908 .500 .877 .625 .000 .904 .583 .732 .750 .000 .744 .945

DE WOLF

MCKINLEY

DE WOLF
Right
24 Thru
139
Left
43 Peds
0 Out In Total
316 206 522
Right
77 Thru
73 Left
17 Peds
0 Out Total In
137 167 304
Left
5 Thru
200
Right
12 Peds
0 Out In Total
163 217 380
Left
39 Thru
82 Right
7 Peds
0 Total Out In
102 128 230
Peak Hour Begins at 04:45 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
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Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 18 0 20 0 0 18 24 0 4 0 0 13 15 7 7:15 AM - 7:30 AM 0 0 0 0 0 0 34 0 31 2 0 27 38 0 2 0 0 20 37 0 7:30 AM - 7:45 AM 0 0 0 0 0 0 36 0 36 2 0 19 50 0 2 0 0 28 28 2 7:45 AM - 8:00 AM 0 0 0 0 0 0 19 0 33 0 0 9 25 0 1 0 0 22 10 3 8:00 AM - 8:15 AM 0 0 0 0 0 0 14 0 16 2 0 6 22 0 0 0 0 21 11 0 8:15 AM - 8:30 AM 0 0 0 0 0 0 11 0 17 0 0 5 17 0 0 0 0 20 6 0 8:30 AM - 8:45 AM 0 0 0 0 0 0 6 0 9 0 0 5 18 0 0 0 0 9 5 1 8:45 AM - 9:00 AM 0 0 0 0 0 0 4 0 13 0 0 5 12 0 0 0 0 17 4 1 TOTAL 0 0 0 0 0 0 142 0 175 6 0 94 206 0 9 0 0 150 116 14 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 0 0 8 0 13 0 0 11 19 0 0 0 0 23 15 2 4:15 PM - 4:30 PM 0 0 0 0 0 0 1 0 5 0 0 10 27 0 0 0 0 25 24 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 6 0 15 1 0 14 25 0 0 0 0 26 23 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 10 0 7 0 0 12 23 0 2 0 0 26 29 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 10 0 12 1 0 7 22 0 0 0 0 24 18 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 13 0 18 0 0 12 19 0 1 0 0 28 18 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 12 0 16 0 0 8 20 0 1 0 0 23 14 1 5:45 PM - 6:00 PM 0 0 0 0 0 0 6 0 11 0 0 8 14 0 0 0 0 30 21 0 TOTAL 0 0 0 0 0 0 66 0 97 2 0 82 169 0 4 0 0 205 162 3
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 7:00 AM - 8:00 AM 0 0 0 0 0 0 107 0 120 4 0 73 137 0 9 0 0 83 90 12 4:30 PM - 5:30 PM 0 0 0 0 0 0 39 0 52 2 0 45 89 0 3 0 0 104 88 0 PHF Trucks PHF
AM 0.774 4.1% PM 52 0 39 0 0.734
PM 0.956 1.2% AM 120 0 107 0 0.788
PHF 0.859 0.761
AM PM
0 0 90 88
45 73 83 104
89 137 0 0
0 0 0 0
PM AM
PHF

0.759 0.873 PHF
##### 0 0 0 0 AM
##### 0 0 0 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

McKinley Ave
Northbound Westbound
McKinley Ave
Leonard Ave
Turning Movement Report
McKinley Ave @ Leonard Ave
Fresno
Tuesday, March 1, 2022 Clear

36.7648
-119.6369
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 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 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 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 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 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 0 0 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 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 0 0 0
PM Peak Total 0 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
McKinley Ave @ Leonard Ave 36.7648
Fresno -119.6369
Tuesday, March 1, 2022 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
Leonard Ave
McKinley Ave McKinley Ave
0 Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
J l k
1P
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 6 84 28 11 0 2 100 3 5 0 4 9 3 0 0 104 30 0 4 7:15 AM - 7:30 AM 0 28 93 32 6 0 1 96 6 2 0 7 14 20 2 0 90 53 1 1 7:30 AM - 7:45 AM 0 41 85 46 2 0 0 83 3 6 0 21 24 21 2 0 82 82 5 1 7:45 AM - 8:00 AM 0 36 86 44 5 0 0 90 7 1 0 9 9 10 0 0 91 89 3 5 8:00 AM - 8:15 AM 0 21 84 34 5 0 4 84 7 4 0 6 34 16 1 0 80 65 2 3 8:15 AM - 8:30 AM 0 5 89 29 5 0 1 99 5 3 0 6 8 14 1 0 106 30 1 1 8:30 AM - 8:45 AM 0 6 107 30 4 0 2 84 2 2 0 11 6 3 1 0 83 24 2 3 8:45 AM - 9:00 AM 0 1 96 34 1 0 2 106 2 2 0 4 8 4 0 0 97 18 3 1 TOTAL 0 144 724 277 39 0 12 742 35 25 0 68 112 91 7 0 733 391 17 19 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 2 96 82 1 0 3 102 3 1 0 46 30 7 2 0 80 11 3 4 4:15 PM - 4:30 PM 0 1 106 109 0 0 4 103 1 1 0 27 27 5 1 0 63 10 3 0 4:30 PM - 4:45 PM 0 1 97 80 2 0 3 91 2 1 0 42 42 21 0 0 65 14 12 2 4:45 PM - 5:00 PM 0 0 89 87 2 0 2 87 2 2 0 56 40 17 0 0 71 15 3 3 5:00 PM - 5:15 PM 0 3 93 68 2 0 6 96 1 0 0 41 50 6 1 0 62 13 2 0 5:15 PM - 5:30 PM 0 0 99 81 3 0 4 106 2 2 0 45 44 9 0 0 53 13 3 0 5:30 PM - 5:45 PM 0 4 96 78 2 0 1 90 3 2 0 30 28 4 0 0 71 12 3 3 5:45 PM - 6:00 PM 0 2 94 61 2 0 3 71 4 0 0 25 25 1 0 0 68 15 5 1 TOTAL 0 13 770 646 14 0 26 746 18 9 0 312 286 70 4 0 533 103 34 13 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 7:15 AM - 8:15 AM 0 126 348 156 18 0 5 353 23 13 0 43 81 67 5 0 343 289 11 10 4:00 PM - 5:00 PM 0 4 388 358 5 0 12 383 8 5 0 171 139 50 3 0 279 50 21 9 PHF Trucks PHF
AM 0.936 2.5% PM 8 383 12 0 0.933
PM 0.991 1.2% AM 23 353 5 0 0.925
PHF 0.796 0.723
AM PM
0 0 11 21
171 43 289 50
139 81 343 279
50 67 0 0
PM AM
PHF

0.878 0.931 PHF

0.916 0 126 348 156 AM

0.868 0 4 388 358 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Olive Ave
Northbound Westbound
Olive Ave
Fowler Ave
Fowler Ave
Turning Movement Report
Olive Ave / Fowler Ave
Fresno
Tuesday, March 11, 2025 Clear

36.7574
-119.6822
(
-
4ILU
North
Q1r
Metro Traffic Data Inc.

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

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

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 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 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 1 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 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 1 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 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 1 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 1 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 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 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 1 0 PM 0 0 0 0
PM Peak Total 1 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
1 0 1 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Olive Ave / Fowler Ave 36.7574
Fresno -119.6822
Tuesday, March 11, 2025 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
Fowler Ave
Olive Ave Olive Ave
Fowler Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
J l k
1P
Metro Traffic Data Inc.

North
A
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 8 20 14 9 51 11 11 11 9 42 93
1:00 AM 7 6 5 6 24 2 5 5 2 14 38
2:00 AM 2 5 7 2 16 2 3 9 5 19 35
3:00 AM 4 2 2 5 13 9 8 16 17 50 63
4:00 AM 1 7 6 5 19 10 18 31 28 87 106
5:00 AM 8 15 17 24 64 43 43 58 52 196 260
6:00 AM 29 37 59 62 187 65 83 118 136 402 589
7:00 AM 70 90 123 143 426 140 150 157 141 588 1014
8:00 AM 132 94 84 68 378 135 114 107 90 446 824
9:00 AM 62 57 59 70 248 64 68 79 75 286 534
10:00 AM 60 54 65 70 249 61 66 58 74 259 508
11:00 AM 62 77 73 75 287 79 78 88 79 324 611
12:00 PM 81 72 74 75 302 89 80 73 89 331 633
1:00 PM 74 76 81 87 318 75 64 64 84 287 605
2:00 PM 108 124 146 137 515 60 65 91 107 323 838
3:00 PM 116 140 122 145 523 116 125 106 108 455 978
4:00 PM 157 159 129 144 589 124 86 132 109 451 1040
5:00 PM 133 139 137 113 522 111 112 110 103 436 958
6:00 PM 104 102 95 92 393 77 80 75 71 303 696
7:00 PM 75 93 83 80 331 76 58 52 53 239 570
8:00 PM 76 69 69 58 272 56 54 42 46 198 470
9:00 PM 46 44 42 37 169 50 48 35 29 162 331
10:00 PM 32 33 37 40 142 22 19 17 19 77 219
11:00 PM 20 19 27 15 81 16 10 12 13 51 132
6119 6026
AM% 38.5% AM Peak 1071 7:15 am to 8:15 am AM P.H.F. 0.94 PM% 61.5% PM Peak 1040 4:00 pm to 5:00 pm PM P.H.F. 0.93 24 Hour Count Report
Temperance Ave 36.7652727
btwn Clinton Ave / McKinley Ave
Tuesday, March 11, 2025 Clear
-119.6640783
3 Northbound Southbound Hourly
Totals
Total 50.4% 49.6%
12145
0 100
200
300
400
500
600
700
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

Y Y Y s s $ s
48 89 KV $*
6%
g
6% ,9 0 84%69
„88 ,9 4%
483
4%
*
(9
*
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 8 21 14 10 53 11 14 9 6 40 93
1:00 AM 8 7 4 7 26 3 6 5 2 16 42
2:00 AM 2 5 8 3 18 4 3 8 5 20 38
3:00 AM 3 2 1 6 12 12 11 17 17 57 69
4:00 AM 2 8 6 6 22 12 21 33 34 100 122
5:00 AM 5 16 16 24 61 45 46 64 55 210 271
6:00 AM 28 46 53 61 188 67 89 121 129 406 594
7:00 AM 79 81 101 117 378 127 142 137 122 528 906
8:00 AM 113 84 79 56 332 121 118 112 90 441 773
9:00 AM 59 63 66 66 254 65 71 79 80 295 549
10:00 AM 62 50 64 64 240 65 63 67 78 273 513
11:00 AM 58 69 68 74 269 84 78 79 87 328 597
12:00 PM 85 66 77 76 304 90 77 77 86 330 634
1:00 PM 71 78 75 95 319 78 63 68 83 292 611
2:00 PM 100 117 135 122 474 65 60 95 94 314 788
3:00 PM 119 136 105 139 499 108 117 117 98 440 939
4:00 PM 142 144 121 145 552 103 72 126 96 397 949
5:00 PM 125 130 137 115 507 80 92 97 86 355 862
6:00 PM 98 102 88 89 377 68 75 69 65 277 654
7:00 PM 69 92 76 84 321 64 53 52 49 218 539
8:00 PM 80 65 72 58 275 50 50 40 44 184 459
9:00 PM 50 44 49 38 181 39 45 33 24 141 322
10:00 PM 31 34 40 45 150 20 15 19 16 70 220
11:00 PM 21 19 26 17 83 14 11 11 12 48 131
5895 5780
AM% 39.1% AM Peak 934 7:15 am to 8:15 am AM P.H.F. 0.98 PM% 60.9% PM Peak 957 3:15 pm to 4:15 pm PM P.H.F. 0.95 24 Hour Count Report
Temperance Ave 36.7645931
btwn McKinley Ave / Floradora Ave
Tuesday, March 11, 2025 Clear
-119.6640791
2 Northbound Southbound Hourly
Totals
Total 50.5% 49.5%
11675
0 100
200
300
400
500
600
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

Y Y Y s s $ s
48 ,9 89
6% 4%69 ,9 6%4%
483
4%
*
(9 (9
*
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 10 21 13 10 54 11 14 7 7 39 93
1:00 AM 8 7 5 7 27 4 4 7 2 17 44
2:00 AM 4 4 9 2 19 4 3 8 2 17 36
3:00 AM 3 2 1 6 12 11 13 17 18 59 71
4:00 AM 2 7 6 5 20 13 18 33 39 103 123
5:00 AM 5 17 16 24 62 44 45 61 61 211 273
6:00 AM 28 50 52 68 198 67 86 115 122 390 588
7:00 AM 73 77 96 111 357 121 103 123 110 457 814
8:00 AM 99 83 68 59 309 109 110 106 84 409 718
9:00 AM 55 68 59 66 248 64 75 68 83 290 538
10:00 AM 58 53 66 58 235 63 63 67 71 264 499
11:00 AM 58 63 75 71 267 91 79 78 79 327 594
12:00 PM 80 67 77 72 296 90 76 79 82 327 623
1:00 PM 73 76 80 93 322 81 55 70 86 292 614
2:00 PM 100 121 124 123 468 68 60 88 88 304 772
3:00 PM 120 127 104 134 485 99 111 97 103 410 895
4:00 PM 142 134 118 141 535 92 75 115 99 381 916
5:00 PM 117 128 131 108 484 76 85 100 86 347 831
6:00 PM 105 101 88 88 382 67 70 69 59 265 647
7:00 PM 69 88 75 77 309 62 51 52 55 220 529
8:00 PM 82 64 73 57 276 47 53 44 43 187 463
9:00 PM 47 47 47 34 175 42 44 34 27 147 322
10:00 PM 32 29 44 43 148 17 17 22 19 75 223
11:00 PM 20 19 23 17 79 14 12 10 12 48 127
5767 5586
AM% 38.7% AM Peak 841 7:30 am to 8:30 am AM P.H.F. 0.95 PM% 61.3% PM Peak 916 4:00 pm to 5:00 pm PM P.H.F. 0.95 2 Northbound Southbound Hourly
Totals
Total 50.8% 49.2%
11353
24 Hour Count Report
Temperance Ave 36.7578097
btwn Floradora Ave / Olive Ave
Tuesday, March 11, 2025 Clear
-119.6640303
0 100
200
300
400
500
600
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 12 12 11 8 43 10 14 3 6 33 76
1:00 AM 6 5 3 8 22 4 2 4 1 11 33
2:00 AM 3 2 11 2 18 4 2 6 2 14 32
3:00 AM 3 2 2 6 13 9 9 11 13 42 55
4:00 AM 5 7 8 6 26 9 17 22 26 74 100
5:00 AM 5 18 17 27 67 32 41 63 55 191 258
6:00 AM 32 59 51 64 206 61 80 122 127 390 596
7:00 AM 73 83 90 100 346 108 126 114 106 454 800
8:00 AM 85 75 69 57 286 102 100 101 85 388 674
9:00 AM 45 57 50 50 202 68 49 68 72 257 459
10:00 AM 53 47 64 41 205 58 58 48 52 216 421
11:00 AM 55 56 65 58 234 84 71 75 64 294 528
12:00 PM 69 55 63 68 255 69 58 78 81 286 541
1:00 PM 62 61 74 75 272 71 54 59 62 246 518
2:00 PM 91 96 118 123 428 55 58 72 92 277 705
3:00 PM 91 107 93 101 392 83 80 107 106 376 768
4:00 PM 113 108 104 109 434 66 70 102 89 327 761
5:00 PM 110 115 107 108 440 79 83 96 80 338 778
6:00 PM 94 104 90 84 372 76 72 59 53 260 632
7:00 PM 71 75 69 72 287 64 53 55 54 226 513
8:00 PM 62 52 62 52 228 45 41 32 37 155 383
9:00 PM 39 47 36 34 156 46 35 34 23 138 294
10:00 PM 28 26 33 30 117 16 15 18 12 61 178
11:00 PM 10 13 15 12 50 15 8 7 6 36 86
5099 5090
AM% 39.6% AM Peak 806 7:15 am to 8:15 am AM P.H.F. 0.96 PM% 60.4% PM Peak 791 4:30 pm to 5:30 pm PM P.H.F. 0.96 2 Northbound Southbound Hourly
Totals
Total 50.0% 50.0%
10189
24 Hour Count Report
Temperance Ave 36.7572789
btwn Olive Ave / Harvey Ave
Tuesday, March 11, 2025 Clear
-119.6640125
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 12 12 11 8 43 9 15 3 6 33 76
1:00 AM 11 3 3 8 25 4 2 4 1 11 36
2:00 AM 5 2 11 2 20 5 2 6 3 16 36
3:00 AM 3 2 3 5 13 10 9 10 13 42 55
4:00 AM 5 7 8 6 26 10 15 21 27 73 99
5:00 AM 5 18 17 27 67 30 44 60 57 191 258
6:00 AM 35 59 51 70 215 61 76 119 123 379 594
7:00 AM 67 82 100 93 342 121 109 101 101 432 774
8:00 AM 89 75 72 55 291 132 105 95 84 416 707
9:00 AM 48 58 47 51 204 66 55 70 83 274 478
10:00 AM 51 51 62 42 206 57 61 49 61 228 434
11:00 AM 55 52 60 58 225 71 76 78 63 288 513
12:00 PM 70 58 28 75 231 68 53 79 82 282 513
1:00 PM 55 62 73 77 267 67 56 59 65 247 514
2:00 PM 92 95 113 113 413 62 62 64 93 281 694
3:00 PM 128 111 87 102 428 76 83 106 93 358 786
4:00 PM 116 107 106 127 456 81 72 94 95 342 798
5:00 PM 102 132 89 98 421 79 86 109 79 353 774
6:00 PM 101 109 91 89 390 75 70 65 53 263 653
7:00 PM 75 72 74 73 294 61 57 56 53 227 521
8:00 PM 63 55 59 57 234 53 40 36 34 163 397
9:00 PM 39 45 36 35 155 49 34 36 24 143 298
10:00 PM 31 30 32 30 123 15 15 19 11 60 183
11:00 PM 12 13 18 11 54 15 7 5 9 36 90
5143 5138
AM% 39.5% AM Peak 807 7:15 am to 8:15 am AM P.H.F. 0.91 PM% 60.5% PM Peak 821 4:30 pm to 5:30 pm PM P.H.F. 0.92 2 Northbound Southbound Hourly
Totals
Total 50.0% 50.0%
10281
24 Hour Count Report
Temperance Ave 36.750531
btwn Harvey Ave / Belmont Ave
Tuesday, March 11, 2025 Clear
-119.6639714
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 11 14 12 6 43 9 14 3 5 31 74
1:00 AM 11 2 4 7 24 4 3 3 2 12 36
2:00 AM 5 2 9 2 18 5 2 6 4 17 35
3:00 AM 3 2 2 4 11 10 9 11 14 44 55
4:00 AM 5 6 6 4 21 12 16 28 27 83 104
5:00 AM 5 18 18 20 61 28 45 68 59 200 261
6:00 AM 34 55 47 58 194 64 96 135 141 436 630
7:00 AM 47 64 86 85 282 135 151 140 119 545 827
8:00 AM 78 61 70 51 260 144 107 89 89 429 689
9:00 AM 45 47 48 43 183 66 67 66 83 282 465
10:00 AM 46 49 54 44 193 52 68 77 74 271 464
11:00 AM 49 44 58 51 202 71 69 70 64 274 476
12:00 PM 55 54 23 63 195 61 64 83 81 289 484
1:00 PM 53 57 60 62 232 71 73 60 69 273 505
2:00 PM 72 74 86 104 336 69 55 79 80 283 619
3:00 PM 108 100 73 86 367 80 86 121 102 389 756
4:00 PM 93 104 96 113 406 94 95 117 100 406 812
5:00 PM 92 107 90 83 372 82 91 111 78 362 734
6:00 PM 87 90 84 79 340 83 79 65 63 290 630
7:00 PM 64 66 67 67 264 54 60 54 48 216 480
8:00 PM 52 38 52 50 192 53 40 40 35 168 360
9:00 PM 35 41 33 33 142 42 32 27 18 119 261
10:00 PM 29 30 25 25 109 17 13 15 9 54 163
11:00 PM 11 9 17 10 47 17 9 6 9 41 88
4494 5514
AM% 41.1% AM Peak 867 7:15 am to 8:15 am AM P.H.F. 0.96 PM% 58.9% PM Peak 812 4:00 pm to 5:00 pm PM P.H.F. 0.95 2 Northbound Southbound Hourly
Totals
Total 44.9% 55.1%
10008
24 Hour Count Report
Temperance Ave 36.7501098
btwn Belmont Ave / McKenzie Ave
Tuesday, March 11, 2025 Clear
-119.6639882
0 100
200
300
400
500
600
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 2 2 3 4 11 2 4 1 0 7 18
1:00 AM 1 1 1 1 4 1 1 2 0 4 8
2:00 AM 0 0 2 1 3 2 0 0 0 2 5
3:00 AM 0 0 0 1 1 4 3 2 0 9 10
4:00 AM 1 2 2 1 6 2 4 4 6 16 22
5:00 AM 2 4 3 6 15 7 6 10 9 32 47
6:00 AM 8 19 18 33 78 11 16 27 27 81 159
7:00 AM 44 32 54 50 180 22 33 56 57 168 348
8:00 AM 35 28 16 17 96 40 42 26 29 137 233
9:00 AM 10 20 26 14 70 14 17 19 23 73 143
10:00 AM 15 11 12 17 55 17 12 22 27 78 133
11:00 AM 14 17 21 15 67 23 25 17 24 89 156
12:00 PM 22 15 16 23 76 19 18 17 19 73 149
1:00 PM 16 20 13 32 81 22 17 23 23 85 166
2:00 PM 13 17 20 29 79 26 19 35 31 111 190
3:00 PM 31 37 33 34 135 20 33 61 30 144 279
4:00 PM 46 33 38 42 159 40 34 40 28 142 301
5:00 PM 42 37 37 36 152 19 26 24 17 86 238
6:00 PM 18 20 18 16 72 15 15 19 13 62 134
7:00 PM 22 17 11 19 69 16 13 18 11 58 127
8:00 PM 18 9 13 10 50 8 9 8 8 33 83
9:00 PM 20 10 14 12 56 5 7 5 6 23 79
10:00 PM 6 9 5 10 30 5 4 4 2 15 45
11:00 PM 4 0 2 5 11 1 1 2 2 6 17
1556 1534
AM% 41.5% AM Peak 362 7:30 am to 8:30 am AM P.H.F. 0.82 PM% 58.5% PM Peak 314 3:15 pm to 4:15 pm PM P.H.F. 0.84 24 Hour Count Report
McKinley Ave 36.7648876
btwn Temperance Ave / Locan Ave Alignment
Tuesday, March 11, 2025 Clear
-119.6637005
2 Eastbound Westbound Hourly
Totals
Total 50.4% 49.6%
3090
0 20
40 60
80 100
120
140
160
180
200
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
/
Y Y Y s s $ s
48 89 KV $*
6%
g
6% ,9 0 84%69
„88 ,9 4%
483
4%
*
(9
*
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 7 13 5 4 29 5 3 5 3 16 45
1:00 AM 5 2 4 0 11 3 3 4 2 12 23
2:00 AM 4 4 1 1 10 2 1 2 0 5 15
3:00 AM 0 1 0 4 5 6 3 9 11 29 34
4:00 AM 1 5 5 4 15 9 6 21 26 62 77
5:00 AM 2 4 14 21 41 28 30 38 33 129 170
6:00 AM 19 48 35 37 139 49 48 70 94 261 400
7:00 AM 22 52 82 92 248 81 79 117 95 372 620
8:00 AM 87 39 25 34 185 95 84 100 50 329 514
9:00 AM 29 34 21 33 117 39 55 38 45 177 294
10:00 AM 31 34 26 40 131 38 49 63 46 196 327
11:00 AM 40 28 40 52 160 42 54 45 42 183 343
12:00 PM 43 49 48 39 179 61 52 38 39 190 369
1:00 PM 39 45 36 49 169 50 34 42 52 178 347
2:00 PM 41 69 57 80 247 44 40 54 49 187 434
3:00 PM 100 77 53 76 306 51 64 97 59 271 577
4:00 PM 88 81 82 98 349 57 51 60 56 224 573
5:00 PM 91 92 84 69 336 38 45 56 64 203 539
6:00 PM 74 62 33 43 212 52 45 42 26 165 377
7:00 PM 34 43 50 44 171 23 34 29 29 115 286
8:00 PM 47 34 41 38 160 31 32 33 18 114 274
9:00 PM 36 24 20 14 94 19 18 12 12 61 155
10:00 PM 14 13 24 19 70 8 8 10 11 37 107
11:00 PM 19 11 15 11 56 4 7 7 8 26 82
3440 3542
AM% 41.0% AM Peak 699 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 59.0% PM Peak 577 3:00 pm to 4:00 pm PM P.H.F. 0.96 2 Eastbound Westbound Hourly
Totals
Total 49.3% 50.7%
6982
24 Hour Count Report
Olive Ave 36.7574953
btwn Armstrong Ave / Temperance Ave
Tuesday, March 11, 2025 Clear
-119.6643968
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 9 4 3 2 18 4 3 1 2 10 28
1:00 AM 2 0 2 0 4 2 1 1 0 4 8
2:00 AM 3 2 3 1 9 2 0 0 0 2 11
3:00 AM 0 4 0 2 6 4 2 2 4 12 18
4:00 AM 3 5 7 5 20 4 5 10 13 32 52
5:00 AM 2 4 13 23 42 16 25 38 26 105 147
6:00 AM 21 57 34 38 150 41 42 77 104 264 414
7:00 AM 23 53 61 75 212 69 97 93 85 344 556
8:00 AM 75 36 29 32 172 90 79 98 51 318 490
9:00 AM 22 26 16 19 83 46 32 42 36 156 239
10:00 AM 26 32 24 25 107 33 48 44 29 154 261
11:00 AM 28 20 27 34 109 26 45 39 22 132 241
12:00 PM 36 35 37 33 141 44 32 40 36 152 293
1:00 PM 24 34 30 30 118 36 37 31 27 131 249
2:00 PM 31 42 43 65 181 30 36 30 38 134 315
3:00 PM 74 64 42 52 232 38 40 107 71 256 488
4:00 PM 66 59 66 68 259 38 50 45 48 181 440
5:00 PM 85 79 64 68 296 42 43 56 57 198 494
6:00 PM 59 63 34 43 199 57 45 31 24 157 356
7:00 PM 34 30 42 40 146 23 36 30 29 118 264
8:00 PM 28 24 29 34 115 30 22 20 13 85 200
9:00 PM 23 23 10 16 72 18 8 13 10 49 121
10:00 PM 11 11 14 7 43 8 7 7 5 27 70
11:00 PM 7 6 6 6 25 3 4 3 2 12 37
2759 3033
AM% 42.6% AM Peak 629 7:15 am to 8:15 am AM P.H.F. 0.95 PM% 57.4% PM Peak 494 5:00 pm to 6:00 pm PM P.H.F. 0.97 2 Eastbound Westbound Hourly
Totals
Total 47.6% 52.4%
5792
24 Hour Count Report
Olive Ave 36.7574973
btwn Temperance Ave / Applegate Ave
Tuesday, March 11, 2025 Clear
-119.6636667
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1 4 3 4 12 1 6 2 2 11 23
1:00 AM 0 1 1 1 3 0 2 2 0 4 7
2:00 AM 0 0 2 2 4 1 0 0 0 1 5
3:00 AM 1 1 0 3 5 1 0 0 2 3 8
4:00 AM 5 0 2 4 11 4 1 3 2 10 21
5:00 AM 2 5 8 11 26 5 2 3 5 15 41
6:00 AM 24 27 32 47 130 6 8 20 21 55 185
7:00 AM 37 53 57 58 205 32 47 61 71 211 416
8:00 AM 49 40 29 37 155 41 19 37 28 125 280
9:00 AM 22 29 24 29 104 27 15 24 22 88 192
10:00 AM 19 23 37 35 114 23 20 13 30 86 200
11:00 AM 35 22 32 36 125 23 28 36 26 113 238
12:00 PM 41 31 40 45 157 32 17 29 35 113 270
1:00 PM 29 47 41 46 163 35 21 30 23 109 272
2:00 PM 35 40 43 49 167 30 37 30 37 134 301
3:00 PM 57 46 60 63 226 29 52 49 58 188 414
4:00 PM 60 49 65 61 235 40 35 30 28 133 368
5:00 PM 51 69 50 43 213 31 31 32 33 127 340
6:00 PM 41 41 33 32 147 30 27 22 20 99 246
7:00 PM 14 23 28 19 84 21 22 24 33 100 184
8:00 PM 23 22 20 16 81 18 24 14 8 64 145
9:00 PM 14 12 8 12 46 15 7 10 6 38 84
10:00 PM 12 7 9 9 37 8 7 9 6 30 67
11:00 PM 4 9 2 4 19 3 5 1 2 11 30
2469 1868
AM% 37.3% AM Peak 437 7:15 am to 8:15 am AM P.H.F. 0.85 PM% 62.7% PM Peak 428 3:15 pm to 4:15 pm PM P.H.F. 0.88 2 Eastbound Westbound Hourly
Totals
Total 56.9% 43.1%
4337
24 Hour Count Report
Belmont Ave 36.7503044
btwn Armstrong Ave / Temperance Ave
Tuesday, March 11, 2025 Clear
-119.6643047
0 50
100
150
200
250
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
—
Y Y Y s s $ s
48 89 KV $*
6%
g
6% ,9
As
0 8
4%69
„88 ,9 4%
483
4%
*
(9
*
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 7 2 2 11 1 6 0 1 8 19
1:00 AM 0 0 2 1 3 0 3 1 2 6 9
2:00 AM 0 0 0 1 1 1 0 0 0 1 2
3:00 AM 1 1 0 2 4 1 0 2 3 6 10
4:00 AM 4 1 3 3 11 5 4 13 3 25 36
5:00 AM 3 12 7 11 33 4 10 9 14 37 70
6:00 AM 32 33 35 42 142 18 38 43 46 145 287
7:00 AM 27 33 45 36 141 56 87 102 75 320 461
8:00 AM 53 39 32 49 173 68 34 36 49 187 360
9:00 AM 33 27 32 33 125 41 36 27 34 138 263
10:00 AM 29 30 25 34 118 33 36 37 40 146 264
11:00 AM 42 36 37 47 162 36 43 35 45 159 321
12:00 PM 47 34 50 43 174 46 35 48 44 173 347
1:00 PM 41 45 41 42 169 53 41 44 38 176 345
2:00 PM 33 42 36 54 165 55 53 65 38 211 376
3:00 PM 60 55 69 66 250 56 75 87 86 304 554
4:00 PM 63 59 66 65 253 79 71 64 51 265 518
5:00 PM 58 61 67 48 234 51 53 50 52 206 440
6:00 PM 45 42 35 40 162 56 56 31 48 191 353
7:00 PM 25 31 33 21 110 36 39 34 36 145 255
8:00 PM 24 15 19 18 76 30 34 24 18 106 182
9:00 PM 14 12 8 14 48 12 9 4 4 29 77
10:00 PM 6 8 9 5 28 6 6 12 5 29 57
11:00 PM 7 5 1 3 16 9 7 2 2 20 36
2609 3033
AM% 37.3% AM Peak 499 7:15 am to 8:15 am AM P.H.F. 0.85 PM% 62.7% PM Peak 580 3:30 pm to 4:30 pm PM P.H.F. 0.93 2 Eastbound Westbound Hourly
Totals
Total 46.2% 53.8%
5642
24 Hour Count Report
Belmont Ave 36.7503094
btwn Temperance Ave / Redda Road
Tuesday, March 11, 2025 Clear
-119.6636223
0 50
100
150
200
250
300
350
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.

Y Y Y s s $ s
48 ,9 89
6% 4%69 ,9 6%4%
483
4%
*
(9 (9
*
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | C
(559) 570-8991
Appendix C: Traffic Modeling
JI R Wl ENGINEERING, INC.TRAFFIC
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 No Project
Tract 6502
30 0
0 0
4 6
3 3
39 41
2 9
8 45
20 88
74 35
559
551
4 2
1 3
29 27
5 14
116
19 21
244
0 0
0 0
0 0
8 23
95 1
4 26
0 1
9 2
3 29
4 5
6 3
50 48
2 0
1 0
9 2
3 3
3 2
36 28
2 9
7 4
56 58
2 3
0 3
1 1
7 6
2 2
2 2
21 21 0
1 1
1 6
6 1
6 4
3 36
41 43
14 23
33 265
267
25 11
16 21
186
185
0 0
0 0
0 1
7 33
30 14
243
231
3 4
2 4
3 2
44 1
5 4
1 6
3 96
94 8
1 9
2 8
101
97 4
1 6
6 34
41 379
384
15 10
10 12
126
128
1 2
6 2
2 1
0 0
188
130
9 12
10 17
119
176
1 6
9 1
7 4
124
98 4
1 9
1 10
84 112
2 1
8 7
41 1
2 2
22 2
4 47
1 2
2 22
0 0
0 0
0 0
81 2
6 1
55 357
359
De Wolf
De Wolf
644
164
303
570
3223
2783
164
644
570
303
2783
3223
Temperance
Temperance
416
642
561
482
5256
5571
Belmont
Belmont
129
92 225
91 1629
764
Belmont
Belmont
87 247
481
65 2003
1143
Temperance
Temperance
817
388
519
883
6010
5688

E HARVEY AVE

E HARVEY AVE
4 10
9 6
62 64
Temperance
Temperance
395
818
888
526
5734
6054
Belmont
Belmont
129
92 225
91 1629
764
Olive
Olive
739
638
355
3320
3835
Olive
129
476
295
3240
3053
Olive
Olive
181
739
638
355
3320
3835
Belmont
Belmont
124
86 210
86 1506
704
Olive
Olive
157
657
571
306
2761
3283
Olive
Olive
181
739
638
355
3320
3835
Wolf
Wolf
2 6
9 8
9 4
91 Belmont
Belmont
44 70
128
40 904
605
Olive
Olive
157
657
571
306
2761
3283
Belmont
Belmont
52 186
147
89 1065
1186
Olive
Olive
17 36
32 33
297
379
De Wolf
De Wolf
164
644
570
303
2783
3223
Belmont
Belmont
52 186
147
89 1065
1186
35 149
105
63 732
914
Belmont
Belmont
35 149
105
63 732
914
Olive
Olive
8 25
22 16
178
203
Belmont
Belmont
35 149
105
63 732
914
Olive
Olive
8 25
22 16
178
204
Belmont
Belmont
35 149
105
63 732
914
Belmont
Belmont
32 101
74 50
455
668
Belmont
Belmont
17 107
73 47
377
630
Temperance
Temperance
5673
496
835
368
801
5949
Temperance
Temperance
368
631
758
495
5942
5562

E FLORADORA AVE

E FLORADORA AVE
6 210
48 6
57 162
Temperance
Temperance
441
729
738
555
6341
6098
McKinley
McKinley
26 205
161
40 872
838
Temperance
Temperance
473
695
721
576
6386
6153
Temperance
Temperance
473
695
721
576
6386
6153
Clinton
Clinton
1 144
3 109
122
Clinton
Clinton
66 336
307
113
1569
1637
Temperance
Temperance
407
756
775
564
6087
5909
De Wolf
De Wolf
179
620
554
308
2757
3208
De Wolf
De Wolf
179
620
554
308
2757
3208
De Wolf
De Wolf
17 358
310
114
684
1001
McKinley
McKinley
160
364
325
187
2155
2257
McKinley
McKinley
27 131
11 111
24 56 562
531
McKinley
McKinley
87 164
114
138
1199
1489
Leonard
Leonard
92 210
225
67 1109
908
McKinley
McKinley
163
358
323
190
2159 59
2247
McKinley
McKinley
84 154
106
133
1131
1426
H gi hland
H gi hland
62 289
240
106
934
1116
H gi hland
H gi hland
60 283
235
104
895
1072
Clinton
Clinton
16 21
20 21
217
207
388
817
883
519
5688
6010
Temperance
Temperance
818
395
526
888
6054
5734
on
on
5 3
3 1
6 De Wolf
De Wolf
19 360
314
116
712
1035
McKinley
McKinley
27 131
111
24 562
531
029
1030 1241
1242
1243
1246 1247
1248 1249
1250
1251 1252
1253
2857
2858
2859
7324 7325
25190
25191
25192
25193
25194
25195
25196
25197
25198
25199
25200
25201 25202
25203
25211
25212
25213
25214
25215
25216
25217
25218
25230 25231 25232
25241
25242
25243
25244
25245 25246
25247
25248
25249
25250
25251
25258
25259
25260
25261
25262
25263
25669
25670
25671 25672
25673
27030
27031
2703227033
27034
27035
27036
27037
27038
27040
27041
27042
27043
27044
27045
27046 27047
27121
27122
27123 27125 27126
27127 27128
37327 37328
44962
44963
45872
45873
45874
52601
52602
54822
55071
5072
5074
55075
55086
55222
62878 62882 62886 62890 62894
2915 62918 62920 62924 62928
62976
62988 62989 62993
63066 63068
3382
3450 63454 634536345563459 63461
3498 63502
63512 63514 63518 63522 63526 63530
3577 63583 63586
63606 63612 63616 63619 63624
63625
63628
63685 63689 63692 63696 63700
63715
63718 63720 63722
63783 63787 63791 63796
63807 63809
63861 63863 63865
63889 63891 63895 6389863900
63928
63930 63934 63938
63948 63950
64002 64006 64012 64011 64015 6401964023
64070 64063
64084 64085 64089 64093
64100 6410464148 64106 64142
64180 64182 64186 64190 64196 64193
64201 64206 64203
64226 64227 64231
64238
64246 64250
64259 64260 64264
64307 64337 64285 64288 64292 64296 64300
117840
117841
117842
117843
117844
117845
117846
117847
119250
119251
119252
119253
119254
119255
119256
119257
119258
119259
119260
119261
9262
19264
9265
9266
119269
119274
119297
119298
119299
119306
119307
119308
119309 119310
119311
119312
119313
119318
119319
119320
119353
119354
121719
121881
121882
121932
121933
121942
121943
121944
122472
122683
122684
122685
122686 122687
122688
122689 122690 122691
122692
122693
122992 122993 122994
122995 122996 122997
122998
122999
123000
123001 123002
123003
123004 123005
123006
123007
123008 123009
123010
123011
123012
123013
123015
123016
123019 123017 123018
123020 123021 123022
123023
123025
123027
030
123032
123034
123039
123048
123074 123075 123076
123090 123089
123093 123094
123095
123096 123097
123098 123099 123100
123101 123102 123103
123104
123105
123106
123107
123108
123109
123110
123111
123362
123376
123503
123582
123584
123585
123586
123587
113
123014 130
26 16126
2257
Olive
522
181
I
I
I
I
I
I
/
I
(ULO(
/
/
I
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 No Project
Tract 6502
5 8
6 4
60 48
31292 103
0 0
1 0
0 0
Olive
Olive
28 400
305
82 688
781
Olive
Olive
28 580
383
344
844
3270
F
o
w
l
e
r
F
o
w
l
e
r
1 0
6 6
5 5
5 8
7 2
8 3
4 1
0 1
6 1
6 2
4 3
Fo
w
e
l
r
Fo
w
e
l
r
5 3
1 8
6 3
7 5
2 6
0 6
6 0
0 3
7 5
8 7
Olive
Olive
28 580
383
344
844
3270
OliveOlive
28 580383344844
3270
Fowler 1067 873 10169
80 773 689 4755
Fowler 559 833 6239
1039
25126 25127
25129
25130
45859
5089550896
63229
63309
6344063486
117834
117836
117839
119267
122676122678
122681
123041
123043
123579
(ULOC
(Licensed to JLB Traffic Engineering, Inc)
Tract 6502
Base Year 2019 plus Project
AM, PM and Daily Volumes
0 0
0 4
6 3
3 39
42 2
7 7
3 46
46 20
88 74
36 560
552
4 2
1 3
29 27
14 5
11 15
117
116
1 1
9 5
20 10
244
163
0 0
1 0
0 0
12 8
8 22
68 95
12 5
79 23
41 34
28 358
1 4
26 0
1 9
2 3
29 4
5 6
3 50
48 2
0 1
0 9
2 3
3 3
2 36
29 2
9 7
4 56
57 2
3 0
3 1
1 7
6 2
2 2
2 21
21 0
1 1
1 6
6 1
6 5
3 36
41 43
14 23
33 265
267
25 11
16 21
186
185
0 0
0 0
0 1
7 33
30 15
243
231
3 4
2 4
3 2
44 1
5 4
1 6
4 95
94 8
1 9
2 8
101
97 4
1 6
6 34
41 379
384
15 10
10 12
126
128
1 2
6 0
2 1
0 2
188
137
9 13
10 15
119
169
1 6
7 1
9 4
124
104
4 1
8 3
8 8
5 106
7 6
6 15
67 132
19 34
37 32
321
319
5 1
8 6
2 41
43 2
3 1
2 2
2 21
2 7
4 3
47 47 2
1 2
2 2
2 3
0 0
0 0
0 0
0 62
22 42
71 566
566
De Wolf
De Wolf
3392
304
596
154
594
2773
154
596
594
304
2773
3392
AVE
AVE
ce
nce
Temperance
Temperance
433
599
600
478
5298
5548
Belmont
Belmont
147
84 200
95 1648
741
Belmont
Belmont
90 340
535
73 2210
1305
Temperance
Temperance
874
389
525
1010
6255
6000

E HARVEY AVE

E HARVEY AVE
4 9
11 6
62 64
Temperance
Temperance
397
877
1012
532
6046
6299
Belmont
Belmont
147
84 200
95 1648
741
Olive
Olive
695
662
353
3313
3995
Olive
141
370
329
2935
3166
Olive
Olive
172
695
662
353
3313
3995
Belmont
Belmont
141
78 186
90 1525
683
Olive
Olive
148
613
596
304
2754
3442
Olive
Olive
172
695
662
353
3313
3995
DeWolf
DeWolf
16 117
30 62
274
749
Belmont
Belmont
44 69
105
40 906
571
Olive
Olive
148
613
596
304
2754
3442
Belmont
Belmont
52 173
124
94 1068
1210
Olive
Olive
17 40
32 29
297
366
De Wolf
De Wolf
154
596
594
304
2773
3392
Belmont
Belmont
52 173
124
94 1068
1210
35 137
83 65
734
930
Belmont
Belmont
35 137
83 65
734
930
Olive
Olive
8 26
22 14
178
197
Belmont
Belmont
35 137
83 65
734
930
Olive
Olive
8 26
22 14
178
198
Belmont
Belmont
35 137
83 65
734
930
Belmont
Belmont
32 91
51 51
458
679
Belmont
Belmont
17 96
52 48
379
640
A AVE
A AVE
Temperance
Temperance
5773
497
826
389
771
5931
Temperance
Temperance
390
689
714
497
5924
5727

E FLORADORA AVE

E FLORADORA AVE
6 144
63 7
58 97
Temperance
Temperance
776
549
6247
McKinley
McKinley
39 155
153
57 1039
935
489
743
707
568
6336
6292
Temperance
Temperance
489
743
707
568
6336
6292
Clinton
Clinton
1 128
98 3
52 202
Clinton
Clinton
62 370
317
152
1812
1829
Temperance
Temperance
406
840
783
573
6395
6219
De Wolf
De Wolf
171
573
578
309
2745
3376
De Wolf
De Wolf
573
171
309
578
3376
2745
De Wolf
De Wolf
16 263
283
115
600
1042
McKinley
McKinley
145
377
354
186
2201
McKinley
McKinley
24 101
8 89
22 55 551
447
McKinley
McKinley
77 194
138
136
1231
1489
Leonard
Leonard
87 194
230
67 1128
941
McKin
McKinley
McKinley
149
372
353
188
2201 04
2275
McKinley
McKinley
73 184
130
131
1163
1426
H gi hland
H gi hland
57 241
259
104
949
1136
H gi hland
H gi hland
55 236
253
101
910
1092
Clinton
Clinton
16 22
19 21
217
207
389
874
1011
525
6000
6255
Temperance
Temperance
877
397
533
1012
6299
6046
Clinton
Clinton
62 473
382
171
2232
2267
De Wolf
De Wolf
18 266
287
116
628
1075
McKinley
McKinley
24 101
89 22
551
447
1029
1030
1034
1042
1241
1242
1243
1246 1247
1248 1249
1250
1251 1252
1253
2857
2858
2859
7324 7325
25185
25187 25189
25190
25191
25192
25193
25194
25195
25196
25197
25198
25199
25200
25201 25202
25203
25211
25212
25213
25214
25215
25216
25217
25218
25229
25230 25231 25232
2523825240
25241
25242
25243
25244
25245 25246
25247
25248
25249
25250
25251
25257
25258
25259
25260
25261
25262
25263
25669
25670
25671 25672
25673
27030
27031
2703227033
27034
27035
27036
27037
27038
27040
27041
27042
27043
27044
27045
27046 27047
27121
27122
27123 27125 27126
27127 27128
37327 37328
44962
44963
45872
45873
45874
1809
181151812
51813
5181751816
51824
52601
54822
55071
55072
55074
55075
55086
55222
62878 62882 62886 62890 62894
62915 62918 62920 62924 62928
62976
62988 62989 62993
63066 63068
377
378 63382
63450 63454 634536345563459 63461
63498 63502
63512 63514 63518 63522 63526 63530
63577 63583 63586
63606 63612 63616 63619 63624
63625
63628
63683 63685 63689 63692 63696 63700
63715
63718 63720 63722
63778 63783 63787 63791 63796
63807 63809
63858 63861 63863 63865
63889 63891 63895 6389863900
63924 63930 63934 63938
63948 63950
63998 64002 64006 64012 64011 64015 6401964023
64070 64063
64084 64085 64089 64093
64100 6410464148 64106 64142
64180 64182 64186 64190 64196 64193
64201 64206 64203
64226 64227 64231
64238
64246 64250
64259 64260 64264
64307 64337 64285 64288 64292 64296 64300
117840
117841
117842
117843
117844
117845
117846
117847
119221 119237
119250
119251
119252
119253
119254
119255
119256
119257
119258
119259
119260
119261
119262
119263
119264
119265
119266
119269
119274
119297
119298
119299
119306
119307
119308
119309 119310
119311
119312
119313
119318
119319
119320
119353
119354
121719
121881
121882
121932
121933
121942
121943
122472
122683
122684
122685
122686 122687
122688
122689 122690 122691
122692
122693
122702 122703 122704 122705 122706
122992 122993 122994
122995 122996 122997
122998
122999
123000
123001 123002
123003
123004 123005
123006
123007
123008 123009
123010
123011
123012
123013
123014
123015
123016
123017 123018
123020 123021 123022
123023
123025
123027
123030
123032
123034
123035
037
123039
123048
123074 123075 123076
123090 123089
123093 123094
123095 123096 123097
123098 123099 123100
123101 123102 123103
123104
123105
123106
123107
123108
123109
123110
123111
123362
123376
123503
123582
123584
123585
123586
123587
152
98 456
727
6301
63928
123019
153
172
Olive
478
2284 121944 I I I
I
I
/
I I
(0L(
1 \
\
I
/
I
(Licensed to JLB Traffic Engineering, Inc)
Tract 6502
Base Year 2019 plus Project
AM, PM and Daily Volumes
4 8
6 4
60 48
39 107
122
81 1031
1009
0 0
0 0
0 0
Olive
Olive
29 465
342
82 800
755
Olive
Olive
29 557
323
363
733
3262
F
o
w
l
e
r
F
o
w
l
e
r
9 9
0 5
7 7
8 6
5 8
0 9
1 0
1 9
7 5
9 3
8 F
o
w
e
l
r
F
o
w
e
l
r
5 4
5 8
6 6
8 2
5 5
8 2
5 9
2 8
7 6
1 3
Olive
Olive
29 557
323
363
733
3262
Olive
Olive
29 557323
363
733
3262
FF
Fowler 990 866 10204
F
o
wle
r
5 8
2 8
0 8
5 9
3 3
F
o
w
e
l
r
3 4
4 4
7 3
5 2
5 2
SR 180 643 693 4952
Fowler 582 808 5933
SR 180
646
393
4952
1037
1039
25126 25127
25129
25130
45859
50895 50896
50916
63229
63309
63440 6344163486 63488
117834
117836
117839
119267
122676122678
122681
123041
123043
123579
(ULOC
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Tract 6502
0 0
0 0
0 0
0 2
2 0
0 0
0 0
0 1
2 3
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 62
22 42
71 566
566
De Wolf
De Wolf
1 0
0 0
0 1
1 0
0 0
0 1
Temperance
Temperance
7 7
1 6
42 69
Belmont
Belmont
0 0
0 0
1 1
1 89
8 10
18 88
Belmont
Belmont
0 3
11 0
45 19
Temperance
Temperance
10 8
1 18
89 88

E HARVEY AVE

E HARVEY AVE
0 0
0 0
0 0
Temperance
Temperance
1 1
0 1
8 8
88 89
Belmont
Belmont
0 0
0 0
1 1
Olive
Olive
0 0
0 1
1 Olive
9 12
11 172
163
Olive
Olive
0 0
0 0
1 1
Belmont
Belmont
0 0
0 0
1 1
Olive
Olive
0 0
0 0
0 0
Olive
Olive
0 0
0 0
1 1
olf
olf
Belmont
Belmont
0 0
0 0
0 1
Olive
Olive
0 0
0 0
0 0
Belmont
Belmont
0 0
0 0
0 1
Olive
Olive
0 0
0 0
1 1
De Wolf
De Wolf
1 0
0 0
0 1
Belmont
Belmont
0 0
0 0
0 1
0 0
0 0
0 0
Belmont
Belmont
0 0
0 0
0 0
Olive
Olive
0 0
0 0
1 1
Belmont
Belmont
0 0
0 0
0 0
Olive
Olive
0 0
0 0
1 1
Belmont
Belmont
0 0
0 0
0 0
Belmont
Belmont
0 0
0 0
0 0
Belmont
Belmont
0 0
0 0
0 0
Temperance
Temperance
10 35
40 19
261
283
Temperance
Temperance
10 22
30 19
260
252

E FLORADORA AVE

E FLORADORA AVE
0 14
10 0
0 31
Temperance
Temperance
22 10
20 27
241
269
McKinley
McKinley
20 57
67 39
530
524
Temperance
Temperance
22 10
20 26
236
264
Temperance
Temperance
22 10
20 26
236
264
Clinton
Clinton
0 0
0 0
0 0
Clinton
Clinton
3 10
9 7
144
127
Temperance
Temperance
1 7
2 13
17 110
120
De Wolf
De Wolf
2 0
0 0
0 1
2 0
0 0
0 1
De Wolf
De Wolf
2 0
0 0
0 1
De Wolf
De Wolf
1 1
1 1
1 6
3 McKinley
McKinley
4 1
2 4
35 McKinley
5 2
4 36
McKinley
McKinley
3 1
1 4
24 21
Leonard
Leonard
0 0
1 2
1 2
1 McKinley
McKinley
4 1
2 4
35 5
23 McKinley
McKinley
3 1
1 4
24 21
H gi hland
H gi hland
3 1
0 0
0 4
H gi hland
H gi hland
3 1
0 0
0 4
Clinton
Clinton
0 0
0 0
0 0
01 1
1 8
8 88
89 Temperance
Temperance
10 8
1 18
89 88
De Wolf
De Wolf
21 1
1 1
1 6
McKinley
McKinley
5 2
3 4
42 36
1030 1241
1242
1243
1246 1247
1248 1249
1250
1251 1252
1253
2857
2858
2859
7324 7325
25190
25191
25192
25193
25194
25195
25196
25197
25198
25199
25200
25201 25202
25203
25211
25212
25213
25214
25215
25216
25217
25218
25230 25231 25232
25241
25242
25243
25244
25245 25246
25247
25248
25249
25250
25251
25258
25259
25260
25261
25262
25263
25669
25670
25671 25672
25673
27030
27031
2703227033
27034
27035
27036
27037
27038
27040
27041
27042
27043
27044
27045
27046 27047
27121
27122
27123 27125 27126
27127 27128
37327 37328
44962
44963
45872
45873
45874
2601
52602
55071
55075
55086
55222
62878 62882 62886 62890 62894
62918 62920 62924 62928
62976
62988 62989 62993
63066 63068
63454 634536345563459 63461
63502
63512 63514 63518 63522 63526 63530
63583 63586
63606 63612 63616 63619 63624
63625
63628
63685 63689 63692 63696 63700
63715
63718 63720 63722
63783 63787 63791
63807 63809
63861 63863 63865
63889 63891 63895 6389863900
63928
63930 63934 63938
63948 63950
64002 64006 64012 64011 64015 6401964023
64070 64063
64084 64085 64089 64093
64100 6410464148 64106 64142
64180 64182 64186 64190 64196 64193
64201 64206 64203
64226 64227 64231
64238
64246 64250
64259 64260 64264
64307 64337 64285 64288 64292 64296 64300
117840
117841
117842
117843
117844
117845
117846
117847
119251
119252
119253
119254
119255
119256
119257
119258
119259
119260
119261
119269
19274
119297
119298
119299
119306
119307
119308
119309 119310
119311
119312
119313
119318
119319
119320
119353
119354
121719
121881
121882
121932
121933
121942
121943
122442
122472
122683
122684
122685
122686 122687
122688
122689 122690 122691
122692
122693
122992 122993 122994
122995 122996 122997
122998
122999
123000
123001 123002
123003
123004 123005
123006
123007
123008 123009
123010
123011
123012
123013
123014
123015
123016
123017 123018 123019
123020 123021 123022
123023
123025
123027
123032
123034
123039
123048
123074 123075 123076
123090 123089
123093 123094
123095 123096 123097
123098 123099 123100
123101 123102 123103
123104
123105
123106
123107
123108
123109
123110
123111
123362
123376
123503
3582
123584
23585
123586
123587
7 0
0 67
Olive
12 0
McKinley
3 42
23 1
I
I /
1 \
I
I
(ULOC
I \
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Tract 6502
0 0
0 0
0 0
005
0 0
0 0
0 0
Olive
Olive
2 10
8 3
31 31
Olive
Olive
2 14
13 9
32 136
F
o
w
l
e
r
F
o
w
l
e
r
1 26081241
F
o
w
l
e
r
F
o
w
l
e
r
2070300
Olive
Olive
2 14
13 9
32 136
Olive
Olive
2 14
13 9
32 136
Fowler 162 124
F
o
w081w
l
e
r
S 000R 180 126124
Fowler 081
1039
25126 25127
25129
25130
45859
50895 50896
63229
63309
6344063486
117834
117836
117839
119267
122676122678
122681
123041
123043
123579
(ULOC
(Licensed to )
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Tract 6502 000 000000 000000 000000 000152 000000 000000 000001 000000 Belmont 2540 000000 Belmont 25 41 Belmont 3126 Belmont 25
41 Belmont 3126 Belmont 31
26 6
21 F139 owler 2603 Belmont 31
26176 Fowler 99164 Belmont 716 177 081 Fowler 081 SR 180 000 Fow el r Fow el r 161208241 B 162 124 Belmont 7
17 177 100000 Fowler 1438 6252 Fowler 081 Belmont 6252 E HARVEY AVE E HARVEY AVE 000152 SR 180 000 SR 180 41699 SR 180 000 SR 180 000 SR 180 000 SR 180 000 SR 180 000 Fowler 081 SR 18 0 0 00Fow el r S 000R 180 126124 081 SR 180 000 SR 180 000 000 Fowler 000 Fowler 99164 000 Fowler 081 SR 180 000 SR 180 000 SR 180 000 SR 180 000 SR 180 000 SR 180 126
124 SR 180 126124 Fowler 000 Belmont 62
52 S
00 Fow el r 081 Fowler 14699
SR 180 000
Belmont Belmont
Belmont
2 5
41 to O
6 21
-39
O2 O co
000
SR 180
o
IO
CO
32 o00%(
Sc —___
Tract 6502
Base Year 2019 plus Project - Select Zone
AM, PM and Daily Volumes
20c (
o $(
O
O
O
2 S
SR
SR 180 0
SP
‘8o
S
‘%
- O o OOO
Belmont Belmont
0 (Licensed to )
0 00
0 00
0 0
0 0
0 0
S.00
0 000
180
> 0
SR o0
0 o
0 0------- 0
O
o
S
R^80 000
5226
Belmont
S 0
%%
522
6 Belmont
S G
7 17
177
S Q
0 0
0 7
16 177

E HARVEY AVE
0 050

E HARVEY AVE
=
O0o 00o
00O
CUL(
000000
000
0 0
o
000
1246
12 SR 180
1246
12 SR 180
000
SR 180
SR 180 00
Belmont 25
41 Belmont 25
40 SR 180 4
16 99
261
3 Belmont
261
3 Belmont
Fowler
08 Fowler Fowler
669T
99 16
///
Fowler
99 *16
Fowler
C 11 O _
0 8
Fowler
/
000
00 0 /
Fowler
7 _ /
63 S‘ b ‘
0 0
Fowler
\ 0 \ Fowler owler 0
l O ( O l \ 8
P.%
Fowler
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Tract 6502
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Kings Canyo
Kings Canyo
1 3
2 6
10 39
Kings Canyo
Kings Canyo
1 3
2 6
10 40
1326
Temperance
Temperance
1 4
0 5
31 29
Temperance
1 6
41 1
6 42
T
T Temperance
Temperance
7 7
1 6
42 69
Tulare
Tulare
0 0
0 0
0 0
Tulare
Tulare
0 0
0 0
0 1
3 2
6 10
39 1
3 2
6 10
39 0
0 0
Temperance
1 6
42 Temperance
6 7
7 9
Temperance
1 6
41 0
0 0
SR 180
0 0
0 SR 180
0 0
0 SR 180
0 0
0 Temperance
1 6
41 SR 180
0 0
1 SR 180
0 0
0 SR 180
0 0
0 0
0 0
Temperance
6 7
7 9
Temperance
6 7
7 9
SR 180
0 0
0 SR 180
0 0
0 0
0 0
Temperance
69 7
7 SR 180
0 0
0 SR 180
0 0
0 SR 180
0 0
1 SR 180
0 0
0 SR 180
0 0
0 Temperance
69 7
7 SR
180
0 0
0 1
6 42
SR 18
0 0
0 0
SR 18
0 0
0 0
SR 180
0 0
1 SR
180
0 0
0 SR 18
0 0
0 0
SR 180
0 0
0 SR 180
0 0
0 SR 180
0 0
0 6
7 7
9 6
7 7
9 6
41 SR 180
0 0
1 SR 180
0 0
1 SR 180
0 0
0 0
1128
1129
1258
25067
25068
25077
25134
25174
25181
25182
25188
27900
37320
37321
37322
37323
42325
42327
42331
42332
42333
42335
42336
42342 42340
42349
46074 46073
50511
50540
50542 50541
50543
50544
50545
50546
50547
50548
50549
50550
50864
50865
50866
50867
50872
50873
50874
50875
50883
50884
50885 50886
50887
50888 50889
50890
50891
50918
50919
50920
50921
50922
51694
53879
53880
55095
62486
62489
62517 62518
62559
62631 62633 62637 62641
62711 62714
62728
102766
114041
114042
114043
114044
114045
117633
118486
118488
118489
118490
118776
119219
132
121146
121342
121895
121930
121984
121985
122763
122778
122779
122780
122986 122987
122988
122990 122989
122991
Temperance
1 0
0 0
SR 180
I I
/X
/
(ULOC
1 (Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Cumulative Year 2046 No Project
Tract 6502
1 3
0 0
0 0
1 1
7 9
7 6
68 67
32 18
23 33
257
244
15 78
76 33
527
531
3 2
4 3
31 27
30 9
19 32
234
249
50 12
21 46
294
272
2 1
2 9
25 14
264
173
0 0
0 0
0 0
6 8
9 23
71 71
8 6
195
1170
1 0
8 4
3 37
3 7
7 3
57 57
2 0
1 0
9 4
1 1
1 3
19 19
4 10
10 7
76 73
56 79
77 60
594
627
52 48
48 53
532
501 3
8 3
2 31
35 258
44 94
210
1522
1519
26 9
15 22
188
191
0 0
0 0
1 0
9 43
41 21
314
309
1 2
1 4
1 3
22 1
6 8
1 8
2 94
97 8
1 9
0 9
8 5
93 4
2 9
1 33
50 427
427
15 9
15 15
140
141
1 2
3 4
2 1
7 2
205
132
8 16
12 20
132
202
2 4
3 1
7 9
123
79 1
2 6
1 7
7 1
116
15 110
87 28
531
558 7
40 36
20 293
272
5 7
12 4
76 69 7
6 5
7 5
5 9
4 0
0 1
0 0
0 82
2 9
5 59
414
410
De Wolf
De Wolf
4872
501
807
269
769
4253
269
807
769
501
4253
4872
AVE
AVE
Temperance
Temperance
497
1215
1166
752
6188
6601
Belmont
Belmont
56 139
150
41 1279
640
Belmont
Belmont
94 435
560
89 2821
1526
Temperance
Temperance
1397
416
698
1478
6231
6479

E HARVEY AVE

E HARVEY AVE
6 11
13 8
97 92
Temperance
Temperance
422
1398
1481
705
6523
6280
Belmont
Belmont
56 139
150
41 1279
640
Olive
Olive
729
650
405
4654
5082
Olive
241
462
461
3851
3867
Olive
Olive
231
729
650
405
4654
5082
Belmont
Belmont
50 129
136
38 1115
564
Olive
Olive
201
459
429
317
3090
3514
Olive
Olive
231
729
650
405
4654
5082
olf
olf
7 7
5 4
8 3
Belmont
Belmont
42 121
96 33
797
507
Olive
Olive
201
459
429
317
3090
3514
De Wolf
De Wolf
205
510
507
350
3452
3764
Belmont
Belmont
69 219
154
116
1203
1286
De Wolf
De Wolf
510
205
350
507
3764
3452
Olive
Olive
17 40
35 35
296
413
De Wolf
De Wolf
269
807
769
501
4253
4872
Belmont
Belmont
69 219
154
116
1203
1286
Belmont
Belmont
53 180
116
92 859
1019
Belmont
Belmont
53 180
116
92 859
1019
Olive
Olive
8 24
23 15
165
212
Belmont
Belmont
53 180
116
92 859
1019
Olive
Olive
8 24
23 15
165
212
Belmont
Belmont
53 180
116
92 859
1019
Belmont
Belmont
51 131
80 81
604
810
A AVE
A AVE
Temperance
Temperance
627
1528
1488
960
8813
8142
Temperance
Temperance
625
1537
1495
958
8812
8152

E FLORADORA AVE

E FLORADORA AVE
18 7
11 18
146
135
Temperance
Temperance
528
1569
1599
815
8145
7999
McKinley
McKinley
67 443
535
128
1530
2054
McKinley
McKinley
31 266
59 1007
1006
Temperance
Temperance
562
1539
1577
836
8184
8034
Temperance
Temperance
562
1539
1577
836
8184
8034
Clinton
Clinton
25 595
68 1411
1632
Clinton
Clinton
115
522
398
1825
Temperanc
Temperanc
567
1381
1325
898
7757
7738
De Wolf
De Wolf
283
770
744
501
4164
4791
De Wolf
De Wolf
770
283
501
744
4791
4164
De Wolf
De Wolf
215
770
735
406
3385
3790
McKinley
McKinley
73 167
145
114
1104
1321
McKinley
McKinley
30 192
15 40
66 659
McKinley
McKinley
73 158
137
111
1054
1273
Leonard
Leonard
6 7
8 7
69 61
McKinley
McKinley
75 159
138
111
1069 69
1281
McKinley
McKinley
39 98
79 70
635
824
416
1397
1478
698
6479
6231
Temperance
Temperance
1398
422
706
1481
6280
6523
Clinton
Clinton
102
600
466
272
2132
2520
De Wolf
De Wolf
215
774
738
404
3396
3800
McKinley
McKinley
30 192
157
40 663
659
1029
1030
1034
1042
1241
1242
1243
1246 1247
1248 1249
1250
1251 1252
1253
2857
2858
2859
7324 7325
25190
25191
25192
25193
25194
25195
25196
25197
25198
25199
25200
25201 25202
25203
25211
25212
25213
25214
25215
25216
25217
25218
25230 25231 25232
25241
25242
25243
25244
25245 25246
25247
25248
25249
25250
25251
25258
25259
25260
25261
25262
25263
25669
25670
25671 25672
25673
27030
27031
2703227033
27034
27035
27036
27037
27038
27040
27041
27042
27043
27044
27045
27046 27047
27121
27122
27123 27125
27127
37327 37328
44962
44963
45872
45873
45874
1809
181151812
51813
5181751816
51824
52601
54822
55071
55072
55074
55075
55222
62878 62882 62886 62890 62894
62915 62918 62920 62924 62928
62976
62988 62989 62993
63066 63068
77 78 63382
63450 63454 634536345563459 63461
63498 63502
63512 63514 63518 63522 63526 63530
63577 63583 63586
63606 63612 63616 63619 63624
63625
63628
63683 63685 63689 63692 63696 63700
63715
63718 63720 63722
63778 63783 63787 63791 63796
63807 63809
63858 63861 63863 63865
63889 63891 63895 6389863900
63924
63928
63930 63934 63938
63948 63950
63998 64002 64006 64012 64011 64015 6401964023
64070 64063
64084 64085 64089 64093
64100 6410464148 64106 64142
64180 64182 64186 64190 64196 64193
64201 64206 64203
64226 64227 64231
64238
64246 64250
64259 64260 64264
117840
117841
117842
117843
117844
117845
117846
117847
119250
119251
119252
119253
119254
119255
119256
119257
119258
119259
119260
119261
119262
119263
119264
119265
119266
119274
119297
119298
119299
119306
119307
119308
119309 119310
119311
119312
119313
119318
119319
119320
119353
119354
121719
121881
121882
121932
121933
121942
121943
121944
122472
122683
122684
122685
122686 122687
122688
122689 122690 122691
122693
122992 122993 122994
122995 122996 122997
122998
122999
123000
123001 123002
123003
123004 123005
123006
123007
123008 123009
123010
123011
123012
123013
123015
123016
123017 123018 123019
123020 123021 123022
123023
123025
123027
123030
123032
123034
123035
037
123039
123048
123074 123075 123076
123090 123089
123093 123094
123095
123096 123097
123098 123099 123100
123101 123102 123103
123104
123105
123106
123107
123108
123109
123110
123111
123362
123376
123503
123582
123584
123585
123586
123587
269
2177
119269
512
123014
210
231
Olive
670
157
663
1321
I
I
I
I
I
I
I
(ULO(
/
/
I
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Cumulative Year 2046 No Project
Tract 6502
4 12
10 4
70 69
109
426
386
208
3071
0 0
0 0
0 0
Olive
Olive
37 519
505
96 998
818
Olive
Olive
34 938
685
449
792
4111
F
o
w
l
e
r
F
o
w
l
e
r
1 7
4 4
9 1
7 1
4 2
2 1
3 9
6 1
6 1
1 7
8 2
5 7
Fo
w
e
l
r
Fo
w
e
l
r
9 0
9 1
3 1
4 1
2 0
8 1
0 6
1 8
3 7
1 1
2 7
3 2
Olive
Olive
34 938
685
449
792
4111
OliveOlive
34 938685449792
4111
Fo
F1o911182
Fowler 1741 1424 16119
F
o
w
e
l
r
9 2
2 1
392
8 257
F
o
w
l
e
r
6 1
8 8
5 1
9 4
2 4 SR 180 1123 573 6695
Fowler 922 1392 8257
1037
1039
25126 25127
25129
25130
45859
5089550896
63229
63309
6344063486
117834
117836
117839
119267
122676122678
122681
123041
123043
123579
I
(ULOC
(Licensed to JLB Traffic Engineering, Inc)
Tract 6502
Cumulative Year 2046 plus Project
AM, PM and Daily Volumes
0 1
3 0
0 0
0 1
1 7
9 7
68 33
18 33
244
15 78
77 34
528
531
3 2
3 3
31 27
30 20
234
51 12
45 271
23 25
264
0 0
0 0
0 0
5 8
10 84
18 11
105 27
45 390
25 191
1170
1 0
8 4
3 37
5 5
42 3
7 7
3 57
57 2
0 1
0 9
4 1
1 1
3 18
19 4
10 10
7 77
73 56
81 77
60 595
625
52 46
47 53
532
503 3
8 3
2 31
35 2
8 6
3 39
42 258
44 94
211
1523
1519
26 9
15 22
188
191
0 0
0 0
1 0
9 43
41 21
314
309
1 2
1 4
1 3
22 1
6 8
1 8
2 94
96 8
1 9
0 9
8 5
93 4
2 9
1 33
50 428
427
15 9
15 15
140
141
1 2
3 5
2 1
7 2
205
131
8 16
12 20
132
202
2 4
3 1
7 9
123
78 1
2 6
1 7
7 2
116
12 9
8 26
103
191
19 30
31 31
297
293
6 3
1 9
1 5
6 15
111
86 530
7 39
36 20
278
5 8
12 76
7 6
5 7
59 0
0 1
0 0
0 62
22 42
71 566
566
De Wolf
De Wolf
4908
456
765
267
749
4153
267
765
749
456
4153
4908
nce
nce
Temperance
Temperance
475
1179
991
677
6064
6493
Belmont
Belmont
56 136
163
47 1269
644
Belmont
Belmont
90 404
559
134
2804
1524
Temperance
Temperance
1335
391
636
1264
6083
6313

E HARVEY AVE

E HARVEY AVE
6 11
13 8
96 92
Temperance
Temperance
398
1337
1267
643
6356
6131
Belmont
Belmont
56 136
163
47 1269
644
Olive
Olive
230
694
698
450
5216
Olive
241
456
431
3877
3875
Olive
Olive
230
694
698
450
4599
5216
Belmont
Belmont
50 126
142
44 1105
568
Olive
Olive
200
423
476
362
3034
3647
Olive
Olive
230
694
698
450
4599
5216
DeWolf
DeWolf
208
581
557
393
3410
4032
Belmont
Belmont
42 119
98 39
789
513
Olive
Olive
200
423
476
362
3034
3647
De Wolf
De Wolf
218
517
550
371
3429
3689
Belmont
Belmont
70 216
160
115
1195
1282
De Wolf
De Wolf
517
218
371
550
3689
3429
Olive
Olive
17 40
35 35
296
414
De Wolf
De Wolf
267
765
749
456
4153
4908
Belmont
Belmont
70 216
160
115
1195
1282
54 177
122
92 850
1015
Belmont
Belmont
54 177
122
92 850
1015
Olive
Olive
8 24
22 15
165
212
Belmont
Belmont
54 177
122
92 850
1015
Olive
Olive
8 24
23 15
166
212
Belmont
Belmont
54 177
122
92 850
1015
Belmont
Belmont
52 127
86 80
595
807
Belmont
Belmont
37 130
78 66
511
741
Temperance
Temperance
93 1469
614
1334
5 5
7912
8770
Temperance
Temperance
612
1478
1339
934
8767
7917

E FLORADORA AVE

E FLORADORA AVE
18 7
12 18
143
134
Temperance
Temperance
532
1512
1349
767
8044
7770
McKinley
McKinley
51 419
384
97 1542
2041
McKinley
McKinley
42 286
182
77 1160
1074
565
1481
1327
788
8087
7810
Temperance
Temperance
565
1481
1327
788
8087
7810
Clinton
Clinton
25 605
445
69 1509
1523
Clinton
Clinton
125
564
460
207
1949
2267
Temperance
Temperance
570
1346
1244
828
7743
7769
De Wolf
De Wolf
280
727
724
456
4066
4829
De Wolf
De Wolf
727
280
456
724
4829
4066
De Wolf
De Wolf
212
775
669
358
3281
3703
McKinley
McKinley
73 160
148
116
1111
1367
McKinley
McKinley
28 232
11 199
43 68 685
599
McKinley
McKinley
73 151
139
112
1059
1319
Leonard
Leonard
5 7
8 6
68 60
McKinley
McKinley
74 152
140
113
1076 76
1327
McKinley
McKinley
39 89
80 72
639
871
H gi hland
H gi hland
13 29
23 19
192
195
H gi hland
H gi hland
14 28
19 19
184
188
Clinton
Clinton
16 19
17 20
215
204
Temperance
Temperance
1337
398
643
1267
6131
6356
nton
nton
13 44
26 11
265
618
De Wolf
De Wolf
211
779
673
357
3292
3713
McKinley
McKinley
28 232
119
43 685
599
1029
1030
034
42 1241
1242
1243
1246 1247
1248 1249
1250
1251 1252
1253
2857
2858
2859
7324 7325
25185
25187 25189
25190
25191
25192
25193
25194
25195
459
2 9
19625197
25198
25199
25200
25201 25202
25203
25211
25212
25213
25214
25215
25216
25217
25218
25229
25230 25231 25232
2523825240
25241
25242
25243
25244
25245 25246
25247
25248
25249
25250
25251
25257
25258
25259
25260
25261
25262
25263
25669
25670
25671 25672
25673
27030
27031
2703227033
27034
27035
27036
27037
27038
27040
27041
27042
27043
27044
27045
27046 27047
27121
27122
27123 27125 27126
27127 27128
37327 37328
44962
44963
45872
45873
45874
52601
54822
55071
55072
55074
55075
55086
55222
62878 62882 62886 62890 62894
62915 62918 62920 62924 62928
62976
62988 62989 62993
63066 63068
63382
63450 63454 634536345563459 63461
63498 63502
63512 63514 63518 63522 63526 63530
63577 63583 63586
63606 63612 63616 63619 63624
63625
63628
63685 63689 63692 63696 63700
63715
63718 63720 63722
63783 63787 63791 63796
63807 63809
63861 63863 63865
63889 63891 63895 6389863900
63928
63930 63934 63938
63948 63950
64002 64006 64012 64011 64015 6401964023
64070 64063
64084 64085 64089 64093
64100 6410464148 64106 64142
64180 64182 64186 64190 64196 64193
64201 64206 64203
64226 64227 64231
64238
64246 64250
64259 64260 64264
64307 64337 64285 64288 64292 64296 64300
117840
117841
117842
117843
117844
117845
117846
117847
119221 119237
119250
119251
119252
119253
119254
119255
119256
119257
119258
119259
119260
119261
119262
119264
119265
119266
119269
119274
119297
119298
119299
119306
119307
119308
119309 119310
119311
119312
119313
119318
119319
119320
119353
119354
121719
121881
121882
121932
121933
121942
121943
121944
122472
122683
122684
122685
122686 122687
122688
122689 122690 122691
122692
122693
122702 122703 122704 122705 122706
122992 122993 122994
122995 122996 122997
122998
122999
123000
123001 123002
123003
123004 123005
123006
123007
123008 123009
123010
123011
123012
123013
123014
123015
123016
123019 123017 123018
123020 123021 123022
123023
123025
123027
23030
123032
123034
123039
123048
123074 123075 123076
123090 123089
123093 123094
123095
123096 123097
123098 123099 123100
123101 123102 123103
123104
123105
123106
123107
123108
123109
123110
123111
123362
123376
123503
123582
123584
123585
123586
123587
207
445
182
Olive
627
123376
123028
1367
I
I
I
I
I
(0LO(
I
r
/
i
(Licensed to JLB Traffic Engineering, Inc)
Tract 6502
Cumulative Year 2046 plus Project
AM, PM and Daily Volumes
4 13
9 4
71 68
109
426
386
208
3073
3101
0 0
0 0
0 0
239
Olive
Olive
38 483
393
92 1057
776
F
o
w
l
e
r
4 0
9 1
0 3
8 4
4 7
8 SR 180 1
Olive
Olive
34 886
359
423
727
3856
F
o
w
l
e
r
F
o
w
l
e
r
1 7
6 8
9 1
3 1
4 5
8 1
3 4
4 1
6 1
4 0
7 9
7 0
F
o
w
e
l
r
F
o
w
e
l
r
9 0
6 1
3 5
5 1
3 5
7 1
1 0
7 8
2 0
9 1
2 9
6 8
Olive
Olive
34 886
359
423
727
3856
OliveOlive
34 886359423727
3856
Fowler 1765 1460 16142
SR 18
3262
1882
21124
SR 180
520
315
3616
F
o
w
e
l
r
9 1
8 1
341
7 970
11 11
124
180 341 10 1 1 444
F
o
w
l
e
r
6 0
7 9
3 0
9 4
8 4 SR 180 1159 530 6657
Fowler 918 1341 7970
SR 180 520
315
3616 SR 180
1159
530
6657
SR 180
1159
530
6657
1037
1039
2856
25126 25127
25128
25129
25130
45859
50892 50525
50893
50894
5089550896
50898
50900
50901
50916
50917
63229
63309
63440 6344163486 63488
117834
117836
117839
119267
122676122678
122681
123041
123043
123579
(ULOC
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Appendix D: Methodology
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Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 7th Edition represents the research on capacity and quality of service for transportation facilities.

Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience.

Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish an LOS.

Intersection Levels of Service
One of the more important elements limiting and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop signs and yield signs.

Signalized Intersections
LOS can be characterized for the entire intersection, each intersection approach and each lane group.

Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. A description of LOS for signalized intersections is found in Table A-1.

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Table 1: Signalized Intersection LOS Description (Motorized Vehicle Mode) Level
of
Service
Description
Average
Control
Delay
(Seconds
per Vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is really low and either progression is exceptionally favorable or the cycle length is very short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. ≤10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.
>10.0 to

20.0 C
Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio no greater than 1.0, the progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
>20 to 35
D
Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high and either progression is ineffective or the cycle length is long.

Many vehicles stop and individual cycle failures are noticeable. >35 to 55
E
Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high, progression is unfavorable and the cycle length is long. Individual cycle failures are frequent.
>55 to 80
F
Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor and the cycle length is long. Most cycles fail to clear the queue.
>80
Note: Source: Highway Capacity Manual 7th Edition
All-Way Stop Controlled Intersections
All-way stop controlled intersections are common in the United States. They are characterized by having all approaches controlled by stop sign without any street having priority. Streets intersecting at all-way stop controlled intersections can be public or private. The intersection analysis boundaries for an all-way stop controlled intersection are assumed to be those of an isolated intersection, no upstream or downstream effects are accounted for in analysis.

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Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) intersections are also common in the United States. A typical configuration is a four-leg intersection in which one street, the major street, is uncontrolled and the other street, the minor street, is controlled by stop signs. The other typical intersection is a three-leg intersection in which a single minor street approach is controlled by a stop sign.

For the analysis of the motorized vehicle mode, the methodology addresses special circumstances that may exist at two-way stop controlled intersections including two-stage gap acceptance, approaches with shared lanes, the presence of upstream traffic signals and flared approaches for minor-street rightturning vehicles. Table A-2 provides a description of LOS at unsignalized intersections.

Table 2: Unsignalized Intersection LOS Description (Motorized Vehicle Mode) Control Delay (Seconds per Vehicle) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 21-8.

Roundabout Controlled Intersections
Roundabouts are intersections with a generally circular shape, characterized by yield on entry and circulation around a central island. Roundabouts have been used successfully throughout the world and are being used increasingly in the United States, especially since 1990. Intersection analysis models generally fall into two categories: regression models and analytical models. Regression models use field data to develop statistically derived relationships between geometric features and performance measures such as capacity and delay. Analytical models are based on traffic flow theory combined with field measures of driver behavior, resulting in an analytical formulation of the relationship of driver behavior, resulting in an analytical formulation of the relationship between those field measures and performance measures such as capacity and delay. Table A-3 provides a description of LOS at roundabout intersections.

Table 3: Roundabout Intersection Level of Service Description (Automobile Mode) Control Delay (Seconds per Vehicle) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 22-8.

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Segment Levels of Service
Segments are portions of roads without any interruption of flow. These typically include basic freeway segments, multilane highway segments, freeway weaving segments, freeway merge and diverge segments, two-lane highway segments and urban street segments.

Urban Street Segments (Motorized Vehicle Mode)
The term “urban street segments” refers to two elements that are found: points and segments. A point is the boundary between links and is represented by an intersection or ramp terminal. A link is a length of roadway between two points. A link and its boundary are referred to as a segment. A signalized intersection is always used to define a boundary. Only intersections, or ramp terminals, in which the segment through volumes is uncontrolled can exist along the segment. A midsegment traffic control signal provided for the exclusive use of pedestrians should not be used to define a segment boundary.

Chapter 18 of the Highway Capacity Manual categorizes each LOS as follows:

LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds exceed 80 percent of the base free flow speed (FFS) and the volume-to-capacity ratio is no greater than

1.0. LOS B describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67 and 80 percent of the base FFS and the volume-to-capacity ratio is no greater than

1.0. LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50 and 67 percent of the base FFS and the volume-tocapacity ratio is no greater than 1.0.

LOS D indicates a less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volumes or inappropriate signal timing at the boundary intersections. The travel speed is between 40 and 50 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.

LOS E is characterized as an unstable operation and has significant delay. Such operations may be due to some combination of adverse progression, high volume and inappropriate signal timing at the boundary intersections. The travel speed is between 30 and 40 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.

LOS F is characterized by flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30 percent or less of the base FFS or the volume-to-capacity ratio is greater than 1.0.

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Urban Street Segments LOS
Two performance measures are used to characterize vehicular LOS for a given direction of travel along an urban street segment. One measure is travel speed for through vehicles. This speed reflects the factors that influence running time along the link and the delay uncured by through vehicles at the boundary intersections. The second measures Is the volume-to-capacity ratio for the through movements at the downstream boundary intersection. These performance measures indicate the degree of mobility provided by the segment. Table A-4 provides a description of LOS for Urban Street Segments.

Table 4: Urban Street Segment Levels of Service (Motorized Vehicle Mode) LOS Travel Speed Threshold by Base Free-Flow Speed (miles/hour) Volume-to55 50 45 40 35 30 25 Capacity Ratio A >44 >40 >36 >32 >28 >24 >20
≤ 1.0
B >37 >34 >30 >27 >23 >20 >17
C >28 >25 >23 >20 >18 >15 >13
D >22 >20 >18 >16 >14 >12 >10
E >17 >15 >14 >12 >11 >9 >8
F ≤17 ≤15 ≤14 ≤12 ≤11 ≤9 ≤8
F Any > 1.0
Note: a = Volume-to-capacity ratio of through movement at downstream boundary intersection.

Source: Highway Capacity Manual 7th Edition, Exhibit 18-1.

Basic Freeway and Multilane Highway Segments
Segments of multilane highways and basic freeways outside the influence of merging maneuvers, diverging maneuvers, weaving maneuvers, or signalized intersections define LOS by density. Density describes a motorist's proximity to other vehicles and is related to a motorist's freedom to maneuver within the traffic stream. Chapter 12 of the Highway Capacity Manual categorizes each LOS as follows:

LOS A describes free-flow operations. FFS prevails on the freeway or multilane highway, and vehicles are almost completely unimpeded in their ability to maneuver within the traffic stream. The effects of incidents or point breakdowns are easily absorbed.

LOS B represents reasonably free-flow operations, and FFS on the freeway or multilane highway is maintained. The ability to maneuver within the traffic stream is only slightly restricted, and the general level of physical and psychological comfort provided to drivers is still high. The effects of minor incidents are still easily absorbed.

LOS C provides for flow with speeds near the FFS of the freeway or multilane highway. Freedom to maneuver within the traffic stream is noticeably restricted, and lane changes require more care and vigilance on the part of the driver. Minor incidents may still be absorbed, but the local deterioration in service quality will be significant. Queues may be expected to form behind any significant blockages.

LOS D is the level at which speeds begin to decline with increasing flows, with density increasing more quickly. Freedom to maneuver within the traffic stream is seriously limited, and drivers experience reduced physical and psychological comfort levels. Even minor incidents can be expected to create queuing, because the traffic stream has little space to absorb disruptions.

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LOS E describes operation at or near capacity. Operations on the freeway or multilane highway at this level are highly volatile because there are virtually no usable gaps within the traffic stream, leaving little room to maneuver within the traffic stream. Any disruption to the traffic stream, such as vehicles entering from a ramp or an access point or a vehicle changing lanes, can establish a disruption wave that propagates throughout the upstream traffic stream. Toward the upper boundary of LOS E, the traffic stream has no ability to dissipate even the most minor disruption, and any incident can be expected to produce a serious breakdown and substantial queuing. The physical and psychological comfort afforded to drivers is poor.

LOS F describes unstable flow. Such conditions exist within queues forming behind bottlenecks.

Breakdowns occur for a number of reasons:
• Traffic incidents can temporarily reduce the capacity of a short segment so that the number of vehicles arriving at a point is greater than the number of vehicles that can move through it. • Points of recurring congestion, such as merge or weaving segments and lane drops, experience very high demand in which the number of vehicles arriving is greater than the number of vehicles that can be discharged.
• In analyses using forecast volumes, the projected flow rate can exceed the estimated capacity of a given location.

Basic Freeway
Basic Freeway segments generally have four to eight lanes (in both directions) and posted speed limits between 50 and 75 mi/hr. The median type depends on right-of-way constraints and other factors. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay. Table A-5 provides a description of LOS for Basic Freeway Segments.

Multilane Highway
Multilane Highway segments generally have four to six lanes (in both directions) and posted speed limits between 40 and 55 mi/hr. These highways may be divided, undivided or divided by a two-way left-turn lane. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay.

Table A-5 provides a description of LOS for Multilane Highway Segments.

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Table 5: Basic Freeway and Multilane Highway Segment Level of Service Description Level of Service Density (Passenger Cars per Mile per Lane) Urban Rural
A ≤11 ≤6
B >11 to 18 >6 to 14
C >18 to 26 >14 to 22
D >26 to 35 >22 to 29
E >35 to 45 >29 to 39
F >45 or Demand Exceeds Capacity >39 or Demand Exceeds Capacity Note: Source: HCM 7th Edition, Exhibit 10-6.

Two-Lane Highway Segments
Two-Lane Highways generally have one lane per direction. The single lane in each direction may be supplemented with passing lanes, truck climbing lanes, turnouts or pullouts. If allowed, passing maneuvers are limited by the availability of gaps in the opposing traffic stream and by the availability of sufficient sight distance for a driver to discern the approach of an opposing vehicle safely. A principal measure of LOS is average speed, percent followers and follower density. Chapter 15 of the Highway Capacity Manual categorizes each LOS as follows:

At LOS A, motorists experience operating speeds near the posted speed limit and little difficulty in passing. Platooning is minimal and follower density is very low.

At LOS B through LOS D, represent gradations between the conditions for LOS A and LOS E.

At LOS E, speeds may still be reasonable, but platooning is significant and follower density is high.

Passing, if allowed is essentially impossible.

LOS F exists whenever demand flow in one or both directions exceeds the segment's capacity. When demand exceeds capacity, it is expected that there will be a reduction in the capacity at the bottleneck.

Two-Lane Highway
The performance measures include average speed, FFS and follower density. The LOS output is calculated for an establish segment boundary that includes consistent terrain, lane widths, shoulder widths, facility classification and demand flow rate. Table A-6 provides a description of LOS for Two-Lane Highway Segments.

Table 6: Two-Lane Highway Segment Level of Service Description LOS
Follower Density (Followers per Mile per Lane)
Higher-Speed Highways
Posted Speed Limit ≥ 50 miles per hour
Lower-Speed Highways
Posted Speed Limit < 50 miles per hour
A ≤2.0 ≤2.5
B >2.0 to 4.0 >2.5 to 5.0
C >4.0 to 8.0 >5.0 to 10.0
D >8.0 to 12.0 >10.0 to 15.0
E >12.0 >15.0
Note: Source: HCM 7th Edition, Exhibit 15-6.

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Appendix E: Collision Data
JI R Wl ENGINEERING, INC.TRAFFIC
01/01/2020 thru 12/31/2020
Report Run On: 10/15/2021
Total Count: 3292
Include State Highways cases
Jurisdiction(s): Fresno
Primary Rd BELMONT AVENUE Distance (ft) 1056 Direction W Secondary Rd RING AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 020019 Collision Date 20200825 Time 0853 Day TUE Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20200902 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 38 M B HBD-UI UNS TURN E A 0100 TOYT 2000 - 3 A 22107 - M G DRVR POSSIBL 38 M 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd BELMONT AVENUE Distance (ft) 150. Direction W Secondary Rd RIVERBEND AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20201222 Time 0630 Day TUE Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20210119 Weather1 FOG Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 21 M H HNBD FATG RAN OFF RD E A 0100 TOYOT 2010 - 3 N - M G DRVR POSSIBL 21 M 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd BELMONT AVENUE Distance (ft) 650. Direction W Secondary Rd SR-145 NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 020095 Collision Date 20200914 Time 0555 Day MON Primary Collision Factor DRVR ALC|DRG Violation 23152F Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20200921 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 36 M H DRUG UNS TURN W A 0100 HYUN 2017 - 3 A 22107 - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd BELMONT AVENUE Distance (ft) 34.0 Direction E Secondary Rd STATE ROUTE 145 NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 018746 Collision Date 20200302 Time 1334 Day MON Primary Collision Factor DRVR ALC|DRG Violation 23152G Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20200320 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 36 M W HBD-UI DRUG PROC ST E A 0100 CHEVY 2009 - 3 A 22350 - M G 2 DRVR 41 M W HNBD STOPPED W J 4898 CHEVY 2019 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd BELMONT AVENUE Distance (ft) 0.00 Direction Secondary Rd TEMPERANCE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 025 Type 3 CalTrans Badge 018926 Collision Date 20200617 Time 1255 Day WED Primary Collision Factor R-O-W AUTO Violation 21802B Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20200629 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1 DRVR 24 M H HNBD PROC ST N A 0100 KIA 2015 - 3 N - M G 2F DRVR 83 F W HNBD PROC ST W A 0100 CHEV 2009 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

Page 68 ends

Fresno City CouncilAugust 14, 2025

Fresno City Council
August 14, 2025