Exhibit G - Traffic Impact Study dated August 22, 2023 — Fresno City Council, April 4, 2024

Exhibit G

Updated Traffic Impact Analysis Report

August 22, 2023
Copper River Ranch
Located on the Northwest Quadrant of
Willow Avenue and Copper Avenue
In the City of Fresno, California
Prepared for:

Granville Homes
1306 W. Herndon Avenue, Suite 101
Fresno, CA 93711

Project No. 004-197

Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com

Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\004 Fresno\004-197 Copper River TIA\Report\R20230822 Copper River Ranch TIA.docx Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com

Updated Traffic Impact Analysis Report

For Copper River Ranch located on the Northwest Quadrant of Willow Avenue and Copper Avenue

In the City of Fresno, CA

August 22, 2023

This Updated 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

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Copper River Ranch - City of Fresno
Updated Traffic Impact Analysis Report
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Table of Contents
Introduction and Summary ....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 2 Existing (Year 2023) Traffic Conditions .................................................................................................... 2 Existing plus Project (Year 2025) Traffic Conditions ................................................................................ 2 Near Term plus Project (Year 2025) Traffic Conditions ........................................................................... 2 Study Facilities ............................................................................................................................................. 3 Study Intersections .................................................................................................................................. 3 Study Scenarios ............................................................................................................................................ 3 Existing (Year 2023) Traffic Conditions .................................................................................................... 3 Existing plus Project (Year 2025) Traffic Conditions ................................................................................ 3 Near Term plus Project (Year 2025) Traffic Conditions ........................................................................... 3 LOS Methodology ................................................................................................................................. 4 LOS Thresholds .....................................................................................................................................4 Operational Analysis Assumptions and Defaults ....................................................................................4 Existing (Year 2023) Traffic Conditions ...................................................................................................5 Roadway Network ........................................................................................................................................ 5 Traffic Signal Warrants ................................................................................................................................. 7 Results of Existing (Year 2023) Level of Service Analysis ............................................................................. 7 Existing plus Project (Year 2025) Traffic Conditions .............................................................................. 11 Project Description ..................................................................................................................................... 11 Project Trip Generation .............................................................................................................................. 11 Trip Distribution ......................................................................................................................................... 13 Roadway Network ...................................................................................................................................... 13 Traffic Signal Warrants ............................................................................................................................... 13 Results of Existing plus Project (Year 2025) Level of Service Analysis ....................................................... 14 Near Term plus Project (Year 2025) Traffic Conditions ............................................................................ 17 Description of Near Term Projects ............................................................................................................. 17 Roadway Network ...................................................................................................................................... 18 Traffic Signal Warrants ............................................................................................................................... 18 Results of the Near Term plus Project (Year 2025) Level of Service Analysis ............................................ 18 Queuing Analysis ................................................................................................................................ 22

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Copper River Ranch - City of Fresno
Updated Traffic Impact Analysis Report
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Conclusions and Recommendations..................................................................................................... 25 Existing (Year 2023) Traffic Conditions .................................................................................................. 25 Existing plus Project (Year 2025) Traffic Conditions .............................................................................. 25 Near Term plus Project (Year 2025) Traffic Conditions ......................................................................... 25 Study Participants ............................................................................................................................... 26 References .......................................................................................................................................... 27

List of Figures
Figure 1: Vicinity Map ............................................................................................................................................... 9 Figure 2: Existing (Year 2023) - Traffic Volumes, Geometrics and Controls .............................................................. 10 Figure 3: 2023 Through 2025 Project Only Trips ...................................................................................................... 15 Figure 4: Existing plus Project (Year 2025) - Traffic Volumes, Geometrics and Controls .......................................... 16 Figure 5: Year 2025 Near Term Projects' Trip Assignment ....................................................................................... 20 Figure 6: Near Term plus Project (Year 2025) - Traffic Volumes, Geometrics and Controls ...................................... 21

List of Tables
Table I: Existing (Year 2023) Intersection LOS Results ............................................................................................... 8 Table II: Project Trip Generation - Remain to be Built (2020) .................................................................................. 11 Table III: Project Trip Generation - Built (2020 – 2023) ............................................................................................ 12 Table IV: Project Trip Generation – Build Projections (2023 – 2025) ....................................................................... 12 Table V: Existing plus Project (Year 2025) Intersection LOS Results......................................................................... 14 Table VI: Year 2025 Near Term Projects’ Trip Generation ....................................................................................... 17 Table VII: Near Term plus Project (Year 2025) Intersection LOS Results .................................................................. 19 Table VIII: Queuing Analysis.................................................................................................................................... 23

List of Appendices
Appendix A: Traffic Counts
Appendix B: Methodology
Appendix C: Existing (Year 2023) Traffic Conditions
Appendix D: Existing plus Project (Year 2025) Traffic Conditions Appendix E: Near Term plus Project (Year 2025) Traffic Conditions Appendix F: Traffic Signal Warrants

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Introduction and Summary
Introduction
This Report describes the Updated Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for Copper River Ranch (Project) located on the northwest quadrant corner of Willow Avenue at Copper Avenue in the City of Fresno. The original Project EIR No. 10126 was approved in 2003, and the subsequent EIR was approved on December 9, 2021. Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network.

The purpose of this Updated TIA is to determine the traffic operational analysis of five intersections which the City of Fresno conditioned the Project to construct traffic signals at varying trigger points. This updated TIA presents actual LOS operations and warrant analysis for the Year 2023 while considering continued development of the Project and cumulative growth within the last three years as well as the anticipated development for the next two years.

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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 (Year 2023) Traffic Conditions
• At present, all study intersections operate at an acceptable LOS during both peak periods.

Existing plus Project (Year 2025) Traffic Conditions
• In the next two years, the proposed Project is estimated to generate approximately 8,526 daily trips, 554 AM peak hour trips and 723 PM peak hour trips.
• Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.

Near Term plus Project (Year 2025) Traffic Conditions
• The total trip generation for the Year 2025 Near Term Projects is 27,567 weekday daily trips, 1,770 weekday AM peak hour trips and 2,575 weekday PM peak hour trips. • Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.
• It is recommended that the preparation of construction documents for the ultimate signalization of the intersections of Millbrook Avenue at Olympic Avenue, Chestnut Avenue at Behymer Avenue and Sommerville Drive at Chestnut Avenue be completed.
• Assuming that all of the near term projects and the additional Project residential and commercial development as listed in Table IV are fully built, it is recommended that the intersections of Millbrook Avenue at Olympic Avenue and Sommerville Drive at Chestnut Avenue be signalized in early 2026.

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Study Facilities
The existing intersection peak hour turning movement and segment volume counts were conducted at the study intersections and segments in April and May 2023 while schools in the vicinity of the Project site were in session. The intersection turning movement counts included pedestrian and bicycle volumes. The traffic counts for the existing study intersections and segments are contained in Appendix A. It should be noted that in the Copper River EIR TIA dated April 30, 2021 the count for the intersection of Sommerville Avenue at Chestnut Avenue was expanded in an effort account for reductions in traffic from the COVID-19 shelter in place. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.

Study Intersections

1. Willow Avenue / Alicante Drive

2. Millbrook Avenue / Olympic Avenue

3. Cedar Avenue / Olympic Avenue

4. Chestnut Avenue / Behymer Avenue

5. Sommerville Drive / Chestnut Avenue
Study Scenarios
Existing (Year 2023) Traffic Conditions
This scenario evaluates the Existing (Year 2023) Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted in April and May 2023.

Existing plus Project (Year 2025) Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project (Year 2025) Traffic Conditions. The Existing plus Project (Year 2025) traffic volumes were obtained by adding the Project Only Trips to the Existing (Year 2023) Traffic Conditions scenario. The Project Only Trips to the study facilities were developed based on existing travel patterns, the Fresno COG ABM 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 Project Only Trips account for the construction anticipated to take place in the next two years. The Fresno COG Project Select Zone prepared by Fresno COG can be found in the Copper River EIR TIA dated April 30, 2021.

Near Term plus Project (Year 2025) Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project (Year 2025) Traffic Conditions. The Near Term plus Project (Year 2025) traffic volumes were obtained by adding the Near Term related trips to the Existing plus Project (Year 2025) Traffic Conditions scenario.

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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) 6th 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 6 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 B.

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.

Additionally, the 2035 MEIR made findings of overriding consideration to allow a lower LOS threshold than that established by the underlying TIZ’s. For those cases in which a LOS criterion for a roadway segment differs from that of the underlying TIZ, such criteria are identified in the roadway description. 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.

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. • At all existing study intersections, the heavy vehicle factor observed for each intersection, or a minimum of 3 percent, were utilized under all scenarios. • At all future study intersections, the heavy vehicle factor of 3 percent was utilized under all study scenarios.
• The number of observed pedestrians at existing intersections was utilized under all study scenarios. • At existing study intersections, the observed Peak Hour Factor (PHF) is utilized under all study scenarios.

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Existing (Year 2023) Traffic Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below.

Willow Avenue is an existing north-south two-lane undivided roadway adjacent to the proposed Project site. In this area, Willow Avenue extends south of Friant Road through the City of Fresno SOI. Willow Avenue is a two-lane super arterial between Friant Road and Copper Avenue, a predominantly four-lane divided super arterial between Copper Avenue and International Avenue and a predominantly six-lane divided super arterial between International Avenue and the City of Clovis SOI. The Fresno General Plan Circulation Element designates Willow Avenue as a two-lane super arterial between Friant Road and Copper Avenue, a four-lane super arterial between Copper Avenue and International Avenue, a six-lane super arterial between International Avenue and Herndon Avenue, a four-lane super arterial between Herndon Avenue and Escalon Avenue, and a six-lane super arterial between Escalon Avenue and Beverly Drive.

Furthermore, the Fresno General Plan Circulation Element acknowledged that Willow Avenue would exceed LOS D as a two-lane super arterial between Friant Road and Copper Avenue. However, City Council made the appropriate findings to designate LOS F as the LOS threshold for this segment of Willow Avenue.

Based on discussions with City staff, it was determined that this segment of Willow Avenue is planned as a four-lane super arterial. As a result, the Project proposes to develop Willow Avenue from Copper Avenue to the Project's northern limits with two (2) southbound lanes along its frontage to Willow Avenue.

Alicante Drive is an existing east-west two-lane divided collector within the proposed Project site. In this area, Alicante Drive exists as a two-lane divided collector between Copper River Drive and Willow Avenue.

The Fresno General Plan Circulation Element designates Alicante Drive as a two-lane collector between Copper River Drive and Willow Avenue.

Millbrook Avenue is an existing north-south four-lane divided collector in the vicinity of the proposed Project site. In this area, Millbrook Avenue extends north of Copper Avenue for approximately 300 feet and southwest of Copper Avenue toward Liberty Hill Road. Millbrook Avenue is a four-lane collector divided by a two-way left-turn lane between Copper Avenue and Turnberry Avenue, a two-lane undivided collector between Turnberry Avenue and Fort Washington Road and a two-lane undivided local road between Fort Washington Road and Liberty Hill Road. The Fresno General Plan Circulation Element designates Millbrook Avenue as a four-lane collector between Copper Avenue and Turnberry Avenue, a two-lane collector between Turnberry Avenue and Fort Washington Road, and a two-lane undivided local road between Fort Washington Road and Liberty Hill Road.

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Cedar Avenue is an existing north-south four-lane divided collector in the vicinity of the proposed Project site. In this area, Cedar Avenue extends south of Copper River Drive and curves eastbound onto International Avenue and connects to Maple Avenue. Cedar Avenue is a four-lane collector divided by a two-way left-turn lane between Copper Avenue and Olympic Avenue. The Fresno General Plan Circulation Element designates Cedar Avenue as a four-lane collector between Copper River Drive and Olympic Avenue.

Chestnut Avenue is an existing north-south two-lane undivided local roadway adjacent to the proposed Project site. In this area, Chestnut Avenue is a two-lane undivided local roadway north of Copper Avenue, a three- to four-lane collector divided by a two-way left-turn lane between Copper Avenue and International Avenue, a two- to three-lane undivided collector between International Avenue and Behymer Avenue, and a two-lane collector divided by a two-way left-turn lane between Behymer Avenue and Sommerville Drive. The Fresno General Plan Circulation Element designates Chestnut Avenue as a two-lane local roadway between Copper River Drive and Copper Avenue, a four-lane collector between Copper Avenue and Behymer Avenue, and a two-lane collector between Behymer Avenue and Sommerville Drive.

Olympic Avenue is an east-west three-lane divided collector in the vicinity of the proposed Project. In this area, Olympic Avenue exists as a three-lane collector divided by a two-way left-turn lane between Millbrook Avenue and Cedar Avenue. The Fresno General Plan Circulation Element designates Olympic Avenue as a collector between Millbrook Avenue and Cedar Avenue.

Behymer Avenue is an existing east-west four-lane divided collector in the vicinity of the proposed Project site. In this area, Behymer Avenue is a two-lane collector divided by a two-way left-turn lane between Granville Avenue and Maple Avenue, a three- to four-lane divided arterial between Maple Avenue and Willow Avenue. The Fresno General Plan Circulation Element designates Behymer Avenue as a two-lane collector between Granville Avenue and Maple Avenue and a four-lane arterial between Maple Avenue and Willow Avenue.

Sommerville Drive is an existing predominantly north-south four-lane divided arterial in the vicinity of the proposed Project site. In this area, Sommerville Drive exists as a three- to four-lane divided arterial between Behymer Avenue and Shepherd Avenue. Sommerville Drive transitions into Maple Avenue north of Behymer Avenue. South of Shepherd Avenue, Sommerville Drive transitions into Chestnut Avenue. The Fresno General Plan Circulation Element designates Sommerville Drive as a four-lane arterial between Behymer Avenue and Shepherd Avenue.

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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 are 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 (Year 2023) Traffic Conditions scenario. These warrants are contained in Appendix F. At present, Warrant 1 is not met for any unsignalized study intersections. Warrant 2 is met for the study intersection of Sommerville Drive at Chestnut Avenue. Warrant 3 is met for the study intersections of Millbrook Avenue at Olympic Avenue, Chestnut Avenue at Behymer Avenue and Sommerville Drive at Chestnut Avenue during the AM peak period. Based on operational analysis and engineering judgment, signalization is not recommended for any study intersection under this scenario. However, it is recommended that preparation of construction documents for the ultimate signalization of these.

Results of Existing (Year 2023) Level of Service Analysis Figure 2 illustrates the Existing (Year 2023) Traffic Conditions turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing (Year 2023) Traffic Conditions scenario are provided in Appendix C. Table I presents a summary of the Existing (Year 2023) peak hour LOS at the study intersections.

At present, all study intersections operate at an acceptable LOS during both peak periods.

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Updated Traffic Impact Analysis Report
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In the Copper River EIR TIA dated April 30, 2021, the intersection of Chestnut Avenue at Behymer Avenue exceeded its LOS threshold in the Existing scenario. The prior TIA was analyzed using Synchro 10 which only allowed for two (2) lanes per approach for an all-way stop intersection. This analysis was completed using Synchro 11, which allows for three (3) lanes per approach for an all-way stop intersection. Thus, this analysis presents a more realistic result than that previously conducted. Furthermore, this intersection contains four (4) lanes on the east and west approaches so the analysis in this TIA is still a more conservative analysis than the operations that currently take place.

Table I: Existing (Year 2023) 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 Willow Avenue / Alicante Drive Does Not Exist - - - - 2 Millbrook Avenue / Olympic Avenue All-Way Stop 20.5 C 8.8 A 3 Cedar Avenue / Olympic Avenue All-Way Stop 12.2 B 8.6 A 4 Chestnut Avenue / Behymer Avenue All-Way Stop 19.6 C 10.6 B 5 Sommerville Drive / Chestnut Avenue All-Way Stop 21.2 C 12.4 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.

004-197 - 07/14/23 - CT/JYNNot To Scale
LEGEND= STUDY INTERSECTION#= FUTURE ROADWAY

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Copper River Ranch - City of FresnoVicinity MapFigure 1 004-197 - 08/03/23 - CT/ABPHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Copper River Ranch - City of FresnoExisting (Year 2023) - Traffic Volumes, Geometrics and ControlsFigure 2 NNot To Scale
LEGEND

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

1. Willow Ave &Alicante Dr
XXX
XXXXXX
XXXWillow Ave
Alicante Dr

2.Millbrook Ave &Olympic Ave288(162)145(20)138(198)162(224) 52(14)188(105)Olympic AveMillbrook Ave

3.Cedar Ave &Olympic Ave
36(35)131(155)
208(115)50(38)
86(48)119(36)Cedar Ave
Olympic Ave

4.Chestnut Ave &Behymer Ave
50(46)157(124)46(19)
73(24)139(205)64(49)49(19)179(98)132(29)
100(45)138(99)50(59)Behymer AveChestnut Ave5.Chestnut Ave &Sommerville Dr3(3)163(209)281(231) 11(7)223(175)292(186)14(16)Sommerville DrChestnut Ave
DOES NOT EXIST27(21)46(12)
0(1)
= AM PEAK HOUR TRIPS= PM PEAK HOUR TRIPSXX(XX)= STOP SIGN= STUDY INTERSECTION= FUTURE ROADWAY#

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR

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Existing plus Project (Year 2025) Traffic Conditions
Project Description
At buildout, the entire Project proposed to construct a total of 3,278 residential units (2,429 single-family and 849 multi-family residential units), develop 254,423 square feet of mixed-use commercial land uses in addition to a park-n-ride lot (27 parking spaces), 28.80 acres of park space and a 3.30-acre wastewater treatment plant.

Project Trip Generation
In the Copper River EIR TIA dated April 30, 2021, there were a total of 1,270 units of Single-Family Detached Housing, 849 units of Multifamily Housing, 25.30 acres of City Park and 192,273 square feet of Commercial that remained to be built. Table II presents a summary of the anticipated trip generation of the Project components that remained to be built as of September 2020, the date of the counts for the Copper River EIR dated April 20, 2021. This trip generation is approximately 32,452 daily, 2,173 AM peak hour and 2,858 PM peak hour total driveway trips.

Table II: Project Trip Generation - Remain to be Built (2020) Land Use Size Unit Daily
Trips
AM (7-9) Peak Hour PM (4-6) Peak Hour
In Out Total In Out Total
Single-Family Detached Housing 1,270 d.u. 11,987 233 705 938 792 466 1,258 Apartments 849 d.u. 6,215 89 301 390 299 176 475
City Park 25.30 ac. 20 1 0 1 2 1 3
Commercial 192.273 k.s.f. 14,230 464 380 844 539 583 1,122 Total 32,452 787 1,386 2,173 1,632 1,226 2,858
Note: d.u. = dwelling unit
ac. = acre
k.s.f. = thousand square feet
Since the Project has been in a state of development since its approval, Table III presents a summary of the anticipated trip generation of the Project components that have been built between September 2020 as of May 2023. The trip generation of the Project components that were built include 254 units of Single- Family Detached Housing, 216 units of Multifamily Housing, 0.00 acres of City Park and 22,500 square feet of Commercial. Between September 2020 and May 2023, the proposed Project which was built is estimated to generate 5,899 daily, 405 AM peak hour and 515 PM peak hour total driveway trips.

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Table III: Project Trip Generation - Built (2020 – 2023) Land Use Size Unit Daily
Trips
AM (7-9) Peak Hour PM (4-6) Peak Hour
In Out Total In Out Total
Single-Family Detached Housing 254 d.u. 2,397 48 138 186 155 96 251 Apartments 216 d.u. 1,581 23 76 99 76 45 121
City Park 0 ac. 0 0 0 0 0 0 0
Commercial 22.500 k.s.f. 1,921 68 52 120 67 76 143
Total 5,899 139 266 405 298 217 515
Note: d.u. = dwelling unit
ac. = acre
k.s.f. = thousand square feet
The counts that were collected in April 2023 for this Report include the traffic generated listed in Table III.

This Report assumes that a rate of construction that is twenty five percent (25%) greater than that experienced between 2020 and April 2023, or more in specific cases, continues for the next two years.

Table IV presents a summary of the trip generation of the Project components that are anticipated to be built in the next two (2) years. These include 240 Single-Family Detached Housing units, 276 Multifamily Housing units and 38,400 square feet of Commercial. Through May of 2025, the proposed Project is estimated to generate an additional 8,526 daily, 554 AM peak hour and 723 PM peak hour total driveway trips.

Table IV: Project Trip Generation – Build Projections (2023 – 2025) Land Use Size Unit Daily
Trips
AM (7-9) Peak Hour PM (4-6) Peak Hour
In Out Total In Out Total
Single-Family Detached Housing (210) 240 d.u. 2,265 41 135 176 152 87 239 Apartments (220) 276 d.u. 2,020 29 98 127 98 57 155
Commercial (820, 934 and 945) 38.400 k.s.f. 4,241 132 119 251 165 164 329 Total 8,526 202 352 554 415 308 723
Note: d.u. = dwelling unit
ac. = acre
k.s.f. = thousand square feet

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Updated Traffic Impact Analysis Report
August 22, 2023

It is worth noting that this TIA does not consider reductions in the Project’s anticipated trip generation as a result of internal capture or pass-by trips. Internal capture trip reductions are typically applied to account for the interaction between various individual land uses included as part of the Project. For example, in a mixed-use development containing offices and shops, trips made by the office workers to the shops within the site are defined as internal, or captured, trips within the site. Pass-by trip reductions are typically applied to account for those vehicles already on the road that the Project may attract.

Typically, internally captured trips are deducted from the total number of driveway trips that leave the Project site while pass-by are those which are already on the street adjacent to the Project site. Since internal capture and pass-by trips are not deducted from the Project’s estimated maximum trip generation, this TIA represents a worst-case scenario.

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. The Project’s trip generation data was provided to Fresno COG in order to conduct a Project-specific Select Zone analysis using the Fresno COG ABM (Base Year 2019 and Cumulative Year 2035). The Fresno COG Project Select Zone prepared by Fresno COG can be found in the Copper River EIR TIA dated April 30, 2021. Figure 3 illustrates the Project Only Trips at the study intersections of those components projected to be built in the next two (2) years.

Roadway Network
The Existing plus Project (Year 2025) Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with one exception. By this scenario, Alicante Drive will be constructed to Willow Avenue. Figure 4 illustrates the assumed intersection geometrics and traffic controls under the Existing plus Project (Year 2025) scenario.

Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized intersections under the Existing plus Project (Year 2025) Traffic Conditions scenario. These warrants are contained in Appendix F. Under this scenario, the study intersections of Millbrook Avenue at Olympic Avenue, Chestnut Avenue at Behymer Avenue and Sommerville Drive at Chestnut Avenue are projected to satisfy the peak hour signal warrant during one or both peak periods. Based on operational analysis and engineering judgment, signalization is not recommended for any of the study intersections under this scenario. However, it is recommended that preparation of construction documents for the ultimate signalization of these three (3) intersections be completed.

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Results of Existing plus Project (Year 2025) Level of Service Analysis Figure 4 illustrates the Existing plus Project (Year 2025) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project (Year 2025) Traffic Conditions scenario are provided in Appendix D. Table V presents a summary of the Existing plus Project (Year 2025) peak hour LOS at the study intersections.

Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.

Table V: Existing plus Project (Year 2025) 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 Willow Avenue / Alicante Drive One-Way Stop 9.8 A 9.3 A 2 Millbrook Avenue / Olympic Avenue All-Way Stop 27.1 D 9.0 A 3 Cedar Avenue / Olympic Avenue All-Way Stop 12.3 B 8.6 A 4 Chestnut Avenue / Behymer Avenue All-Way Stop 20.4 C 10.8 B 5 Sommerville Drive / Chestnut Avenue All-Way Stop 26.4 D 13.5 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.

In the Copper River EIR TIA dated April 30, 2021, the intersection of Chestnut Avenue at Behymer Avenue exceeded its LOS threshold in the Existing plus Project scenario. This TIA does not consider the Project to be fully built in the Existing plus Project in contrast to the prior TIA. Furthermore, the prior TIA was analyzed using Synchro 10 which only allowed for two (2) lanes per approach for an all-way stop intersection. This analysis was completed using Synchro 11, which allows for three (3) lanes per approach for an all-way stop intersection. Thus, this analysis presents a more realistic result than that previously conducted. Currently, this intersection contains four (4) lanes on the east and west approaches so the analysis in this TIA is a more conservative analysis than the operations that currently take place.

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LEGEND

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

1. Willow Ave &Alicante Dr
1(0)40(30)
11(36)2(1)
4(0)0(1)Willow Ave
Alicante Dr

2.Millbrook Ave &Olympic Ave27(0)1(6)9(19)0(9)
15(1)9(17)Olympic AveMillbrook Ave

3.Cedar Ave &Olympic Ave
2(6)
0(9)
11(0)15(3)Cedar Ave
Olympic Ave

4.Chestnut Ave &Behymer Ave
2(2)
3(2)0(10)
26(0)Behymer AveChestnut Ave5.Chestnut Ave &Sommerville Dr23(44) 39(48)
0(10)26(0)Sommerville DrChestnut Ave
= AM PROJECT ONLY TRIPS= PM PROJECT ONLY TRIPSXX(XX)= STUDY INTERSECTION= FUTURE ROADWAY#

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR
004-197 - 08/08/23 - CT/ABPHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Copper River Ranch - City of FresnoExisting plus Project (Year 2025) - Traffic Volumes, Geometrics and ControlsFigure 4 NNot To Scale
LEGEND

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

1. Willow Ave &Alicante Dr
1(0)40(30)
11(36)168(233)
222(171)0(1)Willow Ave
Alicante Dr

2.Millbrook Ave &Olympic Ave315(162)146(26)147(217)162(233) 67(15)197(122)Olympic AveMillbrook Ave

3.Cedar Ave &Olympic Ave
38(41)131(155)
208(115)50(47)
97(48)134(39)Cedar Ave
Olympic Ave

4.Chestnut Ave &Behymer Ave
50(46)159(126)46(19)
73(24)142(207)64(49)49(19)179(108)132(29)
100(45)164(99)50(59)Behymer AveChestnut Ave5.Chestnut Ave &Sommerville Dr3(3)186(253)281(241) 11(7)262(223)318(186)14(16)Sommerville DrChestnut Ave0(1) = AM PEAK HOUR TRIPS= PM PEAK HOUR TRIPSXX(XX)= STOP SIGN= STUDY INTERSECTION= FUTURE ROADWAY#

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR
27(21)46(12)

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Near Term plus Project (Year 2025) Traffic Conditions
Description of Near Term Projects
Near Term Projects consist of developments that are either under construction, built but not fully occupied, are not built but have final site development review (SDR) approval, or for which the lead agency or responsible agencies have knowledge of. The City of Fresno, County of Fresno and Caltrans staff were consulted throughout the preparation of the prior TIA regarding Near Term Projects that could potentially impact the study intersections. JLB staff conducted a reconnaissance of the surrounding area to confirm the Near Term Projects. Therefore, the Near Term Projects listed in Table VI were within proximity of the Project site.

Table VI: Year 2025 Near Term Projects’ Trip Generation Near Term
Project ID
Near Term
Project Name
Daily
Trips
AM
Peak Hour
PM
Peak Hour
A TT 5903 (portion of)1 28 2 3
B TT 61351 57 4 6
C 18 acres1 850 67 89
D 6 acres1 1,010 63 77
E TT 5261 (portion of)1 28 2 3
F TT 5029 (portion of)1 47 4 5
G SWQ Willow-Copper MFR 113 9 12
H Willow-Shepherd Mixed-Use3 512 11 44
I CEMEX Rockfield Modification Project4 1,076 250 260
J Alluvial Professional Offices5 2,199 262 40
K Extended Stay Hotel1 491 37 152
L Fresno-Nees Mixed-Use1 1,948 134 632
M Friant-Audubon Mixed-Use1 5,806 400 632
N Villages at the Ranch1 286 23 30
O Heritage Crossing Care Facility1 140 10 14
P Willow-Alluvial Apartments1 1,940 122 148
Q Willow-Herndon Commercial1 8,284 206 836
R Sam’s Club Fuel Station1 2,752 164 224
Total Near Term Project Trips 27,567 1,770 2,575
Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information 2 = Trip Generation based on JLB Traffic Engineering, Inc. Traffic Impact Analysis Report 3 = Trip Generation based on a Traffic Impact Analysis Report by another Traffic Engineering Firm

The trip generation listed in Table VI is that which is anticipated to be added to the streets and highways by Near Term Projects by the year 2025. As shown in Table VI, the total trip generation for the Near Term Projects is 27,567 weekday daily trips, 1,770 weekday AM peak hour trips and 2,575 weekday PM peak hour trips. Figure 5 illustrates the location of the Year 2025 Near Term Projects and their combined trip assignment to the study intersections under the Near Term plus Project (Year 2025) Traffic Conditions scenario.

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Roadway Network
The Near Term plus Project (Year 2025) Traffic Conditions scenario assumes that the Existing plus Project (Year 2025) Traffic Conditions roadway geometrics and traffic controls will remain in place. Figure 6 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 Near Term plus Project (Year 2025) Traffic Conditions scenario. These warrants are contained in Appendix F. Under this scenario, the study intersections of Millbrook Avenue at Olympic Avenue, Chestnut Avenue at Behymer Avenue and Sommerville Drive at Chestnut Avenue are projected to satisfy the peak hour signal warrant during one or both peak periods. Based on operational analysis and engineering judgment, signalization is not recommended for any study intersections under this scenario. However, it is recommended that preparation of construction documents for the ultimate signalization of these three (3) intersections be completed.

Assuming that all of the near term projects and the additional Project residential and commercial development as listed in Table IV are fully built, it is estimated that the intersections of Millbrook Avenue at Olympic Avenue and Sommerville Drive at Chestnut Avenue would need to have fully operational traffic signals by the Year 2026. As a result, it is recommended that these two intersections be signalized by early 2026.

Results of the Near Term plus Project (Year 2025) Level of Service Analysis Figure 6 illustrates the Near Term plus Project (Year 2025) turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Near Term plus Project (Year 2025) Traffic Conditions scenario are provided in Appendix E. Table VII presents a summary of the Near Term plus Project (Year 2025) peak hour LOS at the study intersections.

Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.

In the Copper River EIR TIA dated April 30, 2021, the intersection of Chestnut Avenue at Behymer Avenue exceeded its LOS threshold in the Near Term plus Project scenario. This TIA does not consider the Project to be fully built in the Near Term plus Project in contrast to the prior TIA. Furthermore, the prior TIA was analyzed using Synchro 10 which only allowed for two (2) lanes per approach for an all-way stop intersection. This analysis was completed using Synchro 11, which allows for three (3) lanes per approach for an all-way stop intersection. Thus, this analysis presents a more realistic result than that previously conducted. Currently, this intersection contains four (4) lanes on the east and west approaches so the analysis in this TIA is a more conservative analysis than the operations that currently take place.

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Table VII: Near Term plus Project (Year 2025) 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 Willow Avenue / Alicante Drive One-Way Stop 9.9 A 9.3 A 2 Millbrook Avenue / Olympic Avenue All-Way Stop 32.5 D 9.0 A 3 Cedar Avenue / Olympic Avenue All-Way Stop 12.3 B 8.7 A 4 Chestnut Avenue / Behymer Avenue All-Way Stop 21.1 C 10.9 B 5 Sommerville Drive / Chestnut Avenue All-Way Stop 30.2 D 14.1 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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Copper River Ranch - City of FresnoYear 2025 Near Term Projects' Trip AssignmentFigure 5 NNot To Scale
LEGEND

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

1. Willow Ave &Alicante Dr16(3)
16(3)Willow Ave
Alicante Dr

2.Millbrook Ave &Olympic Ave18(1)2(4)1(5)
1(3)Olympic AveMillbrook Ave

3.Cedar Ave &Olympic Ave
0(4)1(1)
0(1)2(0)
0(2)17(0)Cedar Ave
Olympic Ave

4.Chestnut Ave &Behymer Ave
0(1)
1(1)0(1)0(6)
4(0)16(4)Behymer AveChestnut Ave5.Chestnut Ave &Sommerville Dr6(20)0(6) 8(15)17(5)Sommerville DrChestnut Ave

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR
= STUDY INTERSECTION#= FUTURE ROADWAY= AM NEAR TERM TRIPS= PM NEAR TERM TRIPSXX(XX)= NEAR TERM PROJECT LOCATION# ABCDE
F
G
HPQ
I

J ML K OR
N
004-197 - 08/08/23 - CT/ABPHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Copper River Ranch - City of FresnoNear Term plus Project (Year 2025) - Traffic Volumes, Geometrics and ControlsFigure 6 NNot To Scale
LEGEND

INTERNATIONAL AVE

BEHYMER AVE

PERRIN AVE

WILLOW AVE

GRANVILLE AVE

MAPLE AVECHESTNUT AVECEDAR AVE

MILLBROOK AVE

FRIANT RD

OLYMPIC AVE
1 4
32 5

SOMMERVILLE DR

1. Willow Ave &Alicante Dr
1(0)40(30)
11(36)184(236)
238(174)0(1)Willow Ave
Alicante Dr

2.Millbrook Ave &Olympic Ave333(163)146(26)149(221)163(238) 67(15)198(125)Olympic AveMillbrook Ave

3.Cedar Ave &Olympic Ave
38(45)132(156)
208(116)52(47)
97(50)151(39)Cedar Ave
Olympic Ave

4.Chestnut Ave &Behymer Ave
50(46)159(126)46(20)
73(24)142(207)65(50)49(20)179(114)132(29)
104(45)180(103)50(59)Behymer AveChestnut Ave5.Chestnut Ave &Sommerville Dr3(3)192(273)281(247) 11(7)270(238)335(191)14(16)Sommerville DrChestnut Ave0(1) = AM PEAK HOUR TRIPS= PM PEAK HOUR TRIPSXX(XX)= STOP SIGN= STUDY INTERSECTION= FUTURE ROADWAY#

COPPER AVECOPPER RIVER DR

ALICANTE DRCLUBHOUSE DR
27(21)46(12)

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Queuing Analysis
Table VIII 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 B 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 Studio 11 User Guide, “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., 2019). The queues shown in Table VIII 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 right- turn 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, 2019). 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 VIII.

The storage capacity for the Near Term plus Project (Year 2025) Traffic Conditions shall be based on the SimTraffic output files and engineering judgment. The values in bold presented in Table VIII are the projected queue lengths that will likely need to be accommodated by the Near Term plus Project (Year 2025) Traffic Conditions scenario. At the remaining approaches of the study intersections, the existing storage capacity will be sufficient to accommodate the maximum queue.

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Table VIII: Queuing Analysis
ID Intersection Existing Queue Storage Length (ft.)
Existing (Year
2023)
Existing plus
Project (Year
2025)
Near Term plus
Project (Year
2025)

AM PM AM PM AM PM
1 Willow Avenue
/
Alicante Drive
Eastbound Left * * * 0 0 0 0
Eastbound Right * * * 56 48 52 45
Northbound Left * * * 24 24 12 10
Northbound Through * * * 0 0 0 0
Southbound Through-Right * * * 0 0 0 0
2 Millbrook Avenue
/
Olympic Avenue
Westbound Left >300 87 67 106 77 129 64
Westbound Right >300 47 16 51 30 46 34
Northbound Through >500 59 50 48 61 58 51
Northbound Through >500 47 49 51 55 49 51
Northbound Right 160 70 65 56 69 59 74
Southbound Left 100 53 38 43 33 49 31
Southbound Through >500 53 48 60 72 80 43
Southbound Through >500 50 47 47 39 44 40
3 Cedar Avenue
/
Olympic Avenue
Eastbound Left 200 41 40 37 35 34 37
Eastbound Right >300 53 54 48 50 35 52
Northbound Left 200 81 55 83 55 93 61
Northbound Through >500 42 44 43 46 45 44
Northbound Through >500 42 28 51 42 40 43
Southbound Through >500 43 47 49 44 60 55
Southbound Through >500 26 0 38 23 32 18
Southbound Right 100 55 50 60 45 54 43
Note: * = Does not exist or is not projected to exist

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Table VIII: Queuing Analysis (Continued)
ID Intersection Existing Queue Storage Length (ft.)
Existing (Year
2023)
Existing plus
Project (Year
2025)
Near Term plus
Project (Year
2025)

AM PM AM PM AM PM
4 Chestnut Avenue
/
Behymer Avenue
Eastbound Left 200 44 47 49 43 58 42
Eastbound Through >500 43 38 40 40 45 41
Eastbound Through-Right >500 52 42 58 34 60 34
Westbound Left 230 62 47 72 44 77 47
Westbound Through >500 64 62 74 78 71 75
Westbound Through-Right >500 60 55 60 55 66 44
Northbound Left 100 52 43 52 38 50 39
Northbound Through-Right >500 106 71 117 67 125 71
Southbound Left 120 63 48 85 44 73 46
Southbound Through >500 72 60 83 70 86 68
Southbound Right 120 56 57 54 51 55 59
5 Sommerville Drive
/
Chestnut Avenue
Eastbound Left 150 31 31 38 33 27 26
Eastbound Through >500 49 53 60 53 53 62
Eastbound Through >500 51 48 58 53 60 67
Westbound Left 150 9 0 16 15 19 16
Westbound Through >500 56 60 59 52 54 69
Westbound Through-Right >500 71 85 94 73 87 83
Southbound Left 140 83 75 102 69 103 80
Southbound Right >300 26 35 33 38 27 37
Note: * = Does not exist or is not projected to exist

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Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.

Existing (Year 2023) Traffic Conditions
• At present, all study intersections operate at an acceptable LOS during both peak periods.

Existing plus Project (Year 2025) Traffic Conditions
• At buildout, the proposed Project is estimated to generate approximately 8,526 daily trips, 554 AM peak hour trips and 723 PM peak hour trips.
• Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.

Near Term plus Project (Year 2025) Traffic Conditions
• The total trip generation for the Near Term Projects is 27,567 weekday daily trips, 1,770 weekday AM peak hour trips and 2,575 weekday PM peak hour trips.
• Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.
• It is recommended that preparation of construction documents for the ultimate signalization of the intersections of Millbrook Avenue at Olympic Avenue, Chestnut Avenue at Behymer Avenue and Sommerville Drive at Chestnut Avenue be completed.
• Assuming that all of the near term projects and the additional Project residential and commercial development as listed in Table IV are fully built, it is recommended that the intersections of Millbrook Avenue at Olympic Avenue and Sommerville Drive at Chestnut Avenue be signalized in early 2026.

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Study Participants
JLB Traffic Engineering, Inc. Personnel:

Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Engineer I/II
Christian Sanchez Engineer I/II
John Yang CADD Technician
Adrian Benavides Engineering Aide
Carlos Topete Engineering Aide

Persons Consulted:

Drew Phelps Granville Homes
Harmanjit Dhaliwal, PE City of Fresno
Jill Gormley City of Fresno

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

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

Caltrans. 2020. “Vehicle Miles Traveled-Focused Transportation Impact Study Guide”. 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. 2019. “Synchro Studio 11 User Guide”. Sugar Land: Trafficware, LLC.

"Department of Transportation | FAX". 2021. Fresno.Gov. https://www.fresno.gov/transportation/fax/.

Institute of Transportation Engineers. 2017. "Trip Generation Manual". Washington: Institute of Transportation Engineers.

National Academies of Sciences, Engineering, and Medicine. 2022. “Highway Capacity Manual 7th Edition:

A Guide for Multimodal Mobility Analysis” Washington: The National Academies Press.

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

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Appendix A: Traffic Counts

File Name : Millbrook at Olympic
Site Code : 00000000
Start Date : 4/18/2023
Page No : 1
Groups Printed- Unshifted - Turns

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 0 0 0 0 46 0 0 0 0 20 25 0 3 17 0 0 111
07:15 AM 0 0 0 0 40 0 7 0 0 12 27 1 5 26 0 0 118
07:30 AM 0 0 0 0 84 0 51 1 0 28 43 0 25 49 0 0 281
07:45 AM 0 0 0 0 106 0 83 1 0 34 46 0 22 62 0 0 354
Total 0 0 0 0 276 0 141 2 0 94 141 1 55 154 0 0 864
08:00 AM 0 0 0 0 48 0 7 1 0 44 43 0 4 40 0 0 187
08:15 AM 0 0 0 0 50 0 4 0 0 32 30 0 1 37 0 0 154
08:30 AM 0 0 0 0 59 0 5 0 0 20 22 1 1 29 0 0 137
08:45 AM 0 0 0 0 26 0 2 0 0 21 22 1 2 21 0 0 95
Total 0 0 0 0 183 0 18 1 0 117 117 2 8 127 0 0 573
*** BREAK ***
04:00 PM 0 0 0 0 45 0 15 0 0 43 41 0 2 26 0 0 172
04:15 PM 0 0 0 0 35 0 3 0 0 44 34 0 4 31 0 0 151
04:30 PM 0 0 0 0 26 0 8 0 0 36 42 0 4 34 0 0 150
04:45 PM 0 0 0 0 39 0 7 1 0 37 45 0 3 29 0 0 161
Total 0 0 0 0 145 0 33 1 0 160 162 0 13 120 0 0 634
05:00 PM 0 0 0 0 46 0 3 6 0 50 51 0 2 19 0 0 177
05:15 PM 0 0 0 0 40 0 7 1 0 35 56 2 8 24 0 0 173
05:30 PM 0 0 0 0 37 0 6 6 1 57 50 0 3 30 0 0 190
05:45 PM 0 0 0 0 39 0 4 1 0 55 67 1 1 31 0 0 199
Total 0 0 0 0 162 0 20 14 1 197 224 3 14 104 0 0 739
Grand Total 0 0 0 0 766 0 212 18 1 568 644 6 90 505 0 0 2810 Apprch % 0 0 0 0 76.9 0 21.3 1.8 0.1 46.6 52.8 0.5 15.1 84.9 0 0 Total % 0 0 0 0 27.3 0 7.5 0.6 0 20.2 22.9 0.2 3.2 18 0 0 Unshifted 0 0 0 0 766 0 212 18 0 568 644 6 90 505 0 0 2809 % Unshifted 0 0 0 0 100 0 100 100 0 100 100 100 100 100 0 0 100 U-Turns 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
% U-Turns 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
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Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Millbrook at Olympic
Site Code : 00000000
Start Date : 4/18/2023
Page No : 2

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 0 84 0 51 1 136 0 28 43 0 71 25 49 0 0 74 281 07:45 AM 0 0 0 0 0 106 0 83 1 190 0 34 46 0 80 22 62 0 0 84 354 08:00 AM 0 0 0 0 0 48 0 7 1 56 0 44 43 0 87 4 40 0 0 44 187 08:15 AM 0 0 0 0 0 50 0 4 0 54 0 32 30 0 62 1 37 0 0 38 154 Total Volume 0 0 0 0 0 288 0 145 3 436 0 138 162 0 300 52 188 0 0 240 976 % App. Total 0 0 0 0 66.1 0 33.3 0.7 0 46 54 0 21.7 78.3 0 0 PHF .000 .000 .000 .000 .000 .679 .000 .437 .750 .574 .000 .784 .880 .000 .862 .520 .758 .000 .000 .714 .689 Unshifted 0 0 0 0 0 288 0 145 3 436 0 138 162 0 300 52 188 0 0 240 976 % Unshifted 0 0 0 0 0 100 0 100 100 100 0 100 100 0 100 100 100 0 0 100 100 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

MILLBROOK

OLYMPIC

MILLBROOK
Right
0 0
0 Thru
188
0 188
Left
52 0
52 Peds
0 0
0 InOut Total
283 240 523
0 0 0
283 523 240
Right
145
0 145
Thru
0 0
0 Left
288
0 288
Peds
3 0
3 OutTotal In
214 436 650
0 0 0
214 650 436
Left
0 0
0 Thru
138
0 138
Right
162
0 162
Peds
0 0
0 Out TotalIn
476 300 776
0 0 0
476 776 300
Left
0 0
0 Thru
0 0
0 Right
0 0
0 Peds
0 0
0 TotalOut In
0 0 0
0 0 0
0 0 0 Peak Hour Begins at 07:30 AM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Millbrook at Olympic
Site Code : 00000000
Start Date : 4/18/2023
Page No : 3

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 46 0 3 6 55 0 50 51 0 101 2 19 0 0 21 177 05:15 PM 0 0 0 0 0 40 0 7 1 48 0 35 56 2 93 8 24 0 0 32 173 05:30 PM 0 0 0 0 0 37 0 6 6 49 1 57 50 0 108 3 30 0 0 33 190 05:45 PM 0 0 0 0 0 39 0 4 1 44 0 55 67 1 123 1 31 0 0 32 199 Total Volume 0 0 0 0 0 162 0 20 14 196 1 197 224 3 425 14 104 0 0 118 739 % App. Total 0 0 0 0 82.7 0 10.2 7.1 0.2 46.4 52.7 0.7 11.9 88.1 0 0 PHF .000 .000 .000 .000 .000 .880 .000 .714 .583 .891 .250 .864 .836 .375 .864 .438 .839 .000 .000 .894 .928 Unshifted 0 0 0 0 0 162 0 20 14 196 0 197 224 3 424 14 104 0 0 118 738 % Unshifted 0 0 0 0 0 100 0 100 100 100 0 100 100 100 99.8 100 100 0 0 100 99.9 U-Turns 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1
% U-Turns 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0.2 0 0 0 0 0 0.1

MILLBROOK

OLYMPIC

MILLBROOK
Right
0 0
0 Thru
104
0 104
Left
14 0
14 Peds
0 0
0 InOut Total
217 118 335
0 0 0
217 335 118
Right
20 0
20 Thru
0 0
0 Left
162
0 162
Peds
14 0
14 OutTotal In
238 196 434
0 0 0
238 434 196
Left
0 1
1 Thru
197
0 197
Right
224
0 224
Peds
3 0
3 Out TotalIn
266 424 690
0 1 1
266 691 425
Left
0 0
0 Thru
0 0
0 Right
0 0
0 Peds
0 0
0 TotalOut In
0 0 0
1 0 1
1 1 0 Peak Hour Begins at 05:00 PM

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total *** BREAK ***
08:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
08:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
*** BREAK ***
Total 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2
*** BREAK ***
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
04:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 2
Total 0 0 0 0 1 0 0 0 0 2 0 0 0 1 0 0 4
*** BREAK ***
05:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
05:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
05:45 PM 0 0 0 0 2 0 0 0 0 0 2 0 0 1 0 0 5
Total 0 0 0 0 3 0 0 0 0 0 3 0 0 1 0 0 7
Grand Total 0 0 0 0 4 0 0 0 0 2 5 0 0 2 0 0 13
Apprch % 0 0 0 0 100 0 0 0 0 28.6 71.4 0 0 100 0 0
Total % 0 0 0 0 30.8 0 0 0 0 15.4 38.5 0 0 15.4 0 0
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Millbrook at Olympic
Site Code : 00000000
Start Date : 4/18/2023
Page No : 2

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK

OLYMPIC

MILLBROOK
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
2 0 2
Left
0 Thru
0 Right
2 Peds
0 Out TotalIn
0 2 2
Left
0 Thru
0 Right
0 Peds
0 TotalOut In
0 0 0
Peak Hour Begins at 07:30 AM

OLYMPIC
Eastbound

OLYMPIC
Westbound

MILLBROOK
Northbound

MILLBROOK

OLYMPIC

MILLBROOK
Right
0 Thru
1 Left
0 Peds
0 InOut Total
0 1 1
Right
0 Thru
0 Left
3 Peds
0 OutTotal In
3 3 6
Left
0 Thru
0 Right
3 Peds
0 Out TotalIn
4 3 7
Left
0 Thru
0 Right
0 Peds
0 TotalOut In
0 0 0
Peak Hour Begins at 05:00 PM

Bicycles
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Cedar at Olympic
Site Code : 00000000
Start Date : 4/19/2023
Page No : 1
Groups Printed- Unshifted - Turns

OLYMPIC
Eastbound

OLYMPIC
Westbound
CEDAR
Northbound
CEDAR
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 1 0 10 2 0 0 0 0 31 4 0 0 0 4 7 0 59
07:15 AM 4 0 13 1 0 0 0 0 32 11 0 0 0 8 13 2 84
07:30 AM 4 0 20 0 0 0 0 13 77 10 0 0 1 28 55 3 211
07:45 AM 22 0 35 0 0 0 0 13 64 20 0 0 0 38 50 13 255
Total 31 0 78 3 0 0 0 26 204 45 0 0 1 78 125 18 609
08:00 AM 7 0 40 0 0 0 0 0 29 9 0 0 0 5 8 0 98
08:15 AM 3 0 36 0 0 0 0 1 38 10 0 0 0 14 6 0 108
08:30 AM 8 0 24 0 0 0 0 0 61 15 0 0 0 13 10 0 131
08:45 AM 0 0 22 2 0 0 0 0 24 8 0 0 0 4 5 1 66
Total 18 0 122 2 0 0 0 1 152 42 0 0 0 36 29 1 403
*** BREAK ***
04:00 PM 7 0 25 0 0 0 0 1 23 12 0 0 0 6 9 0 83
04:15 PM 5 0 30 0 0 0 0 1 29 13 0 0 0 5 6 3 92
04:30 PM 10 0 22 0 0 0 0 1 37 10 0 0 0 9 7 0 96
04:45 PM 8 0 38 3 0 0 0 0 29 6 0 0 0 11 9 0 104
Total 30 0 115 3 0 0 0 3 118 41 0 0 0 31 31 3 375
05:00 PM 10 0 33 0 0 0 0 0 33 7 0 3 0 18 13 3 120
05:15 PM 9 0 47 0 0 0 0 0 24 16 0 0 0 12 9 5 122
05:30 PM 8 0 37 0 0 0 0 1 29 9 0 0 0 7 5 1 97
05:45 PM 8 0 42 0 0 0 0 0 22 10 0 0 0 15 3 2 102
Total 35 0 159 0 0 0 0 1 108 42 0 3 0 52 30 11 441
Grand Total 114 0 474 8 0 0 0 31 582 170 0 3 1 197 215 33 1828 Apprch % 19.1 0 79.5 1.3 0 0 0 100 77.1 22.5 0 0.4 0.2 44.2 48.2 7.4 Total % 6.2 0 25.9 0.4 0 0 0 1.7 31.8 9.3 0 0.2 0.1 10.8 11.8 1.8 Unshifted 114 0 474 8 0 0 0 31 582 170 0 3 0 197 215 33 1827 % Unshifted 100 0 100 100 0 0 0 100 100 100 0 100 0 100 100 100 99.9 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
% U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0.1
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Cedar at Olympic
Site Code : 00000000
Start Date : 4/19/2023
Page No : 2

OLYMPIC
Eastbound

OLYMPIC
Westbound
CEDAR
Northbound
CEDAR
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 4 0 20 0 24 0 0 0 13 13 77 10 0 0 87 1 28 55 3 87 211 07:45 AM 22 0 35 0 57 0 0 0 13 13 64 20 0 0 84 0 38 50 13 101 255 08:00 AM 7 0 40 0 47 0 0 0 0 0 29 9 0 0 38 0 5 8 0 13 98 08:15 AM 3 0 36 0 39 0 0 0 1 1 38 10 0 0 48 0 14 6 0 20 108 Total Volume 36 0 131 0 167 0 0 0 27 27 208 49 0 0 257 1 85 119 16 221 672 % App. Total 21.6 0 78.4 0 0 0 0 100 80.9 19.1 0 0 0.5 38.5 53.8 7.2 PHF .409 .000 .819 .000 .732 .000 .000 .000 .519 .519 .675 .613 .000 .000 .739 .250 .559 .541 .308 .547 .659 Unshifted 36 0 131 0 167 0 0 0 27 27 208 49 0 0 257 0 85 119 16 220 671 % Unshifted 100 0 100 0 100 0 0 0 100 100 100 100 0 0 100 0 100 100 100 99.5 99.9 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1
% U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0.5 0.1 CEDAR

OLYMPIC

OLYMPIC
CEDAR
Right
119
0 119
Thru
85 0
85 Left
0 1
1 Peds
16 0
16 InOut Total
85 220 305
0 1 1
85 306 221
Right
0 0
0 Thru
0 0
0 Left
0 0
0 Peds
27 0
27 OutTotal In
0 27 27
1 0 1
1 28 27
Left
208
0 208
Thru
49 0
49 Right
0 0
0 Peds
0 0
0 Out TotalIn
216 257 473
0 0 0
216 473 257
Left
36 0
36 Thru
0 0
0 Right
131
0 131
Peds
0 0
0 TotalOut In
327 167 494
0 0 0
327 494 167
Peak Hour Begins at 07:30 AM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Cedar at Olympic
Site Code : 00000000
Start Date : 4/19/2023
Page No : 3

OLYMPIC
Eastbound

OLYMPIC
Westbound
CEDAR
Northbound
CEDAR
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 8 0 38 3 49 0 0 0 0 0 29 6 0 0 35 0 11 9 0 20 104 05:00 PM 10 0 33 0 43 0 0 0 0 0 33 7 0 3 43 0 18 13 3 34 120 05:15 PM 9 0 47 0 56 0 0 0 0 0 24 16 0 0 40 0 12 9 5 26 122 05:30 PM 8 0 37 0 45 0 0 0 1 1 29 9 0 0 38 0 7 5 1 13 97 Total Volume 35 0 155 3 193 0 0 0 1 1 115 38 0 3 156 0 48 36 9 93 443 % App. Total 18.1 0 80.3 1.6 0 0 0 100 73.7 24.4 0 1.9 0 51.6 38.7 9.7 PHF .875 .000 .824 .250 .862 .000 .000 .000 .250 .250 .871 .594 .000 .250 .907 .000 .667 .692 .450 .684 .908 Unshifted 35 0 155 3 193 0 0 0 1 1 115 38 0 3 156 0 48 36 9 93 443 % Unshifted 100 0 100 100 100 0 0 0 100 100 100 100 0 100 100 0 100 100 100 100 100 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CEDAR

OLYMPIC

OLYMPIC
CEDAR
Right
36 0
36 Thru
48 0
48 Left
0 0
0 Peds
9 0
9 InOut Total
73 93 166
0 0 0
73 166 93
Right
0 0
0 Thru
0 0
0 Left
0 0
0 Peds
1 0
1 OutTotal In
0 1 1
0 0 0
0 1 1
Left
115
0 115
Thru
38 0
38 Right
0 0
0 Peds
3 0
3 Out TotalIn
203 156 359
0 0 0
203 359 156
Left
35 0
35 Thru
0 0
0 Right
155
0 155
Peds
3 0
3 TotalOut In
151 193 344
0 0 0
151 344 193
Peak Hour Begins at 04:45 PM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Cedar at Olympic
Site Code : 00000000
Start Date : 4/19/2023
Page No : 1
Groups Printed- Bicycles

OLYMPIC
Eastbound

OLYMPIC
Westbound
CEDAR
Northbound
CEDAR
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total *** BREAK ***
08:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
*** BREAK ***
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
*** BREAK ***
Total 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2
*** BREAK ***
04:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
04:15 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2
*** BREAK ***
Total 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 3
*** BREAK ***
05:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
05:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
Total 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 3
Grand Total 0 0 2 0 0 0 0 0 2 2 0 0 0 1 1 0 8
Apprch % 0 0 100 0 0 0 0 0 50 50 0 0 0 50 50 0
Total % 0 0 25 0 0 0 0 0 25 25 0 0 0 12.5 12.5 0
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Cedar at Olympic
Site Code : 00000000
Start Date : 4/19/2023
Page No : 2

OLYMPIC
Eastbound

OLYMPIC

OLYMPIC
CEDAR
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
1 0 1
Left
0 Thru
0 Right
1 Peds
0 TotalOut In
0 1 1
Peak Hour Begins at 07:30 AM

OLYMPIC
Eastbound

OLYMPIC

OLYMPIC
CEDAR
Right
1 Thru
0 Left
0 Peds
0 InOut Total
0 1 1
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
1 0 1
Left
0 Thru
0 Right
1 Peds
0 TotalOut In
1 1 2
Peak Hour Begins at 04:45 PM

Bicycles
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut and Behymer
Site Code : 00000000
Start Date : 4/25/2023
Page No : 1
Groups Printed- Unshifted - Turns

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 10 22 4 0 6 14 1 1 5 10 2 2 15 13 3 0 108
07:15 AM 16 29 9 1 15 20 6 0 5 20 9 2 15 29 14 4 194
07:30 AM 11 41 15 5 52 34 8 2 19 21 44 2 13 25 7 1 300
07:45 AM 18 46 24 1 51 39 11 1 20 38 64 1 21 21 7 2 365 Total 55 138 52 7 124 107 26 4 49 89 119 7 64 88 31 7 967 08:00 AM 22 43 6 0 13 42 18 0 4 59 14 0 29 33 14 0 297
08:15 AM 26 27 1 0 3 24 27 0 6 61 10 2 37 59 22 1 306
08:30 AM 10 29 5 1 8 32 8 2 3 21 6 3 38 43 19 0 228
08:45 AM 3 21 5 1 2 16 8 0 5 7 5 0 8 19 3 0 103
Total 61 120 17 2 26 114 61 2 18 148 35 5 112 154 58 1 934 *** BREAK ***
04:00 PM 17 31 5 5 15 31 6 0 8 26 25 4 15 15 4 2 209
04:15 PM 16 14 4 0 6 44 5 0 3 14 6 4 17 21 7 0 161
04:30 PM 11 19 4 1 6 45 13 1 1 23 5 0 10 27 11 0 177
04:45 PM 12 18 2 3 5 45 8 0 8 27 5 0 12 24 21 0 190
Total 56 82 15 9 32 165 32 1 20 90 41 8 54 87 43 2 737
05:00 PM 19 31 4 0 3 49 15 0 5 26 8 0 11 28 13 0 212
05:15 PM 13 19 5 1 18 58 14 1 6 28 5 0 14 21 20 0 223
05:30 PM 16 43 7 4 8 52 5 3 3 21 7 2 10 30 14 1 226
05:45 PM 19 31 3 0 7 46 15 0 5 23 9 0 10 20 12 1 201
Total 67 124 19 5 36 205 49 4 19 98 29 2 45 99 59 2 862 Grand Total 239 464 103 23 218 591 168 11 106 425 224 22 275 428 191 12 3500 Apprch % 28.8 56 12.4 2.8 22.1 59.8 17 1.1 13.6 54.7 28.8 2.8 30.4 47.2 21.1 1.3 Total % 6.8 13.3 2.9 0.7 6.2 16.9 4.8 0.3 3 12.1 6.4 0.6 7.9 12.2 5.5 0.3 Unshifted 148 464 103 23 152 591 168 11 106 425 224 22 275 428 191 12 3343 % Unshifted 61.9 100 100 100 69.7 100 100 100 100 100 100 100 100 100 100 100 95.5 U-Turns 91 0 0 0 66 0 0 0 0 0 0 0 0 0 0 0 157
% U-Turns 38.1 0 0 0 30.3 0 0 0 0 0 0 0 0 0 0 0 4.5
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut and Behymer
Site Code : 00000000
Start Date : 4/25/2023
Page No : 2

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 11 41 15 5 72 52 34 8 2 96 19 21 44 2 86 13 25 7 1 46 300 07:45 AM 18 46 24 1 89 51 39 11 1 102 20 38 64 1 123 21 21 7 2 51 365 08:00 AM 22 43 6 0 71 13 42 18 0 73 4 59 14 0 77 29 33 14 0 76 297 08:15 AM 26 27 1 0 54 3 24 27 0 54 6 61 10 2 79 37 59 22 1 119 306 Total Volume 77 157 46 6 286 119 139 64 3 325 49 179 132 5 365 100 138 50 4 292 1268 % App. Total 26.9 54.9 16.1 2.1 36.6 42.8 19.7 0.9 13.4 49 36.2 1.4 34.2 47.3 17.1 1.4 PHF .740 .853 .479 .300 .803 .572 .827 .593 .375 .797 .613 .734 .516 .625 .742 .676 .585 .568 .500 .613 .868 Unshifted 50 157 46 6 259 73 139 64 3 279 49 179 132 5 365 100 138 50 4 292 1195 % Unshifted 64.9 100 100 100 90.6 61.3 100 100 100 85.8 100 100 100 100 100 100 100 100 100 100 94.2 U-Turns 27 0 0 0 27 46 0 0 0 46 0 0 0 0 0 0 0 0 0 0 73
% U-Turns 35.1 0 0 0 9.4 38.7 0 0 0 14.2 0 0 0 0 0 0 0 0 0 0 5.8

CHESTNUT

BEHYMER

CHESTNUT
Right
50 0
50 Thru
138
0 138
Left
100
0 100
Peds
4 0
4 InOut Total
293 292 585
27 0 27
320 612 292
Right
64 0
64 Thru
139
0 139
Left
73 46
119
Peds
3 0
3 OutTotal In
389 279 668
0 46 46
389 714 325
Left
49 0
49 Thru
179
0 179
Right
132
0 132
Peds
5 0
5 Out TotalIn
257 365 622
46 0 46
303 668 365
Left
50 27
77 Thru
157
0 157
Right
46 0
46 Peds
6 0
6 TotalOut In
238 259 497
0 27 27
238 524 286
Peak Hour Begins at 07:30 AM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut and Behymer
Site Code : 00000000
Start Date : 4/25/2023
Page No : 3

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT
Southbound
Start Time Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total
Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 19 31 4 0 54 3 49 15 0 67 5 26 8 0 39 11 28 13 0 52 212 05:15 PM 13 19 5 1 38 18 58 14 1 91 6 28 5 0 39 14 21 20 0 55 223 05:30 PM 16 43 7 4 70 8 52 5 3 68 3 21 7 2 33 10 30 14 1 55 226 05:45 PM 19 31 3 0 53 7 46 15 0 68 5 23 9 0 37 10 20 12 1 43 201 Total Volume 67 124 19 5 215 36 205 49 4 294 19 98 29 2 148 45 99 59 2 205 862 % App. Total 31.2 57.7 8.8 2.3 12.2 69.7 16.7 1.4 12.8 66.2 19.6 1.4 22 48.3 28.8 1 PHF .882 .721 .679 .313 .768 .500 .884 .817 .333 .808 .792 .875 .806 .250 .949 .804 .825 .738 .500 .932 .954 Unshifted 46 124 19 5 194 24 205 49 4 282 19 98 29 2 148 45 99 59 2 205 829 % Unshifted 68.7 100 100 100 90.2 66.7 100 100 100 95.9 100 100 100 100 100 100 100 100 100 100 96.2 U-Turns 21 0 0 0 21 12 0 0 0 12 0 0 0 0 0 0 0 0 0 0 33
% U-Turns 31.3 0 0 0 9.8 33.3 0 0 0 4.1 0 0 0 0 0 0 0 0 0 0 3.8

CHESTNUT

BEHYMER

CHESTNUT
Right
59 0
59 Thru
99 0
99 Left
45 0
45 Peds
2 0
2 InOut Total
193 205 398
21 0 21
214 419 205
Right
49 0
49 Thru
205
0 205
Left
24 12
36 Peds
4 0
4 OutTotal In
198 282 480
0 12 12
198 492 294
Left
19 0
19 Thru
98 0
98 Right
29 0
29 Peds
2 0
2 Out TotalIn
142 148 290
12 0 12
154 302 148
Left
46 21
67 Thru
124
0 124
Right
19 0
19 Peds
5 0
5 TotalOut In
283 194 477
0 21 21
283 498 215
Peak Hour Begins at 05:00 PM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut and Behymer
Site Code : 00000000
Start Date : 4/25/2023
Page No : 1
Groups Printed- Bicycles

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total *** BREAK ***
08:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
08:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 3
*** BREAK ***
Total 1 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 4
*** BREAK ***
04:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
04:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
*** BREAK ***
Total 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 2
*** BREAK ***
Grand Total 1 0 0 0 1 1 1 0 0 0 0 0 2 0 0 0 6
Apprch % 100 0 0 0 33.3 33.3 33.3 0 0 0 0 0 100 0 0 0
Total % 16.7 0 0 0 16.7 16.7 16.7 0 0 0 0 0 33.3 0 0 0
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut and Behymer
Site Code : 00000000
Start Date : 4/25/2023
Page No : 2

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT

BEHYMER

CHESTNUT
Right
0 Thru
0 Left
2 Peds
0 InOut Total
2 2 4
Right
1 Thru
0 Left
0 Peds
0 OutTotal In
2 1 3
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
0 0 0
Left
1 Thru
0 Right
0 Peds
0 TotalOut In
0 1 1
Peak Hour Begins at 07:30 AM

BEHYMER
Eastbound

BEHYMER
Westbound

CHESTNUT
Northbound

CHESTNUT

BEHYMER

CHESTNUT
Right
0 Thru
0 Left
0 Peds
0 InOut Total
1 0 1
Right
1 Thru
0 Left
1 Peds
0 OutTotal In
0 2 2
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
1 0 1
Left
0 Thru
0 Right
0 Peds
0 TotalOut In
0 0 0
Peak Hour Begins at 05:00 PM

Bicycles
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 1
Groups Printed- Unshifted - Turns

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 44 0 2 1 0 14 28 2 1 24 0 0 116
07:15 AM 44 0 3 0 0 18 42 3 5 34 0 0 149
07:30 AM 65 0 2 0 0 42 101 1 4 54 0 0 269
07:45 AM 84 0 9 0 0 49 78 0 5 77 0 0 302
Total 237 0 16 1 0 123 249 6 15 189 0 0 836
08:00 AM 62 0 1 1 0 32 44 0 2 41 0 0 183
08:15 AM 81 0 2 0 1 40 58 1 0 51 0 0 234
08:30 AM 64 0 2 0 2 20 41 0 1 55 0 0 185
08:45 AM 45 0 2 0 2 24 31 2 1 35 0 0 142
Total 252 0 7 1 5 116 174 3 4 182 0 0 744
*** BREAK ***
03:45 PM 46 0 7 1 0 35 41 0 4 41 0 0 175
Total 46 0 7 1 0 35 41 0 4 41 0 0 175
*** BREAK ***
04:15 PM 45 0 3 0 2 56 35 0 6 37 0 0 184
04:30 PM 44 0 5 0 1 45 44 1 2 41 0 0 183
04:45 PM 40 0 4 0 0 56 51 0 2 49 0 0 202
Total 129 0 12 0 3 157 130 1 10 127 0 0 569
05:00 PM 54 0 4 0 0 43 53 2 1 43 0 0 200
05:15 PM 35 0 1 2 2 55 59 0 3 45 0 0 202
05:30 PM 57 0 7 0 1 55 68 2 2 38 0 0 230
05:45 PM 41 0 1 0 1 44 51 1 0 36 0 0 175
Total 187 0 13 2 4 197 231 5 6 162 0 0 807
Grand Total 851 0 55 5 12 628 825 15 39 701 0 0 3131
Apprch % 93.4 0 6 0.5 0.8 42.4 55.7 1 5.3 94.7 0 0
Total % 27.2 0 1.8 0.2 0.4 20.1 26.3 0.5 1.2 22.4 0 0
Unshifted 851 0 55 5 0 628 825 15 37 701 0 0 3117
% Unshifted 100 0 100 100 0 100 100 100 94.9 100 0 0 99.6 U-Turns 0 0 0 0 12 0 0 0 2 0 0 0 14
% U-Turns 0 0 0 0 100 0 0 0 5.1 0 0 0 0.4
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 2

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 65 0 2 0 67 0 42 101 1 144 4 54 0 0 58 269
07:45 AM 84 0 9 0 93 0 49 78 0 127 5 77 0 0 82 302
08:00 AM 62 0 1 1 64 0 32 44 0 76 2 41 0 0 43 183
08:15 AM 81 0 2 0 83 1 40 58 1 100 0 51 0 0 51 234
Total Volume 292 0 14 1 307 1 163 281 2 447 11 223 0 0 234 988 % App. Total 95.1 0 4.6 0.3 0.2 36.5 62.9 0.4 4.7 95.3 0 0 PHF .869 .000 .389 .250 .825 .250 .832 .696 .500 .776 .550 .724 .000 .000 .713 .818 Unshifted 292 0 14 1 307 0 163 281 2 446 11 223 0 0 234 987 % Unshifted 100 0 100 100 100 0 100 100 100 99.8 100 100 0 0 100 99.9 U-Turns 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1
% U-Turns 0 0 0 0 0 100 0 0 0 0.2 0 0 0 0 0 0.1

SOMMERVILLE

CHESTNUT

SOMMERVILLE
Right
0 0
0 Thru
223
0 223
Left
11 0
11 Peds
0 0
0 InOut Total
177 234 411
0 0 0
177 411 234
Right
14 0
14 Thru
0 0
0 Left
292
0 292
Peds
1 0
1 OutTotal In
292 307 599
0 0 0
292 599 307
Left
0 1
1 Thru
163
0 163
Right
281
0 281
Peds
2 0
2 Out TotalIn
515 446 961
0 1 1
515 962 447
TotalOut In
0 0 0
1 0 1
1 1 0 Peak Hour Begins at 07:30 AM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 3

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 40 0 4 0 44 0 56 51 0 107 2 49 0 0 51 202
05:00 PM 54 0 4 0 58 0 43 53 2 98 1 43 0 0 44 200
05:15 PM 35 0 1 2 38 2 55 59 0 116 3 45 0 0 48 202
05:30 PM 57 0 7 0 64 1 55 68 2 126 2 38 0 0 40 230
Total Volume 186 0 16 2 204 3 209 231 4 447 8 175 0 0 183 834 % App. Total 91.2 0 7.8 1 0.7 46.8 51.7 0.9 4.4 95.6 0 0 PHF .816 .000 .571 .250 .797 .375 .933 .849 .500 .887 .667 .893 .000 .000 .897 .907 Unshifted 186 0 16 2 204 0 209 231 4 444 7 175 0 0 182 830 % Unshifted 100 0 100 100 100 0 100 100 100 99.3 87.5 100 0 0 99.5 99.5 U-Turns 0 0 0 0 0 3 0 0 0 3 1 0 0 0 1 4
% U-Turns 0 0 0 0 0 100 0 0 0 0.7 12.5 0 0 0 0.5 0.5

SOMMERVILLE

CHESTNUT

SOMMERVILLE
Right
0 0
0 Thru
175
0 175
Left
7 1
8 Peds
0 0
0 InOut Total
225 182 407
0 1 1
225 408 183
Right
16 0
16 Thru
0 0
0 Left
186
0 186
Peds
2 0
2 OutTotal In
238 204 442
1 0 1
239 443 204
Left
0 3
3 Thru
209
0 209
Right
231
0 231
Peds
4 0
4 Out TotalIn
361 444 805
0 3 3
361 808 447
TotalOut In
0 0 0
3 0 3
3 3 0 Peak Hour Begins at 04:45 PM

Unshifted
U-Turns
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 1
Groups Printed- Bicycles

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total *** BREAK ***
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 1
*** BREAK ***
Total 0 0 0 0 0 0 0 0 0 1 0 0 1
*** BREAK ***
04:15 PM 0 0 0 0 0 0 0 0 1 0 0 0 1
04:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 2
*** BREAK ***
Total 0 0 2 0 0 0 0 0 1 0 0 0 3
05:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1
*** BREAK ***
05:45 PM 0 0 0 0 0 2 0 0 0 0 0 0 2
Total 0 0 0 0 0 2 0 0 0 1 0 0 3
Grand Total 0 0 2 0 0 2 0 0 1 2 0 0 7
Apprch % 0 0 100 0 0 100 0 0 33.3 66.7 0 0
Total % 0 0 28.6 0 0 28.6 0 0 14.3 28.6 0 0
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 2

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000

SOMMERVILLE

CHESTNUT

SOMMERVILLE
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
0 0 0
TotalOut In
0 0 0
Peak Hour Begins at 07:30 AM

Bicycles
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
File Name : Chestnut at Sommerville
Site Code : 00000000
Start Date : 4/20/2023
Page No : 3

CHESTNUT
Westbound

SOMMERVILLE
Northbound

SOMMERVILLE
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
% App. Total 0 0 0 0 0 0 0 0 0 100 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .000 .250 .250

SOMMERVILLE

CHESTNUT

SOMMERVILLE
Right
0 Thru
1 Left
0 Peds
0 InOut Total
0 1 1
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
1 0 1
TotalOut In
0 0 0
Peak Hour Begins at 04:45 PM

Bicycles
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Ste. 103
Fresno, CA, 93704
Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com
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 5 3 1 4 13 2 2 4 2 10 23
1:00 AM 2 0 0 0 2 1 1 1 2 5 7
2:00 AM 0 1 1 0 2 0 2 0 0 2 4
3:00 AM 0 0 0 0 0 1 0 1 1 3 3
4:00 AM 4 0 4 3 11 1 1 1 1 4 15
5:00 AM 3 9 9 15 36 4 1 4 7 16 52
6:00 AM 15 15 21 33 84 10 15 14 19 58 142
7:00 AM 31 59 119 148 357 28 36 80 82 226 583
8:00 AM 75 77 56 37 245 62 81 39 32 214 459
9:00 AM 27 17 27 41 112 21 25 22 24 92 204
10:00 AM 33 24 29 36 122 28 24 29 27 108 230
11:00 AM 36 40 58 47 181 43 33 41 42 159 340
12:00 PM 29 28 45 46 148 34 39 40 43 156 304
1:00 PM 37 33 27 36 133 27 27 33 43 130 263
2:00 PM 34 32 64 109 239 41 39 90 68 238 477
3:00 PM 70 82 82 53 287 61 74 95 57 287 574
4:00 PM 45 36 38 41 160 48 39 57 58 202 362
5:00 PM 45 35 52 69 201 59 55 60 56 230 431
6:00 PM 51 29 21 29 130 48 41 26 34 149 279
7:00 PM 29 20 25 31 105 22 43 33 32 130 235
8:00 PM 23 24 38 38 123 27 35 31 27 120 243
9:00 PM 15 23 15 17 70 17 29 18 15 79 149
10:00 PM 12 10 11 6 39 13 10 13 9 45 84
11:00 PM 4 2 6 0 12 7 7 3 5 22 34
2812 2685
AM% 37.5% AM Peak 724 7:30 am to 8:30 am AM P.H.F. 0.79 PM% 62.5% PM Peak 641 2:45 pm to 3:45 pm PM P.H.F. 0.91 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Behymer Ave 36.88126134
East of Chestnut Ave -119.7393974
2 Eastbound Westbound Hourly
Totals
Total 51.2% 48.8%
5497
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
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 5 2 1 4 12 2 3 4 1 10 22
1:00 AM 3 3 1 1 8 2 2 1 1 6 14
2:00 AM 2 1 1 0 4 1 1 0 0 2 6
3:00 AM 1 1 0 0 2 1 0 0 1 2 4
4:00 AM 3 1 2 5 11 1 2 2 0 5 16
5:00 AM 3 6 7 10 26 3 2 7 4 16 42
6:00 AM 9 12 16 26 63 11 19 20 20 70 133
7:00 AM 35 55 67 73 230 28 42 69 70 209 439
8:00 AM 59 65 38 41 203 60 72 40 33 205 408
9:00 AM 21 15 25 27 88 19 20 22 21 82 170
10:00 AM 25 19 22 31 97 28 22 30 26 106 203
11:00 AM 30 27 26 43 126 33 34 47 48 162 288
12:00 PM 23 26 28 43 120 32 38 34 36 140 260
1:00 PM 29 21 26 29 105 17 33 29 38 117 222
2:00 PM 34 34 48 53 169 42 34 56 73 205 374
3:00 PM 54 36 46 36 172 49 66 87 59 261 433
4:00 PM 40 40 37 40 157 54 48 66 66 234 391
5:00 PM 41 38 44 50 173 72 54 64 53 243 416
6:00 PM 42 32 23 20 117 42 41 21 29 133 250
7:00 PM 25 19 28 21 93 24 34 26 40 124 217
8:00 PM 19 22 26 23 90 28 37 31 26 122 212
9:00 PM 16 23 18 14 71 18 22 17 20 77 148
10:00 PM 13 9 10 8 40 14 6 14 12 46 86
11:00 PM 11 3 5 2 21 6 8 1 5 20 41
2198 2597
AM% 36.4% AM Peak 535 7:30 am to 8:30 am AM P.H.F. 0.94 PM% 63.6% PM Peak 464 2:45 pm to 3:45 pm PM P.H.F. 0.87 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Behymer Ave 36.8812828
West of Chestnut Ave -119.7383966
2 Eastbound Westbound Hourly
Totals
Total 45.8% 54.2%
4795
0 50
100
150
200
250
300
# of vehicles
Time Period
Eastbound
Westbound
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 1 0 0 1 2 1 2 2 0 5 7
1:00 AM 1 2 0 1 4 0 0 0 0 0 4
2:00 AM 0 1 0 0 1 0 0 0 0 0 1
3:00 AM 0 0 0 0 0 0 0 0 1 1 1
4:00 AM 0 0 2 0 2 0 0 2 0 2 4
5:00 AM 1 0 1 2 4 1 3 4 1 9 13
6:00 AM 5 2 4 4 15 2 2 6 12 22 37
7:00 AM 2 6 20 35 63 13 20 74 116 223 286
8:00 AM 15 23 15 7 60 17 20 18 17 72 132
9:00 AM 8 9 12 10 39 11 13 8 16 48 87
10:00 AM 9 11 11 11 42 8 11 15 12 46 88
11:00 AM 12 18 6 14 50 27 32 13 14 86 136
12:00 PM 9 11 12 22 54 19 21 10 19 69 123
1:00 PM 11 13 11 11 46 20 19 13 18 70 116
2:00 PM 22 27 18 45 112 43 37 36 68 184 296
3:00 PM 25 26 18 18 87 15 26 15 21 77 164
4:00 PM 13 26 22 22 83 23 14 27 15 79 162
5:00 PM 19 19 16 3 57 16 17 6 22 61 118
6:00 PM 18 13 13 21 65 11 20 23 17 71 136
7:00 PM 12 13 10 10 45 15 13 11 9 48 93
8:00 PM 10 19 18 6 53 16 12 7 7 42 95
9:00 PM 4 6 0 3 13 4 9 5 6 24 37
10:00 PM 3 1 0 2 6 4 2 1 0 7 13
11:00 PM 2 2 4 1 9 2 2 1 1 6 15
912 1252
AM% 36.8% AM Peak 320 7:30 am to 8:30 am AM P.H.F. 0.53 PM% 63.2% PM Peak 296 2:00 pm to 3:00 pm PM P.H.F. 0.65 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Cedar Ave 36.89238327
North of Olympic Ave -119.7564376
2 Northbound Southbound Hourly
Totals
Total 42.1% 57.9%
2164
0 50
100
150
200
250
# of vehicles
Time Period
Northbound
Southbound
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 1 4 1 2 8 1 4 1 0 6 14
1:00 AM 2 1 0 2 5 1 0 0 1 2 7
2:00 AM 0 1 0 0 1 0 1 0 0 1 2
3:00 AM 0 0 0 1 1 0 0 0 1 1 2
4:00 AM 0 1 4 4 9 2 0 3 0 5 14
5:00 AM 8 4 3 6 21 3 4 6 4 17 38
6:00 AM 18 17 22 37 94 6 9 8 17 40 134
7:00 AM 30 38 105 84 257 29 36 46 95 206 463
8:00 AM 47 67 57 32 203 44 44 31 27 146 349
9:00 AM 19 25 29 21 94 17 22 17 26 82 176
10:00 AM 21 20 32 26 99 28 18 15 25 86 185
11:00 AM 33 31 33 41 138 17 34 30 30 111 249
12:00 PM 22 23 35 48 128 38 40 29 24 131 259
1:00 PM 27 26 24 26 103 30 24 37 30 121 224
2:00 PM 33 52 40 62 187 36 30 51 90 207 394
3:00 PM 42 61 62 45 210 40 60 38 40 178 388
4:00 PM 27 40 44 40 151 45 34 50 42 171 322
5:00 PM 38 46 38 24 146 47 38 47 21 153 299
6:00 PM 27 23 15 25 90 37 37 39 34 147 237
7:00 PM 18 25 17 26 86 22 25 19 21 87 173
8:00 PM 21 25 20 13 79 24 23 14 19 80 159
9:00 PM 8 13 9 5 35 11 19 7 11 48 83
10:00 PM 9 5 6 4 24 11 8 7 4 30 54
11:00 PM 5 5 4 2 16 8 3 3 1 15 31
2185 2071
AM% 38.4% AM Peak 532 7:30 am to 8:30 am AM P.H.F. 0.74 PM% 61.6% PM Peak 455 2:45 pm to 3:45 pm PM P.H.F. 0.75 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Cedar Ave 36.89153365
South of Olympic Ave -119.7564322
2 Northbound Southbound Hourly
Totals
Total 51.3% 48.7%
4256
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
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 1 2 1 4 0 4 1 0 5 9
1:00 AM 2 2 1 3 8 0 0 1 0 1 9
2:00 AM 0 1 0 0 1 1 0 0 0 1 2
3:00 AM 1 0 1 0 2 0 0 0 0 0 2
4:00 AM 0 0 1 4 5 1 2 3 1 7 12
5:00 AM 0 1 4 9 14 0 5 7 11 23 37
6:00 AM 4 5 4 13 26 9 11 16 16 52 78
7:00 AM 23 32 31 47 133 26 49 64 49 188 321
8:00 AM 90 126 48 62 326 83 110 86 42 321 647
9:00 AM 20 16 11 7 54 24 9 25 14 72 126
10:00 AM 20 13 11 18 62 20 18 33 17 88 150
11:00 AM 13 19 23 21 76 16 13 86 51 166 242
12:00 PM 25 26 23 19 93 28 20 47 25 120 213
1:00 PM 17 15 16 23 71 20 23 18 12 73 144
2:00 PM 18 8 18 60 104 16 30 31 29 106 210
3:00 PM 76 78 41 27 222 37 135 104 38 314 536
4:00 PM 37 35 32 24 128 38 34 43 38 153 281
5:00 PM 35 40 48 32 155 49 30 56 39 174 329
6:00 PM 29 24 22 32 107 27 25 18 26 96 203
7:00 PM 21 23 16 15 75 24 23 13 44 104 179
8:00 PM 11 10 22 8 51 17 19 29 27 92 143
9:00 PM 8 18 21 8 55 5 15 11 15 46 101
10:00 PM 9 5 3 6 23 8 4 4 5 21 44
11:00 PM 7 1 3 3 14 1 1 3 0 5 19
1809 2228
AM% 40.5% AM Peak 647 8:00 am to 9:00 am AM P.H.F. 0.69 PM% 59.5% PM Peak 560 2:45 pm to 3:45 pm PM P.H.F. 0.66 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Chestnut Ave 36.88172686
North of Behymer Ave -119.7388516
2 Northbound Southbound Hourly
Totals
Total 44.8% 55.2%
4037
0 50
100
150
200
250
300
350
# of vehicles
Time Period
Northbound
Southbound
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 2 1 0 1 4 0 2 1 0 3 7
1:00 AM 1 0 0 2 3 0 0 1 0 1 4
2:00 AM 1 0 1 1 3 3 0 0 3 6 9
3:00 AM 1 1 1 1 4 0 2 1 1 4 8
4:00 AM 0 0 1 0 1 4 1 4 6 15 16
5:00 AM 2 0 2 6 10 3 4 9 10 26 36
6:00 AM 4 10 9 12 35 12 15 20 18 65 100
7:00 AM 26 45 90 72 233 42 46 68 70 226 459
8:00 AM 59 66 36 40 201 77 69 64 40 250 451
9:00 AM 15 22 14 17 68 27 19 36 30 112 180
10:00 AM 24 15 24 22 85 18 23 31 14 86 171
11:00 AM 34 34 22 19 109 24 34 50 40 148 257
12:00 PM 43 31 38 50 162 31 32 27 26 116 278
1:00 PM 25 27 21 24 97 23 25 26 27 101 198
2:00 PM 32 46 70 61 209 17 42 38 87 184 393
3:00 PM 59 70 49 41 219 45 57 72 51 225 444
4:00 PM 42 40 39 41 162 42 31 37 39 149 311
5:00 PM 55 57 54 45 211 41 35 41 34 151 362
6:00 PM 51 39 38 39 167 26 36 22 26 110 277
7:00 PM 51 38 37 40 166 22 28 17 34 101 267
8:00 PM 32 32 18 26 108 16 17 13 17 63 171
9:00 PM 21 19 25 19 84 9 9 15 10 43 127
10:00 PM 17 9 4 6 36 10 3 4 1 18 54
11:00 PM 7 2 3 4 16 7 3 3 0 13 29
2393 2216
AM% 36.8% AM Peak 571 7:30 am to 8:30 am AM P.H.F. 0.90 PM% 63.2% PM Peak 500 2:45 pm to 3:45 pm PM P.H.F. 0.84 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Chestnut Ave 36.87544282
North of Sommerville Dr -119.7420877
2 Northbound Southbound Hourly
Totals
Total 51.9% 48.1%
4609
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
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 0 1 0 1 0 1 0 0 1 2
1:00 AM 2 0 0 1 3 0 0 1 0 1 4
2:00 AM 1 0 0 0 1 3 0 0 0 3 4
3:00 AM 0 0 0 0 0 0 1 0 0 1 1
4:00 AM 0 0 1 2 3 0 2 0 2 4 7
5:00 AM 0 2 4 3 9 1 2 2 3 8 17
6:00 AM 4 5 9 12 30 2 4 10 7 23 53
7:00 AM 22 35 81 119 257 29 42 73 58 202 459
8:00 AM 65 87 30 43 225 44 68 49 26 187 412
9:00 AM 16 13 9 13 51 16 9 21 9 55 106
10:00 AM 18 13 9 16 56 10 15 23 11 59 115
11:00 AM 12 33 13 15 73 19 13 38 35 105 178
12:00 PM 16 22 16 21 75 15 15 29 31 90 165
1:00 PM 12 21 13 23 69 17 11 18 10 56 125
2:00 PM 21 12 28 132 193 18 41 59 40 158 351
3:00 PM 64 64 38 41 207 21 83 73 33 210 417
4:00 PM 33 25 25 21 104 23 19 26 26 94 198
5:00 PM 32 32 34 34 132 29 26 30 25 110 242
6:00 PM 30 18 14 26 88 25 22 17 16 80 168
7:00 PM 21 16 9 15 61 18 24 16 26 84 145
8:00 PM 11 7 21 7 46 12 12 16 12 52 98
9:00 PM 7 7 12 7 33 4 11 6 6 27 60
10:00 PM 6 2 4 5 17 5 4 3 3 15 32
11:00 PM 2 0 1 1 4 4 0 2 0 6 10
1738 1631
AM% 40.3% AM Peak 595 7:30 am to 8:30 am AM P.H.F. 0.84 PM% 59.7% PM Peak 515 2:45 pm to 3:45 pm PM P.H.F. 0.75 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Chestnut Ave 36.88093191
South of Behymer Ave -119.738827
2 Northbound Southbound Hourly
Totals
Total 51.6% 48.4%
3369
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
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 2 2 0 1 5 1 1 0 0 2 7
1:00 AM 2 2 1 1 6 0 0 1 0 1 7
2:00 AM 0 0 0 0 0 0 0 0 0 0 0
3:00 AM 0 0 0 0 0 0 0 2 0 2 2
4:00 AM 0 0 0 2 2 1 2 1 12 16 18
5:00 AM 4 3 2 7 16 4 7 7 15 33 49
6:00 AM 6 4 10 12 32 8 14 20 17 59 91
7:00 AM 16 20 71 120 227 24 29 81 80 214 441
8:00 AM 46 29 23 33 131 37 38 33 27 135 266
9:00 AM 21 18 28 29 96 29 28 29 24 110 206
10:00 AM 16 16 18 29 79 19 17 26 22 84 163
11:00 AM 24 54 38 24 140 22 23 33 29 107 247
12:00 PM 45 38 29 27 139 18 35 24 23 100 239
1:00 PM 30 27 32 37 126 21 27 26 29 103 229
2:00 PM 39 43 42 133 257 17 36 25 41 119 376
3:00 PM 54 39 37 41 171 23 31 35 25 114 285
4:00 PM 39 34 49 37 159 26 25 31 24 106 265
5:00 PM 45 40 44 58 187 23 25 42 22 112 299
6:00 PM 43 41 31 26 141 18 22 18 27 85 226
7:00 PM 29 44 33 29 135 18 15 12 21 66 201
8:00 PM 31 18 27 20 96 12 13 12 11 48 144
9:00 PM 17 13 13 11 54 9 12 10 4 35 89
10:00 PM 8 5 5 8 26 5 4 3 3 15 41
11:00 PM 8 6 3 3 20 3 4 3 1 11 31
2245 1677
AM% 38.2% AM Peak 502 7:30 am to 8:30 am AM P.H.F. 0.63 PM% 61.8% PM Peak 397 2:15 pm to 3:15 pm PM P.H.F. 0.57 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Millbrook Ave 36.89283503
North of Olympic Ave -119.7618259
2 Northbound Southbound Hourly
Totals
Total 57.2% 42.8%
3922
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
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 4 3 1 1 9 3 4 2 1 10 19
1:00 AM 3 3 2 1 9 1 0 1 2 4 13
2:00 AM 1 0 0 0 1 0 0 0 0 0 1
3:00 AM 0 0 0 0 0 0 0 2 2 4 4
4:00 AM 2 1 1 2 6 1 4 4 13 22 28
5:00 AM 8 4 4 8 24 12 14 11 16 53 77
6:00 AM 9 13 13 30 65 29 31 41 54 155 220
7:00 AM 37 45 70 79 231 56 64 146 150 416 647
8:00 AM 82 59 43 47 231 88 89 88 59 324 555
9:00 AM 37 35 40 51 163 55 55 53 44 207 370
10:00 AM 30 33 28 47 138 34 35 54 41 164 302
11:00 AM 48 49 61 52 210 37 63 64 71 235 445
12:00 PM 67 68 55 52 242 37 53 52 42 184 426
1:00 PM 61 47 59 63 230 49 53 51 53 206 436
2:00 PM 69 78 82 82 311 39 54 31 103 227 538
3:00 PM 75 72 66 69 282 57 71 85 67 280 562
4:00 PM 84 67 83 82 316 53 48 68 53 222 538
5:00 PM 95 75 86 109 365 52 63 69 42 226 591
6:00 PM 85 72 69 52 278 37 39 35 41 152 430
7:00 PM 47 70 53 53 223 35 31 30 42 138 361
8:00 PM 50 39 40 36 165 26 29 26 17 98 263
9:00 PM 35 25 21 26 107 15 20 15 9 59 166
10:00 PM 17 11 12 9 49 14 9 10 1 34 83
11:00 PM 14 7 4 3 28 7 5 3 2 17 45
3683 3437
AM% 37.7% AM Peak 763 7:30 am to 8:30 am AM P.H.F. 0.83 PM% 62.3% PM Peak 591 5:00 pm to 6:00 pm PM P.H.F. 0.95 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Millbrook Ave 36.89227148
South of Olympic Ave -119.7623918
2 Northbound Southbound Hourly
Totals
Total 51.7% 48.3%
7120
0 50
100
150
200
250
300
350
400
450
# of vehicles
Time Period
Northbound
Southbound
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 2 2 1 0 5 2 4 2 1 9 14
1:00 AM 1 1 1 0 3 1 0 0 2 3 6
2:00 AM 1 0 0 0 1 0 0 0 0 0 1
3:00 AM 0 0 0 0 0 0 0 0 2 2 2
4:00 AM 2 1 1 0 4 0 2 3 1 6 10
5:00 AM 4 1 2 4 11 8 7 4 4 23 34
6:00 AM 3 10 6 19 38 21 18 24 38 101 139
7:00 AM 29 34 67 73 203 40 44 133 184 401 604
8:00 AM 42 39 25 17 123 57 60 60 35 212 335
9:00 AM 19 18 17 25 79 29 28 29 23 109 188
10:00 AM 20 18 15 25 78 21 19 33 26 99 177
11:00 AM 28 29 31 33 121 19 74 39 47 179 300
12:00 PM 27 42 27 32 128 24 30 29 26 109 237
1:00 PM 32 25 35 33 125 29 31 33 31 124 249
2:00 PM 37 49 57 63 206 29 32 23 176 260 466
3:00 PM 37 40 37 35 149 50 47 58 49 204 353
4:00 PM 48 41 41 47 177 30 31 44 31 136 313
5:00 PM 53 41 48 58 200 32 44 33 27 136 336
6:00 PM 45 37 41 31 154 22 23 20 19 84 238
7:00 PM 19 28 23 27 97 18 18 21 24 81 178
8:00 PM 20 23 16 20 79 15 18 17 10 60 139
9:00 PM 18 15 12 14 59 6 11 9 4 30 89
10:00 PM 11 6 9 4 30 11 5 9 1 26 56
11:00 PM 7 2 1 0 10 5 2 0 1 8 18
2080 2402
AM% 40.4% AM Peak 655 7:30 am to 8:30 am AM P.H.F. 0.64 PM% 59.6% PM Peak 508 2:45 pm to 3:45 pm PM P.H.F. 0.53 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Olympic Ave 36.89238685
East of Millbrook Ave -119.7618233
2 Eastbound Westbound Hourly
Totals
Total 46.4% 53.6%
4482
0 50
100
150
200
250
300
350
400
450
# of vehicles
Time Period
Eastbound
Westbound
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 2 2 1 0 5 2 4 3 1 10 15
1:00 AM 1 1 0 1 3 1 0 0 1 2 5
2:00 AM 0 1 0 0 1 0 0 0 0 0 1
3:00 AM 0 0 0 0 0 0 0 0 1 1 1
4:00 AM 2 0 2 0 4 0 1 3 4 8 12
5:00 AM 2 1 2 4 9 7 4 2 5 18 27
6:00 AM 8 8 6 11 33 17 16 22 39 94 127
7:00 AM 22 27 29 52 130 34 43 142 122 341 471
8:00 AM 38 39 25 17 119 43 59 54 32 188 307
9:00 AM 13 18 18 19 68 18 25 26 20 89 157
10:00 AM 25 16 10 23 74 17 18 31 25 91 165
11:00 AM 14 37 23 28 102 45 48 33 39 165 267
12:00 PM 25 33 26 22 106 19 26 30 43 118 224
1:00 PM 24 24 34 23 105 30 32 23 26 111 216
2:00 PM 29 31 36 72 168 47 63 43 67 220 388
3:00 PM 44 44 32 38 158 36 45 53 46 180 338
4:00 PM 35 40 39 42 156 27 34 38 33 132 288
5:00 PM 48 36 52 0 136 36 42 33 22 133 269
6:00 PM 38 30 36 34 138 21 23 22 21 87 225
7:00 PM 17 22 19 19 77 16 22 18 23 79 156
8:00 PM 16 21 17 15 69 19 16 12 10 57 126
9:00 PM 10 13 5 8 36 7 10 12 5 34 70
10:00 PM 10 7 6 4 27 9 5 6 2 22 49
11:00 PM 7 1 2 0 10 4 3 0 1 8 18
1734 2188
AM% 39.6% AM Peak 524 7:30 am to 8:30 am AM P.H.F. 0.75 PM% 60.4% PM Peak 393 2:45 pm to 3:45 pm PM P.H.F. 0.71 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Olympic Ave 36.89196706
West of Cedar Ave -119.7571773
2 Eastbound Westbound Hourly
Totals
Total 44.2% 55.8%
3922
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
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 1 4 3 1 9 3 2 3 3 11 20
1:00 AM 0 1 0 0 1 0 0 2 2 4 5
2:00 AM 3 1 0 3 7 1 0 2 1 4 11
3:00 AM 0 2 3 2 7 1 1 1 1 4 11
4:00 AM 5 2 5 8 20 1 0 1 0 2 22
5:00 AM 7 5 19 15 46 3 1 7 11 22 68
6:00 AM 17 28 33 34 112 6 18 16 22 62 174
7:00 AM 70 82 119 124 395 35 60 126 118 339 734
8:00 AM 139 107 105 79 430 113 93 69 58 333 763
9:00 AM 49 34 62 68 213 31 41 31 45 148 361
10:00 AM 45 44 59 50 198 48 43 48 46 185 383
11:00 AM 54 66 80 83 283 53 61 53 39 206 489
12:00 PM 58 57 58 60 233 68 62 60 83 273 506
1:00 PM 46 47 57 59 209 45 49 50 49 193 402
2:00 PM 45 63 76 126 310 65 88 114 98 365 675
3:00 PM 84 95 131 92 402 106 101 79 90 376 778
4:00 PM 78 66 63 72 279 76 81 75 80 312 591
5:00 PM 77 78 71 72 298 108 111 92 97 408 706
6:00 PM 54 65 41 51 211 99 68 61 64 292 503
7:00 PM 40 53 33 57 183 99 68 61 64 292 475
8:00 PM 27 32 32 37 128 52 65 48 57 222 350
9:00 PM 20 26 21 15 82 48 41 48 34 171 253
10:00 PM 21 21 11 11 64 25 18 16 14 73 137
11:00 PM 8 5 4 3 20 11 7 3 7 28 48
4140 4325
AM% 35.9% AM Peak 939 7:30 am to 8:30 am AM P.H.F. 0.93 PM% 64.1% PM Peak 820 2:45 pm to 3:45 pm PM P.H.F. 0.92 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Sommerville Dr 36.87496875
East of Chestnut Ave -119.7420043
2 Eastbound Westbound Hourly
Totals
Total 48.9% 51.1%
8465
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Eastbound
Westbound
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 1 2 3 1 7 1 1 4 2 8 15
1:00 AM 1 1 0 0 2 0 0 3 0 3 5
2:00 AM 1 1 0 0 2 1 0 1 0 2 4
3:00 AM 0 0 2 1 3 0 0 0 0 0 3
4:00 AM 1 1 1 2 5 1 0 0 0 1 6
5:00 AM 4 2 10 6 22 1 2 5 6 14 36
6:00 AM 6 13 14 16 49 3 8 8 10 29 78
7:00 AM 30 45 59 71 205 11 24 44 63 142 347
8:00 AM 67 44 44 42 197 59 33 36 21 149 346
9:00 AM 21 15 28 42 106 15 19 19 32 85 191
10:00 AM 28 26 31 40 125 25 33 27 28 113 238
11:00 AM 33 35 33 47 148 22 30 34 24 110 258
12:00 PM 34 29 35 41 139 32 35 26 40 133 272
1:00 PM 25 27 32 34 118 22 27 30 27 106 224
2:00 PM 29 27 42 57 155 34 48 48 55 185 340
3:00 PM 42 44 62 51 199 50 37 33 59 179 378
4:00 PM 41 38 30 39 148 39 44 40 45 168 316
5:00 PM 38 44 34 44 160 55 55 42 58 210 370
6:00 PM 29 33 23 30 115 49 33 27 30 139 254
7:00 PM 18 27 18 25 88 48 32 26 26 132 220
8:00 PM 13 19 22 23 77 22 37 33 34 126 203
9:00 PM 10 17 10 12 49 26 22 27 22 97 146
10:00 PM 14 18 7 11 50 11 9 12 9 41 91
11:00 PM 1 2 1 3 7 4 5 0 3 12 19
2176 2184
AM% 35.0% AM Peak 440 7:30 am to 8:30 am AM P.H.F. 0.82 PM% 65.0% PM Peak 380 2:45 pm to 3:45 pm PM P.H.F. 0.85 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Sommerville Dr 36.87535443
West of Chestnut Ave -119.7426523
2 Eastbound Westbound Hourly
Totals
Total 49.9% 50.1%
4360
0 50
100
150
200
250
# of vehicles
Time Period
Eastbound
Westbound
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 4 6 2 1 13 6 7 8 6 27 40
1:00 AM 2 4 4 3 13 4 2 5 7 18 31
2:00 AM 1 2 2 1 6 5 5 1 3 14 20
3:00 AM 2 1 3 4 10 1 5 2 4 12 22
4:00 AM 4 0 6 2 12 1 1 4 7 13 25
5:00 AM 8 10 12 19 49 9 4 12 14 39 88
6:00 AM 17 25 31 40 113 7 17 19 28 71 184
7:00 AM 23 50 27 49 149 47 57 59 59 222 371
8:00 AM 40 39 39 36 154 43 58 40 37 178 332
9:00 AM 44 39 30 29 142 37 42 27 30 136 278
10:00 AM 37 38 36 32 143 26 28 34 36 124 267
11:00 AM 39 31 37 47 154 24 32 27 19 102 256
12:00 PM 34 32 28 36 130 25 31 27 25 108 238
1:00 PM 37 35 32 31 135 36 24 28 44 132 267
2:00 PM 49 39 45 50 183 30 33 52 45 160 343
3:00 PM 49 77 57 68 251 42 48 47 51 188 439
4:00 PM 52 49 59 62 222 32 39 36 42 149 371
5:00 PM 59 60 51 45 215 42 38 49 40 169 384
6:00 PM 49 54 47 34 184 31 22 26 18 97 281
7:00 PM 25 29 32 33 119 22 20 22 18 82 201
8:00 PM 30 26 22 26 104 22 31 21 23 97 201
9:00 PM 24 21 14 17 76 31 31 22 13 97 173
10:00 PM 22 11 8 8 49 12 15 8 7 42 91
11:00 PM 6 5 6 2 19 9 9 6 13 37 56
2645 2314
AM% 38.6% AM Peak 384 7:15 am to 8:15 am AM P.H.F. 0.89 PM% 61.4% PM Peak 439 3:00 pm to 4:00 pm PM P.H.F. 0.88 Tuesday, May 23, 2023 Clear
24 Hour Count Report
Willow Ave 36.89643353
North of Copper Ave -119.7299747
2 Northbound Southbound Hourly
Totals
Total 53.3% 46.7%
4959
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | B
(559) 570-8991

Appendix B: Methodology

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103

Fresno, CA 93704

(559) 570-8991
App | B-1

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 6th 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 – Performance Measures
For signalized intersections, the performance measures include automobile volume-to-capacity ratio, automobile delay, queue storage length, ratio of pedestrian delay, pedestrian circulation area, pedestrian perception score, bicycle delay and bicycle perception score. LOS is also considered a performance measure. For the automobile mode, the average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection. An LOS designation is given to the weighted average control delay to better describe the level of operation. A description of LOS for signalized intersections is found in Table A-1.

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103

Fresno, CA 93704

(559) 570-8991
App | B-2

Table A-1: Signalized Intersection Levels of Service Description (Automobile 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 -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity 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 -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity 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 -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is high, progression is unfavorable and the cycle length is long. In dividual 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 6th Edition
Unsignalized Intersections
The HCM 6th Edition procedures use control delay as a measure of effectiveness to determine level of service. Delay is a measure of driver discomfort, frustration, fuel consumption and increased travel time.

The delay experienced by a motorist is made up of a number of factors that relate to control, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, i.e., in the absence of traffic control, geometric delay, any incidents and any other vehicles. Control delay is the increased time of travel for a vehicle approaching and passing through an unsignalized intersection, compared with a free-flow vehicle if it were not required to slow or stop at the intersection.

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103

Fresno, CA 93704

(559) 570-8991
App | B-3

All-Way Stop Controlled Intersections
All-way stop controlled intersections are a form of traffic controls in which all approaches to an intersection are required to stop. Similar to signalized intersections, at all-way stop controlled intersections the average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection as a whole. In other words, the delay measured for all-way stop controlled intersections is a measure of the average delay for all vehicles passing through the intersection during the peak hour. An LOS designation is given to the weighted average control delay to better describe the level of operation.

Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) intersections in which stop signs are used to assign the right-of-way, are the most prevalent type of intersection in the United States. At TWSC intersections the stop- controlled approaches are referred to as the minor street approaches and can be either public streets or private driveways. The approaches that are not controlled by stop signs are referred to as the major street approaches.

The capacity of movements subject to delay are determined using the "critical gap" method of capacity analysis. Expected average control delay based on movement volume and movement capacity is calculated. An LOS for a TWSC intersection is determined by the computed or measured control delay for each minor movement. LOS is not defined for the intersection as a whole for three main reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at the typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay from all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. Table A-2 provides a description of LOS at unsignalized intersections.

Table A-2: Unsignalized Intersection Levels 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 6th Edition, Exhibit 20-2.

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103

Fresno, CA 93704

(559) 570-8991
App | B-4

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. The procedure used to calculate LOS incorporates a combination of lane-based regression models and gap acceptance models for both single-lane and multi-lane roundabouts. As a result, the capacity models focus on one entry of a roundabout at a time. Table A-3 provides a description of LOS at roundabout intersections.

Table A-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 6th Edition, Exhibit 22-8.

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Segment Levels of Service
Segments are portions of roads without any interruption of flow. These are typically studied as urban streets, basic freeways, multilane highways or two-lane highways. Each of these categories has further classification and the level of service analysis can differ between them.

Basic Freeway and Multilane Highway Segments
For segments of multilane highways and basic freeways outside the influence of merging, diverging and weaving maneuvers, LOS is defined 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.

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:

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• 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 and posted speed limits between 50 and 75 mi/hr. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The LOS is dependent on the number of lanes, base free-flow speed, lane width, right side lateral clearance, total ramp density, hourly demand volume, peak hour factor and total truck percentage. Table A-4 provides a description of LOS for Basic Freeway Segments.

Multilane Highway
Multilane Highway segments generally have four to six lanes and posted speed limits between 40 and 55 mi/hr. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The LOS is dependent on the number of lanes, base free-flow speed, lane width, right side lateral clearance, left side lateral clearance, access point density, terrain type, median type, hourly demand volume, peak hour factor and total truck percentage. Table A- 4 provides a description of LOS for Multilane Highway Segments.

Table A-4: Basic Freeway and Multilane Highway Segment Level of Service Description Level of Service Density (Passenger Cars per Mile per Lane) A ≤11
B >11 to 18
C >18 to 26
D >26 to 35
E >35 to 45
F >45 or Demand Exceeds Capacity
Note: Source: HCM 6th Edition, Exhibit 12-15.

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Two-Lane Highway Segments
Two-Lane Highways generally have one lane per direction and only allow passing maneuvers to take place in the opposing lane of traffic. 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 percent time spent following and follower density. This is the average percent of time that vehicles must travel in platoons behind slower vehicles due to the inability to pass. Chapter 15 of the Highway Capacity Manual categorizes each LOS as follows:

At LOS A, motorists experience high operating speeds on Class I highways and little difficulty in passing.

Platoons of three or more vehicles are rare. On Class II highways, speed is controlled primarily by roadway conditions, but a small amount of platooning would be expected. On Class III highways, motorists can maintain operating speeds at or near the facility's FFS.

At LOS B, passing demand and passing capacity are balanced. On both Class I and Class II highways, the degree of platooning becomes noticeable. Some speed reductions are present on Class I highways. On Class III highways, maintenance of FFS operation becomes difficult, but the speed reduction is still relatively small.

At LOS C, most vehicles travel in platoons. Speeds are noticeably curtailed on all three classes of highways.

At LOS D, platooning increases significantly. Passing demand is high on both Class I and Class II facilities, but passing capacity approaches zero. A high percentage of vehicles travels in platoons, and PTSF is noticeable. On Class III highways, the fall-off from FFS is significant.

At LOS E, demand is approaching capacity. Passing on Class I and II highways is virtually impossible, and PTSF is more than 80%. Speeds are seriously curtailed. On Class III highways, speed is less than two- thirds of the FFS. The lower limit of LOSE represents capacity.

LOS F exists whenever demand flow in one or both directions exceeds the segment's capacity. Operating conditions are unstable and heavy congestion exists on all classes of two-lane highways.

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Two-Lane Highway
The performance measures include average travel speed, segment travel time, percent followers, volume to capacity ratio, follower density and LOS. The LOS is dependent on Highway Class (I, II, or III), lane width, shoulder width, access point density, terrain type, free flow speed, passing lane length, demand flow rate, opposing demand flow rate peak hour factor and total truck percentage. Tables A-5 and A-6 provide a description of LOS for Two-Lane Highway Segments.

Table A-5: Two-Lane Highway Segment Level of Service Description LOS Class I Highways Class II Highways Class III Highways ATS (Mile per Hour) PTSF (%) PTSF (%) PFFS (%)
A >55 ≤35 ≤40 >91.7
B >50 to 55 >35 to 50 >40 to 55 >83.3 to 91.7
C >45 to 50 >50 to 65 >55 to 70 >75.0 to 83.3
D >40 to 45 >65 to 80 >70 to 85 >66.7 to 75.0
E ≤40 >80 >85 ≤66.7
F Demand exceeds capacity
Note: ATS = Average Travel Speed
PTSF = Percent Time Spent Following
PFFS = Percent of Free Flow Speed
Source: HCM 6th Edition, Exhibit 15-3.

Table A-6: Two-Lane Highway Segment Level of Service Description LOS
Follower Density (Followers per Mile per Lane)
High Speed Highways
Posted Speed Limit ≥ 50 miles per hour
High Speed Highways
Posted Speed Limit < 50 miles per hour
A ≤2.0 ≤2.0
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: NCHRP 'Improved Analysis of Two-Lane Highway Capacity and Operational Performance, Table 3-23.

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App | B-9

Urban Streets (Automobile Mode)
The term “urban streets” refers to urban arterials and collectors, including those in downtown areas.

Arterial streets are roads that primarily serve longer through trips. However, providing access to abutting commercial and residential land uses is also an important function of arterials. Collector streets provide both land access and traffic circulation within residential, commercial and industrial areas. Their access function is more important than that of arterials and unlike arterials their operation is not always dominated by traffic signals. Downtown streets are signalized facilities that often resemble arterials.

They not only move through traffic but also provide access to local businesses for passenger cars, transit buses and trucks. Pedestrian conflicts and lane obstructions created by stopping or standing taxicabs, buses, trucks and parking vehicles that cause turbulence in the traffic flow are typical of downtown streets.

Flow Characteristics
The speed of vehicles on urban streets is influenced by three main factors, street environment, interaction among vehicles and traffic control.

The street environment includes the geometric characteristics of the facility, the character of roadside activity and adjacent land uses. Thus, the environment reflects the number and width of lanes, type of median, driveway/access point density, spacing between signalized intersections, existence of parking, level of pedestrian and bicyclist activity and speed limit.

The interaction among vehicles is determined by traffic density, the proportion of trucks and buses and turning movements. This interaction affects the operation of vehicles at intersections and, to a lesser extent, between signals.

Traffic controls (including signals and signs) force a portion of all vehicles to slow or stop. The delays and speed changes caused by traffic control devices reduce vehicle speeds; however, such controls are needed to establish right-of-way.

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Urban Street Segments LOS
The average travel speed for through vehicles along an urban street is the determinant of the operating level of service (LOS). The travel speed along a segment, section or entire length of an urban street is dependent on the running speed between signalized intersections and the amount of control delay incurred at signalized intersections. Table A-7 provides a description of LOS for Urban Street Segments.

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).

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.

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.

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.

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.

LOS F is characterized by street 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.

Table A-7: Urban Street Levels of Service (Automobile Mode) LOS Travel Speed Threshold by Base Free-Flow Speed (miles/hour) Volume-to- Capacity Ratio 55 50 45 40 35 30 25
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 = The Critical volume-to-capacity ratio is based on consideration of the through movement-to-capacity ratio at each boundary intersection in the subject direction of travel. The critical volume-to-capacity ratio is the largest ratio of those considered.

Source: Highway Capacity Manual 6th Edition, Exhibit 16-3.

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516 W. Shaw Ave., Ste. 103
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Appendix C: Existing (Year 2023) Traffic Conditions

HCM 6th AWSC Existing AM Peak
2: Millbrook Avenue & Olympic Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 20.5
Intersection LOS C
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 288 145 138 162 52 188
Future Vol, veh/h 288 145 138 162 52 188
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Heavy Vehicles, % 333333
Mvmt Flow 417 210 200 235 75 272
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 31.3 11.5 12.3

HCM LOS D B B

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 69 69 162 288 145 52 94 94
LT Vol 0 0 0 288 0 52 0 0
Through Vol 69 69 0000 9 4 9 4
RT Vol 0 0 162 0 145 0 0 0
Lane Flow Rate 100 100 235 417 210 75 136 136
Geometry Grp 88888888
Degree of Util (X) 0.214 0.214 0.337 0.86 0.363 0.174 0.295 0.226 Departure Headway (Hd) 7.7 7.7 5.174 7.418 6.216 8.3 7.784 5.977 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 466 466 693 493 582 432 462 599
Service Time 5.45 5.45 2.921 5.118 3.916 6.053 5.537 3.729 HCM Lane V/C Ratio 0.215 0.215 0.339 0.846 0.361 0.174 0.294 0.227 HCM Control Delay 12.5 12.5 10.6 40.8 12.4 12.8 13.8 10.5 HCM Lane LOS BBBEBBBB
HCM 95th-tile Q 0.8 0.8 1.5 9 1.7 0.6 1.2 0.9
HCM 6th AWSC Existing AM Peak
3: Cedar Avenue & Olympic Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 12.2
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 131 208 50 86 119
Future Vol, veh/h 36 131 208 50 86 119
Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66
Heavy Vehicles, % 333333
Mvmt Flow 55 198 315 76 130 180
Number of Lanes 111221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 11 15.8 8.6

HCM LOS B C A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 208 25 25 36 131 43 43 119
L T V o l 2 0 800 3 60000
Through Vol 0 25 25 0 0 43 43 0
R T V o l 0000 1 3 100 1 1 9
Lane Flow Rate 315 38 38 55 198 65 65 180
Geometry Grp 88888888
Degree of Util (X) 0.57 0.063 0.044 0.105 0.317 0.115 0.115 0.195 Departure Headway (Hd) 6.506 6 4.229 6.953 5.754 6.368 6.368 3.884 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 555 597 845 515 623 562 562 920
Service Time 4.243 3.737 1.965 4.699 3.5 4.115 4.115 1.63 HCM Lane V/C Ratio 0.568 0.064 0.045 0.107 0.318 0.116 0.116 0.196 HCM Control Delay 17.6 9.1 7.2 10.5 11.2 9.9 9.9 7.6
HCM Lane LOS C AABBAAA
HCM 95th-tile Q 3.6 0.2 0.1 0.3 1.4 0.4 0.4 0.7
HCM 6th AWSC Existing AM Peak
4: Chestnut Avenue & Behymer Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 19.6
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations
Traffic Vol, veh/h 27 50 157 46 46 73 139 64 49 179 132 100 Future Vol, veh/h 27 50 157 46 46 73 139 64 49 179 132 100 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 333333333333
Mvmt Flow 31 57 180 53 53 84 160 74 56 206 152 115
Number of Lanes 012001201101
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 14.7 15.1 30.9 15.4

HCM LOS B C D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 58% 0% 100% 53% 0% 100% 42% 0% 100% 0%
Vol Right, % 0% 42% 0% 0% 47% 0% 0% 58% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 49 311 77 105 98 119 93 110 100 138 50 LT Vol 49 0 77 0 0 119 0 0 100 0 0
Through Vol 0 179 0 105 52 0 93 46 0 138 0
RT Vol 0 132 0 0 46 0 0 64 0 0 50
Lane Flow Rate 56 357 89 120 113 137 107 127 115 159 57 Geometry Grp 88888888888
Degree of Util (X) 0.136 0.784 0.227 0.292 0.264 0.346 0.254 0.288 0.291 0.379 0.126 Departure Headway (Hd) 8.689 7.892 9.241 8.729 8.393 9.102 8.59 8.174 9.113 8.605 7.894 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 415 461 389 411 427 395 418 439 394 419 454
Service Time 6.389 5.592 6.999 6.486 6.15 6.859 6.347 5.931 6.869 6.361 5.649 HCM Lane V/C Ratio 0.135 0.774 0.229 0.292 0.265 0.347 0.256 0.289 0.292 0.379 0.126 HCM Control Delay 12.8 33.7 14.7 15.1 14.2 16.6 14.3 14.2 15.6 16.6 11.8 HCM Lane LOS B D B C B C B B C C B
HCM 95th-tile Q 0.5 7 0.9 1.2 1 1.5 1 1.2 1.2 1.7 0.4
HCM 6th AWSC Existing AM Peak
4: Chestnut Avenue & Behymer Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBT SBR
Lane Configurations
Traffic Vol, veh/h 138 50
Future Vol, veh/h 138 50
Peak Hour Factor 0.87 0.87
Heavy Vehicles, % 3 3
Mvmt Flow 159 57
Number of Lanes 1 1
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM 6th AWSC Existing AM Peak
5: Sommerville Drive & Chestnut Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 21.2
Intersection LOS C
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 11 223 3 163 281 292 14
Future Vol, veh/h 0 11 223 3 163 281 292 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 33333333
Mvmt Flow 0 13 272 4 199 343 356 17
Number of Lanes 01212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 11.7 21 28.8

HCM LOS B C D

Lane EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 16% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 84% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 11 112 112 3 109 335 292 14
L T V o l 1 100000 2 9 20
Through Vol 0 112 112 3 109 54 0 0
R T V o l 00000 2 8 10 1 4
Lane Flow Rate 13 136 136 4 133 409 356 17
Geometry Grp 88888888
Degree of Util (X) 0.03 0.286 0.218 0.007 0.257 0.723 0.75 0.03 Departure Headway (Hd) 8.078 7.563 5.761 6.968 6.968 6.367 7.587 6.384 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 443 475 621 514 516 568 481 564
Service Time 5.828 5.313 3.509 4.71 4.71 4.108 5.287 4.084 HCM Lane V/C Ratio 0.029 0.286 0.219 0.008 0.258 0.72 0.74 0.03 HCM Control Delay 11.1 13.3 10.1 9.8 12.1 24 29.7 9.3
HCM Lane LOS BBBABCDA
HCM 95th-tile Q 0.1 1.2 0.8 0 1 6 6.3 0.1
HCM 6th AWSC Existing PM Peak
2: Millbrook Avenue & Olympic Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 162 20 198 224 14 105
Future Vol, veh/h 162 20 198 224 14 105
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 333333
Mvmt Flow 174 22 213 241 15 113
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 11.3 7.9 8.4

HCM LOS B A A

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 99 99 224 162 20 14 53 53
LT Vol 0 0 0 162 0 14 0 0
Through Vol 99 99 0000 5 3 5 3
RT Vol 0 0 224 0 20 0 0 0
Lane Flow Rate 106 106 241 174 22 15 56 56
Geometry Grp 88888888
Degree of Util (X) 0.162 0.162 0.202 0.305 0.03 0.027 0.093 0.065 Departure Headway (Hd) 5.495 5.495 3.023 6.304 5.008 6.417 5.912 4.144 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 650 650 1173 573 705 553 600 850
Service Time 3.251 3.251 0.778 4.004 2.808 4.214 3.708 1.939 HCM Lane V/C Ratio 0.163 0.163 0.205 0.304 0.031 0.027 0.093 0.066 HCM Control Delay 9.3 9.3 6.6 11.7 8 9.4 9.3 7.2
HCM Lane LOS AAABAAAA
HCM 95th-tile Q 0.6 0.6 0.8 1.3 0.1 0.1 0.3 0.2
HCM 6th AWSC Existing PM Peak
3: Cedar Avenue & Olympic Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 155 115 38 48 36
Future Vol, veh/h 35 155 115 38 48 36
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 333333
Mvmt Flow 38 170 126 42 53 40
Number of Lanes 111221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8.6 9.3 7.3

HCM LOS A A A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 115 19 19 35 155 24 24 36
L T V o l 1 1 500 3 50000
Through Vol 0 19 19 0 0 24 24 0
R T V o l 0000 1 5 500 3 6
Lane Flow Rate 126 21 21 38 170 26 26 40
Geometry Grp 88888888
Degree of Util (X) 0.203 0.031 0.02 0.061 0.214 0.04 0.04 0.033 Departure Headway (Hd) 5.773 5.27 3.507 5.716 4.519 5.473 5.473 3.005 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 622 679 1016 627 794 653 653 1183
Service Time 3.51 3.007 1.244 3.447 2.25 3.215 3.215 0.745 HCM Lane V/C Ratio 0.203 0.031 0.021 0.061 0.214 0.04 0.04 0.034 HCM Control Delay 10 8.2 6.3 8.8 8.5 8.4 8.4 5.8
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.8 0.1 0.1 0.2 0.8 0.1 0.1 0.1
HCM 6th AWSC Existing PM Peak
4: Chestnut Avenue & Behymer Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10.6
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations
Traffic Vol, veh/h 21 46 124 19 12 24 205 49 19 98 29 45 Future Vol, veh/h 21 46 124 19 12 24 205 49 19 98 29 45 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 333333333333
Mvmt Flow 22 48 131 20 13 25 216 52 20 103 31 47
Number of Lanes 012001201101
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 10.4 10.7 11.2 10.3

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 77% 0% 100% 69% 0% 100% 58% 0% 100% 0%
Vol Right, % 0% 23% 0% 0% 31% 0% 0% 42% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 127 67 83 60 36 137 117 45 99 59 LT Vol 19 0 67 0 0 36 0 0 45 0 0
Through Vol 0 98 0 83 41 0 137 68 0 99 0
RT Vol 0 29 0 0 19 0 0 49 0 0 59
Lane Flow Rate 20 134 71 87 64 38 144 124 47 104 62
Geometry Grp 88888888888
Degree of Util (X) 0.04 0.24 0.137 0.157 0.111 0.072 0.253 0.207 0.093 0.19 0.101 Departure Headway (Hd) 7.131 6.471 7.006 6.502 6.28 6.838 6.334 6.04 7.057 6.556 5.854 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 501 553 511 550 569 523 565 593 507 546 610
Service Time 4.889 4.229 4.765 4.261 4.038 4.594 4.09 3.796 4.814 4.313 3.611 HCM Lane V/C Ratio 0.04 0.242 0.139 0.158 0.112 0.073 0.255 0.209 0.093 0.19 0.102 HCM Control Delay 10.2 11.3 10.9 10.5 9.8 10.1 11.2 10.4 10.5 10.9 9.3 HCM Lane LOS BBBBABBBBBA
HCM 95th-tile Q 0.1 0.9 0.5 0.6 0.4 0.2 1 0.8 0.3 0.7 0.3 HCM 6th AWSC Existing PM Peak
4: Chestnut Avenue & Behymer Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBT SBR
Lane Configurations
Traffic Vol, veh/h 99 59
Future Vol, veh/h 99 59
Peak Hour Factor 0.95 0.95
Heavy Vehicles, % 3 3
Mvmt Flow 104 62
Number of Lanes 1 1
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM 6th AWSC Existing PM Peak
5: Sommerville Drive & Chestnut Avenue 07/13/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 7 175 3 209 231 186 16
Future Vol, veh/h 1 7 175 3 209 231 186 16
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 33333333
Mvmt Flow 1 8 192 3 230 254 204 18
Number of Lanes 01212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 10.6 12.5 13.7

HCM LOS B B B

Lane EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 23% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 77% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 8 88 88 3 139 301 186 16
L T V o l 800000 1 8 60
Through Vol 0 88 88 3 139 70 0 0
R T V o l 00000 2 3 10 1 6
Lane Flow Rate 9 96 96 3 153 330 204 18
Geometry Grp 88888888
Degree of Util (X) 0.017 0.173 0.173 0.005 0.253 0.497 0.394 0.028 Departure Headway (Hd) 6.978 6.471 6.471 5.956 5.956 5.412 6.937 5.739 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 513 554 554 601 603 664 519 623
Service Time 4.723 4.216 4.216 3.693 3.693 3.149 4.678 3.479 HCM Lane V/C Ratio 0.018 0.173 0.173 0.005 0.254 0.497 0.393 0.029 HCM Control Delay 9.8 10.6 10.6 8.7 10.7 13.4 14.1 8.6
HCM Lane LOS ABBABBBA
HCM 95th-tile Q 0.1 0.6 0.6 0 1 2.8 1.9 0.1
Queuing and Blocking Report Existing AM Peak
Baseline 07/19/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 136 60 68 55 79 76 55 54
Average Queue (ft) 51 26 35 25 46 28 36 28
95th Queue (ft) 87 47 59 47 70 53 53 50
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB SB
Directions Served L R L TTTTR
Maximum Queue (ft) 48 55 96 31 31 53 31 78
Average Queue (ft) 18 31 51 17 17 32 6 34
95th Queue (ft) 41 53 81 42 42 43 26 55
Link Distance (ft) 1276 321 321 1184 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 47 44 59 72 74 75 54 137 75 76 76
Average Queue (ft) 26 28 29 40 42 36 28 71 41 43 28
95th Queue (ft) 44 43 52 62 64 60 52 106 63 72 56
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Queuing and Blocking Report Existing AM Peak
Baseline 07/19/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB WB SB SB
Directions Served UL T T U T TR L R
Maximum Queue (ft) 31 55 54 29 65 77 93 29
Average Queue (ft) 9 35 35 1 38 51 58 7
95th Queue (ft) 31 49 51 9 56 71 83 26
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 140
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1
Queuing and Blocking Report Existing PM Peak
Baseline 07/19/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 93 18 65 54 75 31 51 68
Average Queue (ft) 38 4 35 26 41 14 33 18
95th Queue (ft) 67 16 50 49 65 38 48 47
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB
Directions Served L R L T T T R
Maximum Queue (ft) 45 66 76 31 31 52 64
Average Queue (ft) 20 30 31 24 7 25 21
95th Queue (ft) 40 54 55 44 28 47 50
Link Distance (ft) 1276 321 321 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 65 44 63 52 69 68 52 76 53 78 68
Average Queue (ft) 25 25 20 24 41 34 17 42 23 38 28
95th Queue (ft) 47 38 42 47 62 55 43 71 48 60 57
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing PM Peak
Baseline 07/19/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB SB SB
Directions Served UL T T T TR L R
Maximum Queue (ft) 31 74 53 76 115 102 31
Average Queue (ft) 9 36 22 38 52 43 12
95th Queue (ft) 31 53 48 60 85 75 35
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 140
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | D
(559) 570-8991

Appendix D: Existing plus Project (Year 2025) Traffic Conditions

HCM 6th TWSC Existing plus Project AM Peak
1: Willow Avenue & Alicante Drive 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 40 11 168 222 0
Future Vol, veh/h 1 40 11 168 222 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 250 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 1 44 12 187 247 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 458 247 247 0 - 0
Stage 1 247 -----
Stage 2 211 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 559 789 1313 - - -
Stage 1 792 -----
Stage 2 822 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 554 789 1313 - - -
Mov Cap-2 Maneuver 554 -----
Stage 1 785 -----
Stage 2 822 -----

Approach EB NB SB
HCM Control Delay, s 9.8 0.5 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1313 - 554 789 - -
HCM Lane V/C Ratio 0.009 - 0.002 0.056 - -
HCM Control Delay (s) 7.8 - 11.5 9.8 - -
HCM Lane LOS A - B A - -
HCM 95th %tile Q(veh) 0 - 0 0.2 - -
HCM 6th AWSC Existing plus Project AM Peak
2: Millbrook Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 27.1
Intersection LOS D
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 315 146 147 162 67 197
Future Vol, veh/h 315 146 147 162 67 197
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Heavy Vehicles, % 333333
Mvmt Flow 457 212 213 235 97 286
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 45.2 12.2 13

HCM LOS E B B

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 74 74 162 315 146 67 99 99
LT Vol 0 0 0 315 0 67 0 0
Through Vol 74 74 0000 9 9 9 9
RT Vol 0 0 162 0 146 0 0 0
Lane Flow Rate 107 107 235 457 212 97 143 143
Geometry Grp 88888888
Degree of Util (X) 0.237 0.237 0.357 0.963 0.375 0.231 0.319 0.247 Departure Headway (Hd) 8.011 8.011 5.475 7.591 6.388 8.566 8.048 6.237 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 448 448 655 479 563 419 447 575
Service Time 5.759 5.759 3.222 5.338 4.135 6.319 5.801 3.988 HCM Lane V/C Ratio 0.239 0.239 0.359 0.954 0.377 0.232 0.32 0.249 HCM Control Delay 13.2 13.2 11.3 60.1 12.9 13.9 14.5 11 HCM Lane LOS B B B F BBBB
HCM 95th-tile Q 0.9 0.9 1.6 12 1.7 0.9 1.4 1
HCM 6th AWSC Existing plus Project AM Peak
3: Cedar Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh12.3
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 131 208 50 97 134
Future Vol, veh/h 38 131 208 50 97 134
Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66
Heavy Vehicles, % 3 33333
Mvmt Flow 58 198 315 76 147 203
Number of Lanes 1 11221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 11.2 16.1 8.8

HCM LOS B C A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 208 25 25 38 131 49 49 134
L T V o l 2 0 800 3 80000
Through Vol 0 25 25 0 0 49 49 0
R T V o l 0000 1 3 100 1 3 4
Lane Flow Rate 315 38 38 58 198 73 73 203
Geometry Grp 88888888
Degree of Util (X) 0.578 0.064 0.045 0.113 0.322 0.131 0.131 0.221 Departure Headway (Hd) 6.601 6.095 4.323 7.049 5.849 6.403 6.403 3.918 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 545 587 825 508 613 559 559 910
Service Time 4.344 3.837 2.064 4.801 3.601 4.153 4.153 1.667 HCM Lane V/C Ratio 0.578 0.065 0.046 0.114 0.323 0.131 0.131 0.223 HCM Control Delay 18 9.3 7.3 10.7 11.4 10.1 10.1 7.8
HCM Lane LOS C AABBBBA
HCM 95th-tile Q 3.6 0.2 0.1 0.4 1.4 0.4 0.4 0.8
HCM 6th AWSC Existing plus Project AM Peak
4: Chestnut Avenue & Behymer Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh20.4
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 50 159 46 46 73 142 64 49 179 132 100 164 50 Future Vol, veh/h 27 50 159 46 46 73 142 64 49 179 132 100 164 50 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3333333333333
Mvmt Flow 31 57 183 53 53 84 163 74 56 206 152 115 189 57 Number of Lanes 0 1200120110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 15 15.5 32.4 16.6

HCM LOS B C D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 58% 0% 100% 54% 0% 100% 43% 0% 100% 0%
Vol Right, % 0% 42% 0% 0% 46% 0% 0% 57% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 49 311 77 106 99 119 95 111 100 164 50 LT Vol 49 0 77 0 0 119 0 0 100 0 0
Through Vol 0 179 0 106 53 0 95 47 0 164 0
RT Vol 0 132 0 0 46 0 0 64 0 0 50
Lane Flow Rate 56 357 89 122 114 137 109 128 115 189 57 Geometry Grp 88888888888
Degree of Util (X) 0.138 0.795 0.232 0.302 0.271 0.352 0.265 0.297 0.294 0.455 0.127 Departure Headway (Hd) 8.805 8.008 9.423 8.909 8.575 9.277 8.764 8.351 9.205 8.696 7.984 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 408 454 381 403 419 388 410 430 391 415 449
Service Time 6.549 5.752 7.174 6.661 6.326 7.029 6.515 6.102 6.957 6.449 5.736 HCM Lane V/C Ratio 0.137 0.786 0.234 0.303 0.272 0.353 0.266 0.298 0.294 0.455 0.127 HCM Control Delay 13 35.4 15 15.5 14.5 17 14.7 14.6 15.8 18.5 11.9 HCM Lane LOS B E B C B C B B C C B
HCM 95th-tile Q 0.5 7.2 0.9 1.3 1.1 1.6 1.1 1.2 1.2 2.3 0.4 HCM 6th AWSC Existing plus Project AM Peak
5: Sommerville Drive & Chestnut Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh26.4
Intersection LOS D
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 11 262 3 186 281 318 14
Future Vol, veh/h 0 11 262 3 186 281 318 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 3333333
Mvmt Flow 0 13 320 4 227 343 388 17
Number of Lanes 0 1212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 12.9 25.2 39.2

HCM LOS B D E

Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 18% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 82% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 11 131 131 3 124 343 318 14
L T V o l 1 100000 3 1 80
Through Vol 0 131 131 3 124 62 0 0
R T V o l 00000 2 8 10 1 4
Lane Flow Rate 13 160 160 4 151 418 388 17
Geometry Grp 88888888
Degree of Util (X) 0.031 0.35 0.27 0.007 0.308 0.782 0.844 0.031 Departure Headway (Hd) 8.406 7.889 6.079 7.323 7.323 6.733 7.838 6.634 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 426 455 590 489 491 535 461 539
Service Time 6.161 5.643 3.832 5.069 5.069 4.479 5.586 4.381 HCM Lane V/C Ratio 0.031 0.352 0.271 0.008 0.308 0.781 0.842 0.032 HCM Control Delay 11.4 14.9 11.1 10.1 13.3 29.6 40.5 9.6 HCM Lane LOS BBBBBDEA
HCM 95th-tile Q 0.1 1.6 1.1 0 1.3 7.2 8.4 0.1
HCM 6th TWSC Existing plus Project PM Peak
1: Willow Avenue & Alicante Drive 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 30 36 233 171 1
Future Vol, veh/h 0 30 36 233 171 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 250 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 33333
Mvmt Flow 0 31 37 240 176 1

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 491 177 177 0 - 0
Stage 1 177 -----
Stage 2 314 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 535 863 1393 - - -
Stage 1 851 -----
Stage 2 738 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 521 863 1393 - - -
Mov Cap-2 Maneuver 521 -----
Stage 1 828 -----
Stage 2 738 -----

Approach EB NB SB
HCM Control Delay, s 9.3 1 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1393 - - 863 - -
HCM Lane V/C Ratio 0.027 - - 0.036 - -
HCM Control Delay (s) 7.7 - 0 9.3 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 - -
HCM 6th AWSC Existing plus Project PM Peak
2: Millbrook Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 162 26 217 233 15 122
Future Vol, veh/h 162 26 217 233 15 122
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 333333
Mvmt Flow 174 28 233 251 16 131
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 11.5 8.1 8.6

HCM LOS B A A

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 109 109 233 162 26 15 61 61
LT Vol 0 0 0 162 0 15 0 0
Through Vol 109 109 0000 6 1 6 1
RT Vol 0 0 233 0 26 0 0 0
Lane Flow Rate 117 117 251 174 28 16 66 66
Geometry Grp 88888888
Degree of Util (X) 0.18 0.18 0.215 0.311 0.041 0.03 0.111 0.079 Departure Headway (Hd) 5.558 5.558 3.086 6.428 5.232 6.608 6.102 4.332 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 640 640 1142 563 687 545 591 832
Service Time 3.333 3.333 0.859 4.137 2.94 4.308 3.802 2.032 HCM Lane V/C Ratio 0.183 0.183 0.22 0.309 0.041 0.029 0.112 0.079 HCM Control Delay 9.6 9.6 6.7 12 8.2 9.5 9.6 7.4
HCM Lane LOS AAABAAAA
HCM 95th-tile Q 0.7 0.7 0.8 1.3 0.1 0.1 0.4 0.3
HCM 6th AWSC Existing plus Project PM Peak
3: Cedar Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 41 155 115 47 48 39
Future Vol, veh/h 41 155 115 47 48 39
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 3 33333
Mvmt Flow 45 170 126 52 53 43
Number of Lanes 1 11221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8.6 9.2 7.3

HCM LOS A A A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 115 24 24 41 155 24 24 39
L T V o l 1 1 500 4 10000
Through Vol 0 24 24 0 0 24 24 0
R T V o l 0000 1 5 500 3 9
Lane Flow Rate 126 26 26 45 170 26 26 43
Geometry Grp 88888888
Degree of Util (X) 0.204 0.038 0.025 0.072 0.215 0.04 0.04 0.036 Departure Headway (Hd) 5.798 5.295 3.533 5.743 4.546 5.512 5.512 3.043 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 618 675 1008 624 789 649 649 1167
Service Time 3.538 3.034 1.271 3.474 2.277 3.255 3.255 0.785 HCM Lane V/C Ratio 0.204 0.039 0.026 0.072 0.215 0.04 0.04 0.037 HCM Control Delay 10 8.2 6.4 8.9 8.5 8.5 8.5 5.9
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.8 0.1 0.1 0.2 0.8 0.1 0.1 0.1
HCM 6th AWSC Existing plus Project PM Peak
4: Chestnut Avenue & Behymer Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 46 126 19 12 24 207 49 19 108 29 45 99 59 Future Vol, veh/h 21 46 126 19 12 24 207 49 19 108 29 45 99 59 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3333333333333
Mvmt Flow 22 48 133 20 13 25 218 52 20 114 31 47 104 62 Number of Lanes 0 1200120110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 10.5 10.9 11.4 10.4

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 79% 0% 100% 69% 0% 100% 58% 0% 100% 0%
Vol Right, % 0% 21% 0% 0% 31% 0% 0% 42% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 137 67 84 61 36 138 118 45 99 59 LT Vol 19 0 67 0 0 36 0 0 45 0 0
Through Vol 0 108 0 84 42 0 138 69 0 99 0
RT Vol 0 29 0 0 19 0 0 49 0 0 59
Lane Flow Rate 20 144 71 88 64 38 145 124 47 104 62
Geometry Grp 88888888888
Degree of Util (X) 0.04 0.261 0.138 0.161 0.113 0.073 0.258 0.21 0.094 0.191 0.102 Departure Headway (Hd) 7.154 6.506 7.058 6.553 6.333 6.891 6.387 6.094 7.109 6.607 5.905 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 499 551 506 546 564 519 561 588 503 541 604
Service Time 4.916 4.268 4.822 4.318 4.097 4.649 4.145 3.851 4.872 4.37 3.668 HCM Lane V/C Ratio 0.04 0.261 0.14 0.161 0.113 0.073 0.258 0.211 0.093 0.192 0.103 HCM Control Delay 10.2 11.6 11 10.6 9.9 10.2 11.4 10.5 10.6 10.9 9.3 HCM Lane LOS BBBBABBBBBA
HCM 95th-tile Q 0.1 1 0.5 0.6 0.4 0.2 1 0.8 0.3 0.7 0.3 HCM 6th AWSC Existing plus Project PM Peak
5: Sommerville Drive & Chestnut Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh13.5
Intersection LOS B
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 7 223 3 253 241 186 16
Future Vol, veh/h 1 7 223 3 253 241 186 16
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 3 3333333
Mvmt Flow 1 8 245 3 278 265 204 18
Number of Lanes 0 1212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 11.4 14 14.5

HCM LOS B B B

Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 26% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 74% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 8 112 112 3 169 325 186 16
L T V o l 800000 1 8 60
Through Vol 0 112 112 3 169 84 0 0
R T V o l 00000 2 4 10 1 6
Lane Flow Rate 9 123 123 3 185 358 204 18
Geometry Grp 88888888
Degree of Util (X) 0.017 0.226 0.226 0.006 0.316 0.557 0.412 0.03 Departure Headway (Hd) 7.15 6.643 6.643 6.129 6.129 5.604 7.251 6.05 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 499 539 539 583 586 644 497 590
Service Time 4.915 4.407 4.407 3.88 3.88 3.354 5.008 3.808 HCM Lane V/C Ratio 0.018 0.228 0.228 0.005 0.316 0.556 0.41 0.031 HCM Control Delay 10 11.4 11.4 8.9 11.7 15.2 15 9
HCM Lane LOS ABBABCBA
HCM 95th-tile Q 0.1 0.9 0.9 0 1.3 3.4 2 0.1
Queuing and Blocking Report Existing plus Project AM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Willow Avenue & Alicante Drive
Movement EB NB
Directions Served R L
Maximum Queue (ft) 92 27
Average Queue (ft) 26 6
95th Queue (ft) 56 24
Link Distance (ft) 2970
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 137 66 54 55 63 53 75 55
Average Queue (ft) 60 28 34 20 37 30 38 24
95th Queue (ft) 106 51 48 51 56 43 60 47
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB SB
Directions Served L R L TTTTR
Maximum Queue (ft) 48 59 106 32 77 53 31 79
Average Queue (ft) 17 29 47 22 18 32 13 37
95th Queue (ft) 37 48 83 43 51 49 38 60
Link Distance (ft) 1276 321 321 1184 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project AM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 49 44 62 92 79 88 53 121 140 96 65
Average Queue (ft) 28 26 32 44 47 36 28 78 43 50 30
95th Queue (ft) 49 40 58 72 74 60 52 117 85 83 54
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%) 2 1
Queuing Penalty (veh) 1 1
Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB WB SB SB
Directions Served UL T T U T TR L R
Maximum Queue (ft) 31 56 91 28 66 103 100 30
Average Queue (ft) 15 39 32 3 39 62 68 11
95th Queue (ft) 38 60 58 16 59 94 102 33
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 140
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2
Queuing and Blocking Report Existing plus Project PM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Willow Avenue & Alicante Drive
Movement EB NB
Directions Served R L
Maximum Queue (ft) 50 31
Average Queue (ft) 20 5
95th Queue (ft) 48 24
Link Distance (ft) 2970
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 111 38 78 67 91 54 114 32
Average Queue (ft) 42 12 38 27 44 9 40 14
95th Queue (ft) 77 30 61 55 69 33 72 39
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB SB
Directions Served L R L TTTTR
Maximum Queue (ft) 25 80 55 54 56 32 31 51
Average Queue (ft) 19 27 35 22 14 24 5 26
95th Queue (ft) 35 50 55 46 42 44 23 45
Link Distance (ft) 1276 321 321 1184 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project PM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 57 46 42 54 89 55 31 76 52 79 56
Average Queue (ft) 24 25 21 17 49 33 13 43 29 40 29
95th Queue (ft) 43 40 34 44 78 55 38 67 44 70 51
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB WB SB SB
Directions Served UL T T U T TR L R
Maximum Queue (ft) 31 68 56 27 55 79 88 30
Average Queue (ft) 10 36 30 3 37 51 44 14
95th Queue (ft) 33 53 53 15 52 73 69 38
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 140
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | E
(559) 570-8991

Appendix E: Near Term plus Project (Year 2025) Traffic Conditions

HCM 6th TWSC Near Term plus Project AM Peak
1: Willow Avenue & Alicante Drive 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 40 11 184 238 0
Future Vol, veh/h 1 40 11 184 238 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 250 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 1 44 12 204 264 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 492 264 264 0 - 0
Stage 1 264 -----
Stage 2 228 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 534 772 1294 - - -
Stage 1 778 -----
Stage 2 808 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 529 772 1294 - - -
Mov Cap-2 Maneuver 529 -----
Stage 1 771 -----
Stage 2 808 -----

Approach EB NB SB
HCM Control Delay, s 9.9 0.4 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1294 - 529 772 - -
HCM Lane V/C Ratio 0.009 - 0.002 0.058 - -
HCM Control Delay (s) 7.8 - 11.8 9.9 - -
HCM Lane LOS A - B A - -
HCM 95th %tile Q(veh) 0 - 0 0.2 - -
HCM 6th AWSC Near Term plus Project AM Peak
2: Millbrook Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 32.5
Intersection LOS D
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 333 146 149 163 67 198
Future Vol, veh/h 333 146 149 163 67 198
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Heavy Vehicles, % 333333
Mvmt Flow 483 212 216 236 97 287
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 56.3 12.4 13.2

HCM LOS F B B

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 75 75 163 333 146 67 99 99
LT Vol 0 0 0 333 0 67 0 0
Through Vol 75 75 0000 9 9 9 9
RT Vol 0 0 163 0 146 0 0 0
Lane Flow Rate 108 108 236 483 212 97 143 143
Geometry Grp 88888888
Degree of Util (X) 0.239 0.239 0.357 1.024 0.378 0.23 0.319 0.247 Departure Headway (Hd) 8.162 8.162 5.622 7.642 6.439 8.729 8.211 6.395 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 443 443 645 478 563 414 440 565
Service Time 5.862 5.862 3.322 5.342 4.139 6.429 5.911 4.095 HCM Lane V/C Ratio 0.244 0.244 0.366 1.01 0.377 0.234 0.325 0.253 HCM Control Delay 13.4 13.4 11.4 75.3 13 14 14.7 11.2
HCM Lane LOS B B B F BBBB
HCM 95th-tile Q 0.9 0.9 1.6 14.2 1.8 0.9 1.4 1
HCM 6th AWSC Near Term plus Project AM Peak
3: Cedar Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh12.3
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 132 208 52 97 151
Future Vol, veh/h 38 132 208 52 97 151
Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66
Heavy Vehicles, % 3 33333
Mvmt Flow 58 200 315 79 147 229
Number of Lanes 1 11221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 11.3 16.3 8.9

HCM LOS B C A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 208 26 26 38 132 49 49 151
L T V o l 2 0 800 3 80000
Through Vol 0 26 26 0 0 49 49 0
R T V o l 0000 1 3 200 1 5 1
Lane Flow Rate 315 39 39 58 200 73 73 229
Geometry Grp 88888888
Degree of Util (X) 0.582 0.067 0.048 0.114 0.328 0.131 0.131 0.25 Departure Headway (Hd) 6.651 6.144 4.371 7.104 5.904 6.426 6.426 3.94 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 542 582 816 504 608 557 557 906
Service Time 4.396 3.89 2.116 4.858 3.657 4.179 4.179 1.692 HCM Lane V/C Ratio 0.581 0.067 0.048 0.115 0.329 0.131 0.131 0.253 HCM Control Delay 18.3 9.3 7.3 10.8 11.5 10.2 10.2 8
HCM Lane LOS C AABBBBA
HCM 95th-tile Q 3.7 0.2 0.2 0.4 1.4 0.4 0.4 1
HCM 6th AWSC Near Term plus Project AM Peak
4: Chestnut Avenue & Behymer Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh21.1
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 50 159 46 46 73 142 65 49 179 132 104 180 50 Future Vol, veh/h 27 50 159 46 46 73 142 65 49 179 132 104 180 50 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3333333333333
Mvmt Flow 31 57 183 53 53 84 163 75 56 206 152 120 207 57 Number of Lanes 0 1200120110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 15.3 15.8 33.7 17.6

HCM LOS C C D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 58% 0% 100% 54% 0% 100% 42% 0% 100% 0%
Vol Right, % 0% 42% 0% 0% 46% 0% 0% 58% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 49 311 77 106 99 119 95 112 104 180 50 LT Vol 49 0 77 0 0 119 0 0 104 0 0
Through Vol 0 179 0 106 53 0 95 47 0 180 0
RT Vol 0 132 0 0 46 0 0 65 0 0 50
Lane Flow Rate 56 357 89 122 114 137 109 129 120 207 57 Geometry Grp 88888888888
Degree of Util (X) 0.139 0.806 0.235 0.306 0.275 0.357 0.269 0.304 0.307 0.503 0.128 Departure Headway (Hd) 8.91 8.113 9.549 9.035 8.701 9.398 8.885 8.469 9.258 8.75 8.038 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 403 447 376 397 413 383 405 425 389 412 446
Service Time 6.659 5.862 7.307 6.792 6.458 7.153 6.639 6.223 7.014 6.505 5.793 HCM Lane V/C Ratio 0.139 0.799 0.237 0.307 0.276 0.358 0.269 0.304 0.308 0.502 0.128 HCM Control Delay 13.1 37 15.2 15.8 14.7 17.3 14.9 14.9 16.1 20.1 12 HCM Lane LOS B E C C B C B B C C B
HCM 95th-tile Q 0.5 7.4 0.9 1.3 1.1 1.6 1.1 1.3 1.3 2.7 0.4 HCM 6th AWSC Near Term plus Project AM Peak
5: Sommerville Drive & Chestnut Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh30.2
Intersection LOS D
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 11 270 3 192 281 335 14
Future Vol, veh/h 0 11 270 3 192 281 335 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 3333333
Mvmt Flow 0 13 329 4 234 343 409 17
Number of Lanes 0 1212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 13.4 27.3 47.6

HCM LOS B D E

Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 19% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 81% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 11 135 135 3 128 345 335 14
L T V o l 1 100000 3 3 50
Through Vol 0 135 135 3 128 64 0 0
R T V o l 00000 2 8 10 1 4
Lane Flow Rate 13 165 165 4 156 421 409 17
Geometry Grp 88888888
Degree of Util (X) 0.032 0.368 0.285 0.008 0.324 0.805 0.899 0.032 Departure Headway (Hd) 8.564 8.046 6.232 7.479 7.479 6.891 7.925 6.719 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 417 446 575 478 481 526 458 532
Service Time 6.328 5.809 3.994 5.234 5.234 4.646 5.681 4.474 HCM Lane V/C Ratio 0.031 0.37 0.287 0.008 0.324 0.8 0.893 0.032 HCM Control Delay 11.6 15.5 11.5 10.3 13.8 32.4 49.2 9.7 HCM Lane LOS B C B B B D E A
HCM 95th-tile Q 0.1 1.7 1.2 0 1.4 7.7 9.8 0.1
HCM 6th TWSC Near Term plus Project PM Peak
1: Willow Avenue & Alicante Drive 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 30 36 236 174 1
Future Vol, veh/h 0 30 36 236 174 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 250 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 33333
Mvmt Flow 0 31 37 243 179 1

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 497 180 180 0 - 0
Stage 1 180 -----
Stage 2 317 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 531 860 1389 - - -
Stage 1 849 -----
Stage 2 736 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 517 860 1389 - - -
Mov Cap-2 Maneuver 517 -----
Stage 1 826 -----
Stage 2 736 -----

Approach EB NB SB
HCM Control Delay, s 9.3 1 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1389 - - 860 - -
HCM Lane V/C Ratio 0.027 - - 0.036 - -
HCM Control Delay (s) 7.7 - 0 9.3 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 - -
HCM 6th AWSC Near Term plus Project PM Peak
2: Millbrook Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 163 26 221 238 15 125
Future Vol, veh/h 163 26 221 238 15 125
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 333333
Mvmt Flow 175 28 238 256 16 134
Number of Lanes 112112
Approach NW NE SW
Opposing Approach SW NE
Opposing Lanes 0 3 3
Conflicting Approach Left NE NW
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SW NW
Conflicting Lanes Right 3 2 0
HCM Control Delay 11.6 8.1 8.6

HCM LOS B A A

Lane NELn1 NELn2 NELn3 NWLn1 NWLn2 SWLn1 SWLn2 SWLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 111 111 238 163 26 15 63 63
LT Vol 0 0 0 163 0 15 0 0
Through Vol 111 111 0000 6 3 6 3
RT Vol 0 0 238 0 26 0 0 0
Lane Flow Rate 119 119 256 175 28 16 67 67
Geometry Grp 88888888
Degree of Util (X) 0.184 0.184 0.22 0.314 0.041 0.03 0.114 0.081 Departure Headway (Hd) 5.57 5.57 3.097 6.456 5.259 6.618 6.112 4.342 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 639 639 1139 559 684 543 589 828
Service Time 3.347 3.347 0.873 4.164 2.968 4.331 3.825 2.054 HCM Lane V/C Ratio 0.186 0.186 0.225 0.313 0.041 0.029 0.114 0.081 HCM Control Delay 9.6 9.6 6.8 12.1 8.2 9.5 9.6 7.4
HCM Lane LOS AAABAAAA
HCM 95th-tile Q 0.7 0.7 0.8 1.3 0.1 0.1 0.4 0.3
HCM 6th AWSC Near Term plus Project PM Peak
3: Cedar Avenue & Olympic Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 156 116 47 50 39
Future Vol, veh/h 45 156 116 47 50 39
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 3 33333
Mvmt Flow 49 171 127 52 55 43
Number of Lanes 1 11221
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8.7 9.3 7.4

HCM LOS A A A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 116 24 24 45 156 25 25 39
L T V o l 1 1 600 4 50000
Through Vol 0 24 24 0 0 25 25 0
R T V o l 0000 1 5 600 3 9
Lane Flow Rate 127 26 26 49 171 27 27 43
Geometry Grp 88888888
Degree of Util (X) 0.206 0.038 0.026 0.079 0.217 0.042 0.042 0.036 Departure Headway (Hd) 5.822 5.319 3.556 5.754 4.557 5.532 5.532 3.063 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 616 672 1002 623 787 646 646 1160
Service Time 3.561 3.058 1.294 3.487 2.29 3.277 3.277 0.806 HCM Lane V/C Ratio 0.206 0.039 0.026 0.079 0.217 0.042 0.042 0.037 HCM Control Delay 10.1 8.3 6.4 9 8.6 8.5 8.5 5.9
HCM Lane LOS BAAAAAAA
HCM 95th-tile Q 0.8 0.1 0.1 0.3 0.8 0.1 0.1 0.1
HCM 6th AWSC Near Term plus Project PM Peak
4: Chestnut Avenue & Behymer Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh10.9
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 46 126 20 12 24 207 50 20 114 29 45 103 59 Future Vol, veh/h 21 46 126 20 12 24 207 50 20 114 29 45 103 59 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3333333333333
Mvmt Flow 22 48 133 21 13 25 218 53 21 120 31 47 108 62 Number of Lanes 0 1200120110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 10.6 11 11.6 10.5

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 80% 0% 100% 68% 0% 100% 58% 0% 100% 0%
Vol Right, % 0% 20% 0% 0% 32% 0% 0% 42% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 143 67 84 62 36 138 119 45 103 59 LT Vol 20 0 67 0 0 36 0 0 45 0 0
Through Vol 0 114 0 84 42 0 138 69 0 103 0
RT Vol 0 29 0 0 20 0 0 50 0 0 59
Lane Flow Rate 21 151 71 88 65 38 145 125 47 108 62
Geometry Grp 88888888888
Degree of Util (X) 0.042 0.273 0.139 0.162 0.116 0.073 0.26 0.214 0.094 0.2 0.103 Departure Headway (Hd) 7.18 6.539 7.106 6.602 6.374 6.939 6.435 6.138 7.146 6.644 5.942 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 497 548 503 541 560 515 556 582 500 538 601
Service Time 4.945 4.303 4.874 4.369 4.141 4.699 4.194 3.898 4.911 4.409 3.706 HCM Lane V/C Ratio 0.042 0.276 0.141 0.163 0.116 0.074 0.261 0.215 0.094 0.201 0.103 HCM Control Delay 10.3 11.8 11 10.7 10 10.2 11.5 10.6 10.7 11.1 9.4 HCM Lane LOS BBBBABBBBBA
HCM 95th-tile Q 0.1 1.1 0.5 0.6 0.4 0.2 1 0.8 0.3 0.7 0.3 HCM 6th AWSC Near Term plus Project PM Peak
5: Sommerville Drive & Chestnut Avenue 08/03/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh14.1
Intersection LOS B
Movement EBU EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 7 238 3 273 247 191 16
Future Vol, veh/h 1 7 238 3 273 247 191 16
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 3 3333333
Mvmt Flow 1 8 262 3 300 271 210 18
Number of Lanes 0 1212011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 11.7 14.8 15.1

HCM LOS B B C

Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 27% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 73% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 8 119 119 3 182 338 191 16
L T V o l 800000 1 9 10
Through Vol 0 119 119 3 182 91 0 0
R T V o l 00000 2 4 70 1 6
Lane Flow Rate 9 131 131 3 200 371 210 18
Geometry Grp 88888888
Degree of Util (X) 0.018 0.245 0.245 0.006 0.345 0.588 0.43 0.03 Departure Headway (Hd) 7.258 6.75 6.75 6.216 6.216 5.698 7.381 6.18 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 492 530 530 574 578 631 487 577
Service Time 5.025 4.517 4.517 3.971 3.971 3.452 5.144 3.943 HCM Lane V/C Ratio 0.018 0.247 0.247 0.005 0.346 0.588 0.431 0.031 HCM Control Delay 10.2 11.7 11.7 9 12.2 16.3 15.6 9.1
HCM Lane LOS BBBABCCA
HCM 95th-tile Q 0.1 1 1 0 1.5 3.8 2.1 0.1
Queuing and Blocking Report Near Term plus Project AM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Willow Avenue & Alicante Drive
Movement EB NB
Directions Served R L
Maximum Queue (ft) 68 25
Average Queue (ft) 23 2
95th Queue (ft) 52 12
Link Distance (ft) 2970
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 182 63 79 68 72 54 119 32
Average Queue (ft) 68 26 37 18 39 30 46 27
95th Queue (ft) 129 46 58 49 59 49 80 44
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB SB
Directions Served L R L TTTTR
Maximum Queue (ft) 25 46 124 50 50 79 31 56
Average Queue (ft) 14 24 53 27 13 36 9 37
95th Queue (ft) 34 35 93 45 40 60 32 54
Link Distance (ft) 1276 321 321 1184 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project AM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 85 56 63 100 78 76 54 142 115 116 67 Average Queue (ft) 29 25 36 43 44 34 22 71 40 55 33
95th Queue (ft) 58 45 60 77 71 66 50 125 73 86 55
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%) 4 0 0
Queuing Penalty (veh) 2 0 0
Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB WB SB SB
Directions Served UL T T U T TR L R
Maximum Queue (ft) 31 55 72 32 54 103 137 30
Average Queue (ft) 7 37 36 4 37 55 67 7
95th Queue (ft) 27 53 60 19 54 87 103 27
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 140
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 3
Queuing and Blocking Report Near Term plus Project PM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Willow Avenue & Alicante Drive
Movement EB NB
Directions Served R L
Maximum Queue (ft) 50 31
Average Queue (ft) 19 1
95th Queue (ft) 45 10
Link Distance (ft) 2970
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Millbrook Avenue & Olympic Avenue
Movement NW NW NE NE NE SW SW SW
Directions Served L R T T R L T T
Maximum Queue (ft) 68 64 68 68 78 30 68 31
Average Queue (ft) 39 13 35 26 47 9 32 15
95th Queue (ft) 64 34 51 51 74 31 43 40
Link Distance (ft) 242 242 691 691 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Cedar Avenue & Olympic Avenue
Movement EB EB NB NB NB SB SB SB
Directions Served L R L TTTTR
Maximum Queue (ft) 43 69 76 31 50 78 31 52
Average Queue (ft) 18 29 39 22 17 30 3 22
95th Queue (ft) 37 52 61 44 43 55 18 43
Link Distance (ft) 1276 321 321 1184 1184
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project PM Peak Baseline 08/03/2023
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Chestnut Avenue & Behymer Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served UL T TR UL T TR L TR L T R
Maximum Queue (ft) 50 46 44 51 103 52 31 75 50 76 89
Average Queue (ft) 22 23 19 22 47 28 15 45 22 41 30
95th Queue (ft) 42 41 34 47 75 44 39 71 46 68 59
Link Distance (ft) 1445 1445 2494 2494 1741 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 230 100 120 120
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Sommerville Drive & Chestnut Avenue
Movement EB EB EB WB WB WB SB SB
Directions Served UL T T U T TR L R
Maximum Queue (ft) 31 73 98 31 76 93 97 31
Average Queue (ft) 6 41 34 3 44 58 47 14
95th Queue (ft) 26 62 67 16 69 83 80 37
Link Distance (ft) 1555 1555 2125 2125 836
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 140
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | F
(559) 570-8991

Appendix F: Traffic Signal Warrants

California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 40 MPH
Minor St: Critical Approach Speed 35 MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
JY
AB
07/13/23
07/13/23
05/23/23
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM
N/AN/A
Millbrook Avenue
Olympic Avenue
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO

APPROACH LANES
U R
2:00 PM
U R
7:00 AM 8:00 AM11:00 AM 3:00 PM 4:00 PM2 or More 5:00 PM1:00 PM Major Street 477(480)
420 333
430
350500
(400) 366
396430445 366 317600 422
1 200 179150 140
179 124 260
124
401 212
Highest Approach 260
(80% SHOWN IN BRACKETS)
396
136
317 422(336)
477
(280)
Minor Street
204 136
(84) (160) (112) 204 136 136
333445

MINIMUM REQUIREMENTS
(120)
401 212105
Both Approaches
Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
430
Major Street
Highest Approach
(420)
124 204260179
396

APPROACH LANES
Both Approaches 445 333317525 900 630
U
(600) (720) (504) 445
7:00 AM 8:00 AM11:00 AM1:00 PM
U R
366750

2. INTERRUPTION OF CONTINUOUS TRAFFIC
260
75 53 100 70

REQUIREMENT
401 212 179Minor Street (42) (80) 124
401 212
Yes
(60) (56) 204

FULFILLEDWARRANT
No

1. MINIMUM VEHICULAR VOLUMETWO WARRANTS SATISFIED
80%
477
136136
422 477
136 136
366 317 333
396
430
422
4:00 PM 5:00 PM1 2 or More
R
2:00 PM 3:00 PM
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
JY
AB
07/13/23
07/14/23
05/23/23
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM
N/AN/A
Cedar Avenue
Olympic Avenue
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO

APPROACH LANES
U R
2:00 PM
U R
7:00 AM 8:00 AM11:00 AM 3:00 PM 4:00 PM2 or More 5:00 PM12:00 PM Major Street 207(480)
420 197
371
350500
(400) 275
287371480 275 224600 230
1 200 102150 140
102 106 168
106
130 119
Highest Approach 168
(80% SHOWN IN BRACKETS)
287
156
224 230(336)
207
(280)
Minor Street
158 136
(84) (160) (112) 158 156 136
197480

MINIMUM REQUIREMENTS
(120)
130 119105
Both Approaches
Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
371
Major Street
Highest Approach
(420)
106 158168102
287

APPROACH LANES
Both Approaches 480 197224525 900 630
U
(600) (720) (504) 480
7:00 AM 8:00 AM11:00 AM12:00 PM
U R
275750

2. INTERRUPTION OF CONTINUOUS TRAFFIC
168
75 53 100 70

REQUIREMENT
130 119 102Minor Street (42) (80) 106
130 119
Yes
(60) (56) 158

FULFILLEDWARRANT
No

1. MINIMUM VEHICULAR VOLUMETWO WARRANTS SATISFIED
80%
207
136156
230 207
156 136
275 224 197
287
371
230
4:00 PM 5:00 PM1 2 or More
R
2:00 PM 3:00 PM
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Behymer Avenue
Chestnut Avenue
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
JY
AB
07/13/23
07/13/23
05/23/23
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM
N/AN/A
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
403
(280)
Minor Street
287 174
(84) (160) (112) 287 153 174
276456

MINIMUM REQUIREMENTS
(120)
257 214105
Both Approaches
521
153
285 359(336)
(80% SHOWN IN BRACKETS)
200 166150 140
166 120 193
120
257 214
Highest Approach 193
Major Street 403(480)
420 276
407
350500
(400) 546
521407456 546 285600 359
1 U R
7:00 AM 8:00 AM11:00 AM 3:00 PM 4:00 PM2 or More 5:00 PM12:00 PMAPPROACH LANES U R
2:00 PM
Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
2:00 PM 3:00 PM

TWO WARRANTS SATISFIED
80%
403
174153
359 403
153 174
546 285 276
521
407
359
4:00 PM 5:00 PM1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
193
75 53 100 70

REQUIREMENT
257 214 166Minor Street (42) (80) 120
257 214
Yes
(60) (56) 287

FULFILLEDWARRANT
No

1. MINIMUM VEHICULAR VOLUME
276285525 900 630
U
(600) (720) (504) 456
7:00 AM 8:00 AM11:00 AM12:00 PM
U R
546750 407
Major Street
Highest Approach
(420)
120 287193166
521

APPROACH LANES
Both Approaches 456
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Sommerville Drive
Chestnut Avenue
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
JY
AB
07/14/23
07/14/23
05/23/23
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM
N/AN/A
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
407
(280)
Minor Street
149 110
(84) (160) (112) 149 151 110
520544

MINIMUM REQUIREMENTS
(120)
226 250105
Both Approaches
460
151
412 568(336)
(80% SHOWN IN BRACKETS)
200 116150 140
116 184 225
184
226 250
Highest Approach 225
Major Street 407(480)
420 520
575
350500
(400) 530
460575544 530 412600 568
1 U R
7:00 AM 8:00 AM 12:00 PM 4:00 PM 5:00 PM2 or More 6:00 PM2:00 PMAPPROACH LANES U R
3:00 PM
Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
3:00 PM 4:00 PM

TWO WARRANTS SATISFIED
80%
407
110151
568 407
151 110
530 412 520
460
575
568
5:00 PM 6:00 PM1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
225
75 53 100 70

REQUIREMENT
226 250 116Minor Street (42) (80) 184
226 250
Yes
(60) (56) 149

FULFILLEDWARRANT
No

1. MINIMUM VEHICULAR VOLUME
520412525 900 630
U
(600) (720) (504) 544
7:00 AM 8:00 AM 12:00 PM2:00 PM
U R
530750 575
Major Street
Highest Approach
(420)
184 149225116
460

APPROACH LANES
Both Approaches 544
1 7:00 AM 2:00 PM 3:00 PM 5:00 PM
Volume Volume Volume Volume
JY 07/13/23
AB 07/13/23
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

2. Millbrook Avenue / Olympic Avenue
477
136204260
(Higher Volume Approach)
445
401
Major Street
(Total of Both Approaches)
Minor Street
430 396
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 2:00 PM 3:00 PM
Volume Volume Volume Volume
JY 07/13/23
AB 07/14/23
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

3. Cedar Avenue / Olympic Avenue
287
158168119
(Higher Volume Approach)
480
130
Major Street
(Total of Both Approaches)
Minor Street
275 371
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 3:00 PM 5:00 PM
Volume Volume Volume Volume
JY 07/13/23
AB 07/13/23
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

4. Chestnut Avenue / Behymer Avenue
403
174287214
(Higher Volume Approach)
456
257
Major Street
(Total of Both Approaches)
Minor Street
546 521
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 3:00 PM 5:00 PM
Volume Volume Volume Volume
JY 07/14/23
AB 07/14/23
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

5. Chestnut Avenue / Sommerville Drive
568
151225250
(Higher Volume Approach)
544
226
Major Street
(Total of Both Approaches)
Minor Street
530 575
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

2. Millbrook Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
433 (182) VPH
Millbrook Avenue Total of Both Approaches =
540 (541) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

3. Cedar Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
167 (190) VPH
Cedar Avenue Total of Both Approaches =
463 (237) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

4. Chestnut Avenue / Behymer Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Minor Street
Highest
Approach
Volume =
322 (203) VPH
Major Street Total of Both Approaches =
648 (500) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

5. Chestnut Avenue / Sommerville Drive
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Chestnut
Avenue
Highest
Approach
Volume =
306 (202) VPH
Sommerville Drive Total of Both Approaches =
681 (626) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

1. Willow Avenue / Alicante Drive
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is not Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Alicante Drive
Highest
Approach
Volume =
41 (30) VPH
Willow Avenue Total of Both Approaches =
401 (441) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

2. Millbrook Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
461 (188) VPH
Millbrook Avenue Total of Both Approaches =
573 (587) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

3. Cedar Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is not Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
169 (196) VPH
Cedar Avenue Total of Both Approaches =
489 (249) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

4. Chestnut Avenue / Behymer Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Minor Street
Highest
Approach
Volume =
325 (203) VPH
Major Street Total of Both Approaches =
674 (504) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

5. Chestnut Avenue / Sommerville Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Chestnut
Avenue
Highest
Approach
Volume =
332 (202) VPH
Sommerville Drive Total of Both Approaches =
743 (728) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

1. Willow Avenue / Alicante Drive
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is not Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Alicante Drive
Highest
Approach
Volume =
41 (30) VPH
Willow Avenue Total of Both Approaches =
433 (447) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

2. Millbrook Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
479 (189) VPH
Millbrook Avenue Total of Both Approaches =
577 (599) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

3. Cedar Avenue / Olympic Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is not Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olympic
Avenue
Highest
Approach
Volume =
170 (201) VPH
Cedar Avenue Total of Both Approaches =
508 (252) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

4. Chestnut Avenue / Behymer Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Minor Street
Highest
Approach
Volume =
326 (207) VPH
Major Street Total of Both Approaches =
694 (506) VPH

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

5. Chestnut Avenue / Sommerville Drive
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Chestnut
Avenue
Highest
Approach
Volume =
349 (207) VPH
Sommerville Drive Total of Both Approaches =
757 (769) VPH

Fresno City CouncilApril 4, 2024

Fresno City Council
April 4, 2024