Planning Commission Staff Report — Visalia City Council, July 20, 2026 (part 3 of 5)

July 7, 2025
Jaymie Brauer
QK Inc.

Via Email to: [email protected]
Re: Native American Consultation, Pursuant to Senate Bill 18 (SB18), Government Codes §65352.3 and §65352.4, as well as Assembly Bill 52 (AB52), Public Resources Codes §21080.1, §21080.3.1 and §21080.3.2, Clements Ranch (240208) Project, Tulare County To Whom It May Concern:

Attached is a consultation list of tribes with traditional lands or cultural places located within the boundaries of the above referenced counties or projects.

Government Codes §65352.3 and §65352.4 require local governments to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to cultural places when creating or amending General Plans, Specific Plans and Community Plans.

Public Resources Codes §21080.3.1 and §21080.3.2 requires public agencies to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to tribal cultural resources as defined, for California Environmental Quality Act (CEQA) projects.

The law does not preclude local governments and agencies from initiating consultation with the tribes that are culturally and traditionally affiliated within your jurisdiction. The NAHC believes that this is the best practice to ensure that tribes are consulted commensurate with the intent of the law.

Best practice for the AB52 process and in accordance with Public Resources Code §21080.3.1(d), is to do the following:

Within 14 days of determining that an application for a project is complete or a decision by a public agency to undertake a project, the lead agency shall provide formal notification to the designated contact of, or a tribal representative of, traditionally and culturally affiliated California Native American tribes that have requested notice, which shall be accomplished by means of at least one written notification that includes a brief description of the proposed project and its location, the lead agency contact information, and a notification that the California Native American tribe has 30 days to request consultation pursuant to this section.

The NAHC also recommends, but does not require that lead agencies include in their notification letters, information regarding any cultural resources assessment that has been completed on the area of potential effect (APE), such as:

CHAIRPERSON
Reginald Pagaling
Chumash

VICE-CHAIRPERSON
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki

SECRETARY
Sara Dutschke
Miwok

PARLIAMENTARIAN
Wayne Nelson
Luiseño

COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan

COMMISSIONER
Stanley Rodriguez
Kumeyaay

COMMISSIONER
Reid Milanovich
Cahuilla

COMMISSIONER
Bennae Calac
Pauma-Yuima Band of
Luiseño Indians
Commissioner
Vacant

ACTING EXECUTIVE

SECRETARY

STEVEN QUINN

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

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1. The results of any record search that may have been conducted at an Information Center of the California Historical Resources Information System (CHRIS), including, but not limited to:
• A listing of any and all known cultural resources have already been recorded on or adjacent to the APE, such as known archaeological sites;
• Copies of any and all cultural resource records and study reports that may have been provided by the Information Center as part of the records search response; • Whether the records search indicates a low, moderate or high probability that unrecorded cultural resources are located in the APE; and
• If a survey is recommended by the Information Center to determine whether previously unrecorded cultural resources are present.

2. The results of any archaeological inventory survey that was conducted, including:
• Any report that may contain site forms, site significance, and suggested mitigation measures.

All information regarding site locations, Native American human remains, and associated funerary objects should be in a separate confidential addendum, and not be made available for public disclosure in accordance with Government Code Section 6254.10.

3. The result of the Sacred Lands File (SLF) check conducted through the Native American Heritage Commission was negative.

4. Any ethnographic studies conducted for any area including all or part of the potential APE; and

5. Any geotechnical reports regarding all or part of the potential APE.

Lead agencies should be aware that records maintained by the NAHC and CHRIS is not exhaustive, and a negative response to these searches does not preclude the existence of a tribal cultural resource. A tribe may be the only source of information regarding the existence of a tribal cultural resource.

This information will aid tribes in determining whether to request formal consultation. In the event that they do, having the information beforehand will help to facilitate the consultation process.

If you receive notification of change of addresses and phone numbers from tribes, please notify the NAHC. With your assistance we can assure that our consultation list remains current.

If you have any questions, please contact me at my email address: [email protected] Sincerely,
Melina Carlos
Cultural Resources Analyst
Attachment
315 E. Acequia Ave. • Visalia, CA 93291 P 559.713.4359 E [email protected] W visalia.gov

Planning & Community Preservation Department
Planning Division

October 22, 2025
Kitanemuk & Yowlumne Tejon Indians
Delia Dominguez, Chairperson
115 Radio Street
Bakersfield, CA 93305
Subject: Invitation For Early Consultation For A Pending Project Dear Representative:

This letter is provided in accordance with the procedures prescribed by Senate Bill 18 (CEQATribal Cultural Resources). The City of Visalia is initiating a project application whose description is provided below, and as shown on the attached area map. The City of Visalia respectfully requests your review of the project, and invites you to request a consultation if you desire. Senate Bill 18 allows for a 90-day early review period before the City may proceed further in the project entitlement process or an associated environmental review under the California Environmental Quality Act (CEQA).

General Plan Amendment No. 2025-04: A request to amend the location and acreage of General Plan land use designations within 75 acres, resulting in the redistribution of Residential Low Density, Residential Medium Density, and Residential High Density land use designations.

Clements Ranch Tentative Subdivision Map No. 5606 and Conditional Use Permit No. 2025- 04: A request to divide approximately 67.74 acres into a 292-unit single-family residential subdivision with a 21-acre Remainder parcel.

Annexation No. 2025-02: A request to annex the subject site.

Location: The project location is the east side of Lovers Lane between K Avenue and Caldwell Avenue. (APN: 127-020-020 and 127-020-021).

If you have any concerns or information regarding archaeological resources or traditional tribal cultural places in or near the Planning Area, or if you would like to be involved in the planning process, please let us know. We would appreciate receiving your response by December 31, 2025.

Thank you,
Brandon Smith, Principal Planner
City of Visalia Planning & Community Preservation Department 315 E. Acequia Avenue
Visalia, CA 93291
Phone: (559) 713-4636
Email: [email protected]
~ ±--.. V VISALIA

APPENDIX D

TRAFFIC IMPACT ANALYSIS AND VEHICLE MILES TRAVELED ANALYSIS

Traffic Impact Analysis
February 23, 2026
Clements Ranch
Located on the Northeast Quadrant of Lovers Lane
and Caldwell Avenue
In the City of Visalia, California
Prepared for
QK, Inc.
601 Pollasky Avenue, Suite 301
Clovis, CA 93612
Project No. 013-028
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93710
Phone : (559) 570-8991
www.JLBtraffic.com
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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\013 Visalia\013-028 Clements Ranch TIA\Report\R20260223 Clements Ranch TIA.docx Traffic Impact Analysis
For the Clements Ranch located on the Northeast Quadrant of Lovers Lane and Caldwell Avenue
In the City of Visalia, California
February 23, 2026
This Traffic Impact Analysis Report has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.

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

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Table of Contents
Introduction and Summary....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 2 Existing Traffic Conditions........................................................................................................................ 2 Opening Year No Project Traffic Conditions............................................................................................ 2 Opening Year plus Phase 1 Traffic Conditions......................................................................................... 2 Cumulative 5-Year No Project Traffic Conditions.................................................................................... 3 Cumulative 5-Year plus Phase 1 Traffic Conditions................................................................................. 3 Cumulative 5-Year plus Buildout Traffic Conditions................................................................................ 3 Queuing Analysis...................................................................................................................................... 3 Project’s Equitable Fair Share .................................................................................................................. 3 Scope of Work ......................................................................................................................................4 Study Facilities ............................................................................................................................................. 4 Study Intersections.................................................................................................................................. 4 Study Scenarios............................................................................................................................................ 5 Existing Traffic Conditions........................................................................................................................ 5 Opening Year No Project Traffic Conditions............................................................................................ 5 Opening Year plus Phase 1 Traffic Conditions......................................................................................... 5 Cumulative 5-Year No Project Traffic Conditions.................................................................................... 5 Cumulative 5-Year plus Phase 1 Project Traffic Conditions..................................................................... 6 Cumulative 5-Year plus Buildout Project Traffic Conditions.................................................................... 6 LOS Methodology .................................................................................................................................7 LOS Thresholds.....................................................................................................................................7 Operational Analysis Assumptions and Defaults ....................................................................................8 Existing Traffic Conditions.....................................................................................................................9 Roadway Network........................................................................................................................................ 9 Collision Analysis........................................................................................................................................ 10 Traffic Signal Warrants............................................................................................................................... 11 Results of Existing Level of Service Analysis .............................................................................................. 11 Opening Year No Project Traffic Conditions............................................................................................15 Traffic Signal Warrants............................................................................................................................... 15 JlB!RAf.f.!f
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Traffic Impact Analysis
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Roadway Network...................................................................................................................................... 15 Results of Opening Year No Project Level of Service Analysis................................................................... 15 Opening Year plus Phase 1 Traffic Conditions.......................................................................................18 Project Description..................................................................................................................................... 18 Project Access ............................................................................................................................................ 18 Corner Sight Distance................................................................................................................................. 18 Trip Generation.......................................................................................................................................... 19 Trip Distribution......................................................................................................................................... 19 Bikeways..................................................................................................................................................... 19 Transit ........................................................................................................................................................ 19 Safe Routes to School ................................................................................................................................ 20 Traffic Signal Warrants............................................................................................................................... 21 Roadway Network...................................................................................................................................... 21 Results of Opening Year plus Phase 1 Level of Service Analysis................................................................ 21 Cumulative 5-Year No Project Traffic Conditions ....................................................................................26 Traffic Signal Warrants............................................................................................................................... 26 Roadway Network...................................................................................................................................... 26 Results of Cumulative 5-Year No Project Level of Service Analysis........................................................... 26 Cumulative 5-Year plus Phase 1 Traffic Conditions...............................................................................29 Traffic Signal Warrants............................................................................................................................... 29 Roadway Network...................................................................................................................................... 29 Results of Cumulative 5-Year plus Phase 1 Level of Service Analysis........................................................ 29 Cumulative 5-Year plus Buildout Traffic Conditions..............................................................................32 Trip Generation.......................................................................................................................................... 32 Trip Distribution......................................................................................................................................... 32 Traffic Signal Warrants............................................................................................................................... 32 Roadway Network...................................................................................................................................... 32 Results of Cumulative 5-Year plus Buildout Level of Service Analysis....................................................... 33 Project Only Trip Assignment to State Facilities........................................................................................ 34 Queuing Analysis ................................................................................................................................38 Project’s Pro-Rata Fair Share of Future Transportation Improvements..................................................44 Conclusions and Recommendations.....................................................................................................45 Existing Traffic Conditions...................................................................................................................... 45 Opening Year No Project Traffic Conditions.......................................................................................... 45 JlB!RAf.f.!f
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Traffic Impact Analysis
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Opening Year plus Phase 1 Traffic Conditions....................................................................................... 45 Cumulative 5-Year No Project Traffic Conditions.................................................................................. 46 Cumulative 5-Year plus Phase 1 Traffic Conditions............................................................................... 47 Cumulative 5-Year plus Buildout Traffic Conditions.............................................................................. 47 Queuing Analysis.................................................................................................................................... 48 Project’s Equitable Fair Share ................................................................................................................ 48 Study Participants...............................................................................................................................49 References..........................................................................................................................................50

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Traffic Impact Analysis
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List of Figures Figure 1: Vicinity Map ............................................................................................................................................. 13 Figure 2: Existing - Traffic Volumes, Geometrics and Controls................................................................................. 14 Figure 3: Opening Year No Project – Traffic Volumes, Geometrics and Controls..................................................... 17 Figure 4: Project Site Plan ....................................................................................................................................... 23 Figure 5: Project Only Trips – Phase 1 ..................................................................................................................... 24 Figure 6: Opening Year plus Phase 1 - Traffic Volumes, Geometrics and Controls................................................... 25 Figure 7: Cumulative 5-Year No Project - Traffic Volumes, Geometrics and Controls.............................................. 28 Figure 8: Cumulative 5-Year plus Phase 1 - Traffic Volumes, Geometrics and Controls ........................................... 31 Figure 9: Project Only Trips – Phase 2 ..................................................................................................................... 35 Figure 10: Cumulative 5-Year plus Buildout - Traffic Volumes, Geometrics and Controls........................................ 36 Figure 11: State Route 198 at Lovers Lane – Project Only Trips............................................................................... 37 List of Tables Table I: Three-Year (2022-2024) Intersection Collision Analysis.............................................................................. 10 Table II: Existing Intersection LOS Results............................................................................................................... 12 Table III: Opening Year No Project Intersection LOS Results ................................................................................... 16 Table IV: Phase 1 Trip Generation........................................................................................................................... 19 Table V: Opening Year plus Phase 1 Intersection LOS Results ................................................................................. 22 Table VI: Cumulative 5-Year No Project Intersection LOS Results ........................................................................... 27 Table VII: Cumulative 5-Year plus Phase 1 Intersection LOS Results........................................................................ 30 Table VIII: Phase 2 Trip Generation......................................................................................................................... 32 Table IX: Cumulative 5-Year plus Buildout Intersection LOS Results ....................................................................... 34 Table X: Queuing Analysis....................................................................................................................................... 39 Table XI: Queuing Analysis (AASHTO Calculated).................................................................................................... 42 Table XII: Single-Family Residential Fair Share of Future Roadway Improvements ................................................. 44 Table XIII: Multi-Family Residential Fair Share of Future Roadway Improvements................................................. 44 List of Appendices Appendix A: Scope of Work
Appendix B: Traffic Counts
Appendix C: Traffic Modeling
Appendix D: Methodology
Appendix E: Collision Data
Appendix F: Existing Traffic Conditions
Appendix G: Opening Year No Project Traffic Conditions
Appendix H: Corner Sight Distance
Appendix I: Opening Year plus Phase 1 Traffic Conditions Appendix J: Cumulative 5-Year No Project Traffic Conditions Appendix K: Cumulative 5-Year plus Phase 1 Traffic Conditions Appendix L: Cumulative 5-Year plus Buildout Traffic Conditions Appendix M: Traffic Signal Warrants
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Traffic Impact Analysis
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Introduction and Summary
Introduction
This Report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the Clements Ranch (Project) located on the northeast quadrant of Lovers Lane at Caldwell Avenue in the City of Visalia. The Project proposes to develop the site with a mix of single-family (292 dwelling units) and multi-family residential (375 dwelling units) dwelling units. Based on information provided to JLB, the Project will require a General Plan Amendment to shift densities within the Project. Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network.

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

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Traffic Impact Analysis
February 23, 2026
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 Visalia, County of Tulare and Caltrans.

Opening Year No Project Traffic Conditions
• Under this scenario, the study intersection of Lovers Lane at Walnut Avenue is projected to exceed its LOS threshold during the AM peak period. Additional details as to the recommended improvements for this intersection are presented later in this Report.

Additional details as to the recommended improvements for these intersections are presented later in this Report.

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Traffic Impact Analysis
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Cumulative 5-Year No Project Traffic Conditions
• Under this scenario, the study intersection of Road 148 at Caldwell Avenue is projected to exceed its LOS threshold during the AM peak period. Additional details as to the recommended improvements for this intersection are presented later in this Report.

Cumulative 5-Year plus Phase 1 Traffic Conditions
• Under this scenario, the study intersections of Lovers Lane at Sunnyside Avenue and Road 148 at Caldwell Avenue are projected to exceed their LOS threshold during one or both peak periods.

Additional details as to the recommended improvements for these intersections are presented later in this Report.

Cumulative 5-Year plus Buildout Traffic Conditions
• In Phase 2, the Project is estimated to generate approximately 2,329 daily trips, 154 AM peak hour trips and 195 PM peak hour trips.
• Under this scenario, the study intersections of Lovers Lane at Sunnyside Avenue and Road 148 at Caldwell Avenue are projected to exceed their LOS threshold during one or both peak periods.

Additional details as to the recommended improvements for these intersections are presented later in this Report.

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

Project’s Equitable Fair Share
• It is recommended that the Project components contribute their equitable Fair Share as presented in Table XII and Table XIII for those future improvements which are currently not covered by an existing impact fee program, maintenance funds or grant funds.

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Traffic Impact Analysis
February 23, 2026

Scope of Work
The TIA focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. On August 19, 2026, a Draft Scope of Work for the preparation of a TIA for this Project was provided to City of Visalia, County of Tulare and Caltrans staff for their review and comment.

The lead and responsible agencies had the opportunity to review and comment on the Draft Scope of Work.

On August 20, 2025, the County of Tulare responded requesting for the intersection of Road 148 at Caldwell Avenue be included as a study intersection. On September 2, 2025 the City of Visalia responded requesting the inclusion any project driveway connection to Sunnyside Avenue as a study intersection, perform Warrants 1 and Warrant 2 in the opening years scenarios and corner sight distance evaluations for all project driveway intersections. On September 25, 2026, Caltrans requested that the Existing conditions without improvements be included and a trip trace for the State Route 198 at Lovers Lane interchange.

Based on the comments received, this TIA includes the study intersection of Road 148 at Caldwell Avenue, project driveways along Sunnyside Avenue, Warrant 1 and Warrant 2 in all study scenarios, corner sight distance evaluations for all project driveways and a trip trace for the State Route 198 at Lovers Lane interchange. The Existing conditions without improvements was originally included in the scope. The Draft Scope of Work and the comments received from the responsible agencies are included in Appendix A.

Study Facilities
The existing intersection peak hour turning movement counts were conducted at the study facilities in September 2025 and October 2025, 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 facilities are contained in Appendix B. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.

Study Intersections

1. Lovers Lane / Walnut Avenue

2. Pinkham Street / K Avenue

3. Lovers Lane / K Avenue

4. Lovers Lane / Project Driveway A

5. Lovers Lane / Sunnyside Avenue

6. Project Driveway B / Sunnyside Avenue

7. Project Driveway C / Sunnyside Avenue

8. Project Driveway D / Sunnyside Avenue

9. Lovers Lane / Project Driveway E

10. Pinkham Street / Caldwell Avenue

11. Lovers Lane / Caldwell Avenue

12. Road 148 / Caldwell Avenue
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Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from field surveys and traffic counts conducted in September 2025 and October 2025.

Opening Year No Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Opening Year No Project Traffic Conditions. The opening year for this Project is anticipated to be 2028. The Opening Year No Project traffic volumes were obtained by using a combination of a portion of the TCAG model (Base Year 2015 and Cumulative Year 2046), a portion of the near term traffic and Existing traffic volumes. Under this scenario, the increment method was utilized to determine the growth in the area. The Tulare County Association of Governments (TCAG) Project Select Zone results are contained in Appendix C.

Opening Year plus Phase 1 Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Opening Year plus Phase 1 Traffic Conditions. The Opening Year plus Phase 1 traffic volumes were obtained by adding the Phase 1 Project Only Trips to the Opening Year No Project traffic volumes. The Phase 1 Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, existing residential and commercial densities and the Visalia General Plan Circulation Element in the vicinity of the Project site. The Tulare County Association of Governments (TCAG) Project Select Zone results are contained in Appendix C.

Cumulative 5-Year No Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative 5-Year No Project Traffic Conditions. The cumulative 5-year for this Project is anticipated to be 2033. The Cumulative 5-Year No Project traffic volumes were obtained by using a combination of a portion of the TCAG model (Base Year 2015 and Cumulative Year 2046), the near term traffic and Existing traffic volumes. Under this scenario, the increment method was utilized to determine the growth in the area. The Tulare County Association of Governments (TCAG) Project Select Zone results are contained in Appendix C.

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Cumulative 5-Year plus Phase 1 Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative 5-Year plus Phase 1 Traffic Conditions. The cumulative 5-year for this Project is anticipated to be 2033. The Cumulative 5-Year plus Phase 1 traffic volumes were obtained by adding the Phase 1 Project Only Trips to the Cumulative 5-Year No Project traffic volumes. The Phase 1 Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, existing residential and commercial densities and the Visalia General Plan Circulation Element in the vicinity of the Project site. The Tulare County Association of Governments (TCAG) Project Select Zone results are contained in Appendix C.

Cumulative 5-Year plus Buildout Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative 5-Year plus Buildout Project Traffic Conditions. The Cumulative 5-Year plus Buildout traffic volumes were obtained by adding the Phase 2 Project Only Trips to the Cumulative 5-Year plus Phase 1 traffic volumes. The Phase 2 Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, existing residential and commercial densities and the Visalia General Plan Circulation Element in the vicinity of the Project site. The Tulare County Association of Governments (TCAG) Project Select Zone results are contained in Appendix C.

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

The Highway Capacity Manual (HCM) 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.

Lane configurations not reflective of existing conditions are a result of software limitations and thus their LOS output represents a worst-case scenario. Synchro software was used to define LOS in this study.

Details regarding these calculations are included in Appendix D.

While LOS is no longer the criteria of significance for traffic impacts under CEQA, the Visalia General Plan includes policies that utilize LOS to determine traffic-related improvements that are needed for a project.

LOS Thresholds
The Tulare County General Plan has established LOS D as the acceptable level of traffic congestion on county roads and streets that fall entirely outside the Sphere of Influence (SOI) of a City. For those areas that fall within the sphere of influence (SOI) of a City, the LOS threshold of the city is used in this Report. In this TIA, the study intersection of Road 148 at Caldwell Avenue falls outside of the City of Visalia SOI.

Therefore, the County of Tulare LOS threshold of LOS D is utilized for this intersection.

The Visalia General Plan has established LOS D as the acceptable level of traffic congestion on most major streets that fall within the SOI of the City of Visalia. In this TIA, all but one study intersection fall completely within the City of Visalia SOI. Therefore, the City of Visalia LOS threshold of LOS D is utilized for all study intersections except for the intersection of Road 148 at Caldwell Avenue.

Caltrans no longer considers delay as a significant impact to the environment for land use projects and plans. According to the Caltrans document VMT Focused Transportation Impact Study Guidelines dated May 2020, Caltrans review of land use projects and plans is focused on a VMT metric consistent with CEQA. In this TIA, all study intersections fall within the City of Visalia or County of Tulare SOI.

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Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. • Existing Caltrans traffic signals utilize the Signal Timing Plans. • Yellow time consistent with the California Manual on Uniform Traffic Control Devices (CA MUTCD) based on approach speeds (Caltrans, 2026).
• Yellow time of 3.2 seconds for left-turn phases.
• All-red clearance intervals of 1.0 second for all phases. • Walk intervals of 7.0 seconds.
• Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted.
• The number of observed pedestrians at existing intersections is utilized under all study scenarios. • An average of 10 pedestrian calls per hour is utilized at study intersections under traffic signal control with crosswalks.
• The existing HVF or a minimum of 3 percent are utilized under all study scenarios or a minimum of 3 percent.
• A HVF of 3 percent is utilized for all new study intersections. • The observed approach Peak Hour Factor (PHF) is utilized under all scenarios. • A PHF of 0.88 is utilized for all new study intersections.

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

Pinkham Street is an existing north-south two-lane undivided collector in the vicinity of the Project site. In this area, Pinkham Street exists between State Route 198 and Caldwell Avenue. The Visalia General Plan Circulation Element designates Pinkham Street as a collector between Avenue 320 and Avenue 272.

Lovers Lane is an existing north-south four-lane divided arterial adjacent to the Project site. In this area, Lovers Lane exists between Saint Johns River and Avenue 272. The Visalia General Plan Circulation Element designates Lovers Lane as an arterial between Avenue 320 and Avenue 272.

Road 148 is an existing north-south two-lane undivided roadway in the vicinity of the Project site. In this area, Road 148 exists between Avenue 288 and Avenue 272. The Visalia General Plan Circulation Element designates Lovers Lane as a local roadway between Avenue 288 and Avenue 272.

Walnut Avenue is an existing east-west two-lane undivided arterial in the vicinity of the Project site. In this area, Walnut Avenue exists between Road 86 through the eastern boundary of the City of Visalia. The Visalia General Plan Circulation Element designates Walnut Avenue as an arterial between Road 86 through the eastern boundary of the City of Visalia.

K Avenue is an existing east-west two-lane undivided collector in the vicinity of the Project site. In this area, K Avenue exists between Santa Fe Street and Lovers Lane. The Visalia General Plan Circulation Element designates K Avenue as a collector between Santa Fe Street and Road 148.

Sunnyside Avenue is an existing east-west two-lane undivided local roadway adjacent to the Project site.

In this area, Sunnyside Avenue exists in segments throughout the City of Visalia SOI. The Visalia General Plan Circulation Element designates Sunnyside Avenue as a local roadway throughout the City of Visalia SOI. As part of this Project, Sunnyside Avenue will be extended east of Lovers Lane through the Project site. This Project reassigns Sunnyside Avenue as a collector.

Caldwell Avenue is an existing east-west divided arterial in the vicinity of the Project site. In this area, Caldwell Avenue exists throughout the City of Visalia SOI. The Visalia General Plan Circulation Element designates Caldwell Avenue as an arterial throughout the City of Visalia SOI.

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Collision Analysis
JLB conducted a search of the Statewide Integrated Traffic Reporting System (SWITRS) to obtain collision reports for the most recent complete three-year period (January 1st, 2022 to December 31st, 2024). The SWITRS “is a database that serves as a means to collect and process data gathered from a collision scene.

The internet SWITRS application is a tool by which the California Highway Patrol (CHP) staff and members of its Allied Agencies throughout California can request several types of statistical reports in an electronic format.” All collision summary reports between January 1st, 2022 and December 31st, 2024 were included in the collision analysis. In the three-year period, a total of 26 collisions were reported within the influence zone (assumed to be within 250 feet) of the study intersections. The SWITRS collision data are found in Appendix E.

Table I summarizes the type of collision, severity, violation, and identifies involvement with another vehicle, a pedestrian/bicyclist or a fixed object. Based on the three-year collision data contained within SWITRS, all study intersections have experienced a relatively low number of collisions per year. After thorough review of the data contained within the collision reports for the three-year analysis period, no additional changes are recommended to the study intersections as a result of collision activity.

Table I: Three-Year (2022-2024) Intersection Collision Analysis ID Intersection
Number of Collisions
Type of Collision Severity Type of Violation
Motor Vehicle
Involved
with…
Broadside
Rear End
Head-On
Hit Object
Sideswipe
Other
Fatal
Severe Injury
Other Visible Injury
Complaint of Pain
Property Damage Only
Traffic Signals & Signs
Right of Way
Unsafe Speed
Improper Turning
Driving Under Influence
Other
Pedestrian/Bicyclist
Other Motor Vehicle
Fixed Object
Other
1 Lovers Lane / Walnut Avenue 5 2 1 1 1 - - - - - 2 3 1 - - 1 3 - - 4 1 - 2 Pinkham Street / K Avenue 3 1 - 2 - - - - - - 2 1 1 - - 1 - 1 - 1 2 - 3 Lovers Lane / K Avenue 2 - - - - 2 - - - - - 2 1 - - 1 - 1 - 2 - - 5 Lovers Lane / Sunnyside Avenue 1 1 - - - - - - - - 1 - - 1 - - - - - 1 - - 10 Pinkham Street / Caldwell Avenue - - - - - - - - - - - - - - - - - - - - - - 11 Lovers Lane / Caldwell Avenue 9 4 3 - 1 1 - - - - 4 5 3 1 2 1 2 - - 8 1 - 12 Road 148 / Caldwell Avenue 6 3 2 - 1 - - - - 2 3 1 1 - 2 1 2 - - 5 1 - Totals 26 11 6 3 3 3 - - - 2 12 12 6 4 4 4 7 1 - 21 5 -

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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 installation of traffic signal controls is 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, 2026).

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, traffic signal control is not considered to be the default improvement measure. Since installation of a traffic signal control typically requires construction of additional lanes and increase delay to the major street, an attempt is made to improve the intersection approach lane geometrics in order to improve its LOS while maintaining the existing intersection controls.

If the additional lanes did not result in acceptable LOS at the intersection, then in those cases implementation of a traffic signal control would be considered.

Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Existing Traffic Conditions scenario. At present, Warrant 1 is not met for any study intersection. Warrant 2 is met for the study intersection of Lovers Lane at K Avenue. Warrant 3 is not met for any study intersection. Based on the operational analysis and engineering judgement, it is not recommended that any unsignalized intersection be signalized in this scenario. These warrants are contained in Appendix M.

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

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

At present, the study intersection of Lovers Lane at Walnut Avenue exceeds its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection.
• Lovers Lane / Walnut Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Modify the phasing of the intersection to protective left-turn phasing in all directions; and o Modify the traffic signal to accommodate the modified geometrics.

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Table II: Existing Intersection LOS Results
ID Intersection Intersection Control
AM (7 – 9) Peak Hour PM (4 – 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 Lovers Lane / Walnut Avenue Traffic Signal 60.3 E 44.6 D Traffic Signal (Improved) 32.4 C 27.2 C
2 Pinkham Street / K Avenue All-Way Stop 12.5 B 9.4 A
3 Lovers Lane / K Avenue Two-Way Stop 14.2 B 13.4 B
4 Lovers Lane / Driveway A Does not exist - - - -
5 Lovers Lane / Sunnyside Avenue Two-Way Stop 19.4 C 17.9 C 6 Driveway B / Sunnyside Avenue Does not exist - - - -
7 Driveway C / Sunnyside Avenue Does not exist - - - -
8 Driveway D / Sunnyside Avenue Does not exist - - - -
9 Lovers Lane / Driveway E Does not exist - - - -
10 Pinkham Street / Caldwell Avenue Two-Way Stop 12.6 B 11.8 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 25.2 C 26.1 C 12 Road 148 / Caldwell Avenue Two-Way Stop 24.1 C 16.0 C Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

LEGEND LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE

CALDWELL AVE
PROJECT SITE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR
SUNNYSIDE AVE 6 7 8
# = STUDY INTERSECTION
= FUTURE ROADWAY

WALNUT AVE

MAIN ST
198 MINERAL KING AVE

TULARE AVE

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

1. Lovers Ln &
Walnut Ave
87(76)
224(254)
97(62)
80(63)
297(230)
46(59)
157(78)
290(322)
49(83)
122(106)334(367)63(128) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
70(35)
67(74)
40(52)
5(14)
110(77)
26(16)
92(54)
145(73)
6(7)
51(27)59(93)25(23) Pinkham St
K Ave

3. Lovers Ln &
K Ave
28(22)
76(49)
57(48)
377(491)
26(51)518(394) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 434(543) 596(444)

5. Lovers Ln &
Sunnyside Ave
49(31)
23(4)
6(19)
382(508)
22(38)571(402) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave 7. Project Driveway C &Sunnyside Ave 8. Project Driveway D &Sunnyside Ave

9. Lovers Ln &
Project Driveway E 10. Pinkham St &Caldwell Ave
35(45)
206(326)
352(315)
36(33)
35(41)29(14) Pinkham St Caldwell Ave

11. Lovers Ln &
Caldwell Ave
34(88)
160(220)
59(41)
52(36)
278(236)
84(77)
51(57)
286(357)
37(36)
61(63)424(247)85(78) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
37(12)
232(302)
11(17)
9(15)
332(325)
15(19)
15(10)22(20)12(23)
74(32)26(20)29(15) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS

WALNUT AVE

DOES NOT EXISTDOES NOT EXISTDOES NOT EXIST
DOES NOT EXIST 2(3) 11(12)
4(5)
1(4)
3(4)
1(1)
1(1)

DOES NOT EXIST

PROJECT SITE
6 7 8
L
- + + .... J
- + +
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Opening Year No Project Traffic Conditions
Traffic Signal Warrants
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Opening Year No Project Traffic Conditions scenario. Under this scenario, Warrant 1 is not met for any study intersection. Warrant 2 is projected to be met for the study intersection of Lovers Lane at K Avenue. Warrant 3 is not met for any study intersection. Based on the operational analysis and engineering judgement, it is not recommended that any unsignalized intersection be signalized in this scenario. These warrants are contained in Appendix M.

Roadway Network
The Opening Year No Project Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Existing Traffic Conditions scenario. It is anticipated that the intersection of Lovers Lane at Walnut Avenue will be constructed with additional lanes in the Year 2028, but these additional lanes were not assumed to take place in this scenario as a conservative measure. Figure 3 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Results of Opening Year No Project Level of Service Analysis Figure 3 illustrates the Opening Year No Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Year Opening Year No Project Traffic Conditions scenario are provided in Appendix G. Table III presents a summary of the Opening Year No Project peak hour LOS at the study intersections.

Under this scenario, the study intersection of Lovers Lane at Walnut Avenue is projected to continue exceeding its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection. • Lovers Lane / Walnut Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Modify the phasing of the intersection to protective left-turn phasing in all directions; and o Modify the traffic signal to accommodate the modified geometrics.

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Table III: Opening Year No Project Intersection LOS Results ID Intersection Intersection Control
AM (7 – 9) Peak Hour PM (4 – 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Lovers Lane / Walnut Avenue Traffic Signal 65.3 E 47.0 D Traffic Signal (Improved) 34.8 C 28.4 C
2 Pinkham Street / K Avenue All-Way Stop 13.1 B 9.6 A
3 Lovers Lane / K Avenue Two-Way Stop 14.7 B 13.9 B
4 Lovers Lane / Driveway A Does not exist - - - -
5 Lovers Lane / Sunnyside Avenue Two-Way Stop 20.8 C 18.8 C 6 Driveway B / Sunnyside Avenue Does not exist - - - -
7 Driveway C / Sunnyside Avenue Does not exist - - - -
8 Driveway D / Sunnyside Avenue Does not exist - - - -
9 Lovers Lane / Driveway E Does not exist - - - -
10 Pinkham Street / Caldwell Avenue Two-Way Stop 13.0 B 12.1 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 25.9 C 26.7 C 12 Road 148 / Caldwell Avenue Two-Way Stop 31.6 D 18.6 C Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

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Opening Year No Project - Traffic Volumes, Geometrics, and Controls Figure 3

1. Lovers Ln &
Walnut Ave
89(77)
226(255)
102(69)
80(63)
302(238)
50(63)
167(88)
316(341)
49(83)
125(108)360(394)70(136) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
71(36)
68(75)
40(52)
5(14)
112(78)
26(16)
92(54)
156(85)
6(7)
52(28)69(104)25(23) Pinkham St
K Ave

3. Lovers Ln &
K Ave
28(22)
76(49)
57(48)
405(520)
26(51)546(419) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 434(543) 596(444)

5. Lovers Ln &
Sunnyside Ave
49(31)
23(5)
7(20)
410(537)
22(38)599(428) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave 7. Project Driveway C &Sunnyside Ave 8. Project Driveway D &Sunnyside Ave

9. Lovers Ln &
Project Driveway E 10. Pinkham St &Caldwell Ave
46(57)
226(356)
371(336)
36(33)
45(52)29(14) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
40(97)
175(239)
63(44)
58(42)
290(252)
88(82)
56(58)
311(371)
49(38)
69(71)446(267)91(84) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
49(15)
245(310)
15(20)
11(17)
344(338)
18(24)
15(11)22(39)12(25)
77(36)33(30)30(16) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE

WALNUT AVE

DOES NOT EXISTDOES NOT EXISTDOES NOT EXIST
DOES NOT EXIST 16(19) 11(12)
4(5)
1(4)
3(4)
1(1)
1(1)

DOES NOT EXIST

PROJECT SITE
6 7 8
N
Not To Scale
LEGEND
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
L
- + + .... J
- + +
JlBIRAf.f!f • ~
..IL
1§1
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Traffic Impact Analysis
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Opening Year plus Phase 1 Traffic Conditions
Project Description
Clements Ranch (Project) is located on the northeast quadrant of Lovers Lane at Caldwell Avenue in the City of Visalia. The Project proposes to develop the site with a mix of single-family (292 dwelling units) in Phase 1 and multi-family residential (375 dwelling units) in Phase 2. Based on information provided to JLB, the Project will require a General Plan Amendment to shift densities within the Project. Figure 4 illustrates the latest Project Site Plan.

Project Access
Access to and from the Project site will be from five (5) access points. Two (2) access points along Lovers Lane and three (3) access points along Sunnyside Avenue. The first access point (Driveway A) is located along the east side of Lovers Lane north of Sunnyside Avenue and serves the multifamily portion of the Project. This access is proposed to be limited to right-in and right-out access. The second access point (Driveway B) is located along the north side of Sunnyside Avenue east of Lovers Lane and serves the multifamily portion of the Project. This access is proposed to have full access. As the multifamily portion of this site plan has not been laid out, there is no exact location of these driveways. The third access point (Driveway C) is located along the north side of Sunnyside Avenue approximately 800’ east of Lovers Lane and serves the single-family portion of the Project. This access is proposed to have a full access. The fourth access point (Driveway D) is located along the north and south sides of Sunnyside Avenue approximately 1,100’ east of Lovers Lane and serves the single-family portion of the Project. This access is proposed to have a full access. The fifth access point (Driveway E) is located along the east side of Lovers Lane approximately 550’ south of Sunnyside Avenue and serves the single-family portion of the Project. This access is proposed to be limited to right-in and right-out access.

JLB analyzed the location of the existing and proposed roadways and access points relative to those in the vicinity of the Project site. A review of the existing and proposed roadways and access points indicated that they are located at points that minimize traffic operational impacts to existing and future roadway networks. A Project Site Plan can be found in Figure 4.

Corner Sight Distance
A Corner Sight Distance (CSD) Analysis was conducted by JLB pursuant to the guidelines within the Highway Design Manual (HDM). Based on HDM, at private driveways "the minimum Corner Sight Distance shall be equal to the stopping sight distance given in Table 201.1 . . .". The speed limit along Lovers Lane is 55 MPH and the speed limit of Sunnyside Avenue is assumed to be 30 MPH. Therefore, the CSD is 530’ for right-turns out of the driveways on Lovers Lane, 335’ for left-turns out of the driveways on Sunnyside Avenue and 290’ for right-turns out of the driveways on Sunnyside Avenue. Appendix H includes the CSD evaluations for the respective speeds on Lovers Lane and Sunnyside Avenue. These CSD figures display hatched areas where obstructions greater than two (2) feet above street grade should not be approved.

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Trip Generation
Trip generation rates for the proposed Project were obtained from the 12th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table IV presents the trip generation for Phase 1 proposed Project with trip generation rates for Single-Family Detached Housing (210). In Phase 1, the Project is estimated to generate approximately 2,654 daily trips, 204 AM peak hour trips and 272 PM peak hour trips.

Table IV: Phase 1 Trip Generation
Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing (210) 292 d.u. 9.09 2,654 0.70 27 73 55 149 204 0.93 62 38 169 103 272 Total Driveway Trips 2,654 55 149 204 169 103 272
Note: d.u. = Dwelling Units
Trip Distribution
The Project Only Trips to the study intersections were developed based on existing travel patterns, the TCAG model output, the existing roadway network, engineering judgment, existing residential densities and the Visalia General Plan Circulation Element in the vicinity of the Project site. Figure 5 illustrates the trip distribution from Phase 1 (Single-Family Residential) to the study intersections.

Bikeways
There are Class I and Class III bikeways in the vicinity of the proposed Project site. The Visalia ATP recommends that Class I, Class II and Class III Bikeways be implemented adjacent to and in the vicinity of the Project site (City of Visalia, 2017). In the vicinity of and adjacent to the Project site, Class I Bikeways are planned on Cameron Creek and K Avenue. Class II Bikeways are planned on Lovers Lane, Caldwell Avenue and Walnut Avenue. Class III Bikeways along Walnut Avenue. Therefore, it is recommended that the Project construct a Class II Bikeway along the Project’s frontage to Lovers Lane and a Class I Bikeway along the Projects frontage to Cameron Creek.

Transit
Visalia Transit and Tulare County Regional Transportation Agency (TCRTA) are the transit operators in this area of the City of Visalia. Visalia Transit has one transit route that operates in the vicinity of the proposed Project site. Route 9 operates on 45-minute intervals between 6:00 AM – 8:45 PM on weekdays and on 90-minute intervals between 8:00 AM – 6:15 PM on weekends. The nearest stop to the proposed Project site is located on the east side of Ben Maddox Way approximately 550’ north of Walnut Avenue. Retention of the existing and expansion of future transit routes is dependent on transit ridership demand and available funding.

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Safe Routes to School
Kindergarten through 12th grade students from the Project will be served by the Visalia Unified School District (VUSD). VUSD provides transportation for students who live excess of an established direct walking distance. The direct walking distance is 1 mile for kindergarten through 6th grade and 2.5 miles for 7th through 12th grades.

Based on attendance area boundaries at the time of the preparation of this TIA, elementary school students would attend Annie R. Mitchell Elementary School located on the southeast quadrant of Pinkham Street at Walnut Avenue. Annie R. Mitchell Elementary School is located a walking distance of 0.75 and

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

The most direct path from the Project to the Annie R. Mitchell Elementary School campus can begin from the west most end of the Project nearest to the respective student’s home. Students would proceed west along Sunnyside Avenue until reaching the intersection of Lovers Lane at Sunnyside Avenue. The intersection of Sunnyside Avenue at Lovers Lane is projected to need signalization under this scenario.

Therefore, students would utilize the future traffic signal and crosswalk(s) to get to the northwest corner of Lovers Lane at Sunnyside Avenue. Students would then proceed north along the west side of Lovers Lane until reaching the intersection of Lovers Lane at K Avenue. The intersection of Lovers Lane at K Avenue is controlled by a two-way stop with a marked crosswalk on the west leg. Students would proceed west along the south side of K Avenue until reaching the intersection of Pinkham Street at K Avenue. The intersection of Pinkham Street at K Avenue is controlled by an all-way stop with marked crosswalks on all legs. Students would proceed to cross the east leg to reach the northeast corner of this intersection.

Students would proceed north along the east side Pinkham Street until reaching the nearest campus entrance.

Based on attendance area boundaries at the time of the preparation of this TIA, middle school students would attend Divisadero Middle School located on the southeast corner of Divisadero Street at Tulare Avenue. Divisadero Middle School is located a walking distance of 3.40 and 3.90 miles from the nearest and farthest home in the Project. Therefore, it is anticipated that the majority of middle school students will be bussed from the Project to the middle school campus.

Based on attendance at the time of the preparation of this TIA, high school students would attend Mount Whitney High School located on the northeast corner of Conyer Street at Tulare Avenue. Mount Whitney High School is located a walking distance of 3.00 and 3.50 miles from the nearest and farthest home in the Project. Therefore, it is anticipated that the majority of high school students will be bussed from the Project to the high school campus.

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At present there is a lack of pedestrian walking surface along the south side of K Avenue for a stretch of approximately 1,000 feet between Pinkham Street and Lovers Lane. Therefore, it is recommended that the Project, City of Visalia and VUSD work together to implement a plan which completes a walkway surface along the south side of K Avenue on the missing stretch of sidewalk between Pinkham Street and Lovers Lane.

Traffic Signal Warrants
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Opening Year plus Phase 1 Traffic Conditions scenario. Under this scenario, Warrant 1 is projected to be met for the intersection of Lovers Lane at Sunnyside Avenue. Warrant 2 is projected to be met for the study intersections of Lovers Lane at K Avenue and Lovers Lane at Sunnyside Avenue. Warrant 3 is projected to be met for the study intersections of Lovers Lane at K Avenue and Lovers Lane at Sunnyside Avenue during one or both peak periods. Based on the operational analysis and engineering judgement, it is recommended that the study intersection of Lovers lane at Sunnyside Avenue be signalized. However, signalization is not recommended for the rest of the unsignalized study intersections. These warrants are contained in Appendix M.

Roadway Network
The Opening Year plus Phase 1 Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with a few exceptions. This scenario assumes that the Project will build all driveways that serve the single-family residential portion of the Project (driveways A, B and C) and internal roads (including eastern extension of Sunnyside Avenue). Figure 6 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Results of Opening Year plus Phase 1 Level of Service Analysis Figure 6 illustrates the Opening Year plus Phase 1 turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Opening Year plus Phase 1 Traffic Conditions scenario are provided in Appendix I. Table V presents a summary of the Opening Year plus Phase 1 peak hour LOS at the study intersections.

Under this scenario, the study intersections of Lovers Lane at Walnut Avenue and Lovers Lane at Sunnyside Avenue are projected to exceed their LOS threshold during one of the peak periods. It is recommended that the following be considered for implementation to improve the LOS at these intersections.
• Lovers Lane / Walnut Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Modify the phasing of the intersection to protective left-turn phasing in all directions; and o Modify the traffic signal to accommodate the modified geometrics.

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Traffic Impact Analysis
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• Lovers Lane / Sunnyside Avenue
o Stripe an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound right-turn lane;
o Modify the northbound through-right lane to a through lane; and o Signalize the intersection with protective left-turn phasing in all directions.

Table V: Opening Year plus Phase 1 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 Lovers Lane / Walnut Avenue Traffic Signal 66.8 E 49.8 D Traffic Signal (Improved) 35.8 D 30.0 C
2 Pinkham Street / K Avenue All-Way Stop 14.2 B 9.6 A
3 Lovers Lane / K Avenue Two-Way Stop 16.6 C 15.9 C
4 Lovers Lane / Driveway A Does not exist - - - -
5 Lovers Lane / Sunnyside Avenue
Two-Way Stop 34.0 D 41.0 E
Traffic Signal (Improved) 16.0 B 16.1 B
6 Driveway B / Sunnyside Avenue Does not exist - - - -
7 Driveway C / Sunnyside Avenue Two-Way Stop 8.9 A 8.7 A 8 Driveway D / Sunnyside Avenue Two-Way Stop 9.3 A 10.2 B 9 Lovers Lane / Driveway E Two-Way Stop 10.1 B 10.9 B
10 Pinkham Street / Caldwell Avenue Two-Way Stop 13.5 B 12.5 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 26.6 C 27.5 C 12 Road 148 / Caldwell Avenue Two-Way Stop 32.9 D 19.1 C Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

JlB!RAf.f.!f
-=-=-=-=-==-
013-028 - 11/05/25 - DC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clements Ranch - City of Visalia
Project Site Plan
Figure 4
N
Not To Scale
SO. CAL. EDISON
2422 O.R. 693
APN
127-020-038 APN
127-020-034 APN
127-020-022 D.N. 2025-0024224
(PARCEL 2) LOVERS LANE

CALDWELL AVE

SUNNYSIDE AVE
"' "' TEMPORARY TIJRNAROUND EASEMENT 233 "" 26' (SEE NOTE) "' "' 295
,..

REMAINDER 229 ,.,, 263 ""
"' 26'
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" " 92
.. 95 i " ' 6
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.,
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ounor G
JlB~ IRAf.f!f
013-028 - 01/16/26 - DC/DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clements Ranch - City of Visalia
Project Only Trips - Phase 1
Figure 5

1. Lovers Ln &
Walnut Ave
7(0)
5(33)
2(7)
27(29)35(25)
5(4)
21(58) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
31(6)
12(2)3(1) Pinkham St
K Ave

3. Lovers Ln &
K Ave
3(1)
31(6)
67(58)
28(98) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 98(64) 31(99) Lovers Ln
Project Drwy

5. Lovers Ln &
Sunnyside Ave
51(39)
66(43) 32(21) 16(47)
31(99) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave
47(146)
117(82)
Project Drwy B
Sunnyside

7. Project Driveway C &
Sunnyside Ave
10(30)
37(116) 26(18)
91(64)
Project Drwy C
Sunnyside Ave

8. Project Driveway D &
Sunnyside Ave
19(59)
18(57)
39(28)
52(36)
Project Drwy D
Sunnyside Ave

9. Lovers Ln &
Project Driveway E
32(21) 16(47) 8(23)
51(39) Lovers Ln
Project Drwy E

10. Pinkham St &
Caldwell Ave
10(29) 6(1)
6(1)
21(19) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
10(29)
6(1)
4(8) 10(33)
21(19)21(15)9(5) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
8(5)
1(0)
4(7)
0(1) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE

WALNUT AVE

PROJECT SITE
6 7 8

DOES NOT EXIST

DOES NOT EXIST
N
Not To Scale
LEGEND
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
L
L
l. '
ti
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-
JlB~ IRAf.f!f
.J -
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-
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•
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-
i
013-028 - 01/30/26 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clements Ranch - City of Visalia
Opening Year plus Phase 1 - Traffic Volumes, Geometrics, and Controls Figure 6
N
Not To Scale
LEGEND

1. Lovers Ln &
Walnut Ave
96(77)
226(255)
107(102)
82(70)
302(238)
50(63)
194(117)351(366)
54(87)
125(108)381(452)70(136) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
71(36)
68(75)
40(52)
5(14)
112(78)
57(22)
92(54)
156(85)
6(7)
52(28)81(106)28(24) Pinkham St
K Ave

3. Lovers Ln &
K Ave
28(22)
79(50)
88(54)
472(578)
26(51)574(517) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 434(543) 596(444)

5. Lovers Ln &
Sunnyside Ave
49(31)
0(0)
23(5)
51(39)
0(0)
66(43)
7(20)
442(558)
16(47)
22(38)599(428)31(99) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave 7. Project Driveway C &Sunnyside Ave
10(30)
37(116)
91(64)
0(0)
26(18)0(0)
Project Dwry C
SunnySide Ave

8. Project Driveway D &
Sunnyside Ave
19(59)
0(0)
18(57)
0(0)
0(0)
0(0)
39(28)
0(0)0(0)
52(36)0(0)0(0)

9. Lovers Ln &
Project Driveway E
32(21) 434(604) 8(23)
674(473)

10. Pinkham St &
Caldwell Ave
46(57)
236(385)
392(355)
36(33)
51(53)35(15) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
50(126)
175(239)
69(45)
58(42)
290(252)
92(90)
56(58)
321(404)
49(38)
90(90)467(282)100(89) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
49(15)
253(315)
16(20)
11(17)
348(345)
18(24)
15(12)22(39)12(25)
77(36)33(30)30(16) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS

WALNUT AVE

DOES NOT EXIST
16(19)
11(12)
4(5)
1(4)
3(4)
1(1)
1(1)

DOES NOT EXIST

PROJECT SITE
6 7 8
~ + + .....
~ + +
L L
- + + .....

J
- + +
JlBIRAf.f!f • ~
.Jl.
1§1
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 26
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026

Cumulative 5-Year No Project Traffic Conditions
Traffic Signal Warrants
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Cumulative 5-Year No Project Traffic Conditions scenario. Under this scenario, Warrant 1 is not met for any study intersection.

Warrant 2 is projected to be met for the study intersection of Lovers Lane at K Avenue. Warrant 3 is projected to be met for the study intersections of Lovers Lane at K Avenue and Road 148 at Caldwell Avenue during the AM peak periods. Based on the operational analysis and engineering judgement, it is not recommended that any unsignalized intersection be signalized in this scenario. These warrants are contained in Appendix M.

Roadway Network
The Cumulative 5-Year No Project scenario Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Opening Year No Project Traffic Conditions scenario with one exception. This scenario assumes that the intersection of Lovers Lane at Walnut Avenue will be constructed with additional lanes and a modified traffic signal as a result of a City of Visalia Capital Improvement project. Figure 7 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Results of Cumulative 5-Year No Project Level of Service Analysis Figure 7 illustrates the Cumulative 5-Year No Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative 5-Year No Project Traffic Conditions scenario are provided in Appendix J. Table VI presents a summary of the Cumulative 5-Year No Project peak hour LOS at the study intersections.

Under this scenario, the study intersection of Road 148 at Caldwell Avenue is projected to exceed its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection. • Road 148 / Caldwell Avenue
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane.

JlB!RAf.f.!f
-=-=-=-=-==-
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[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 27
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026
Table VI: Cumulative 5-Year No Project Intersection LOS Results ID Intersection Intersection Control
AM (7 – 9) Peak Hour PM (4 – 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Lovers Lane / Walnut Avenue Traffic Signal 27.2 C 24.6 C 2 Pinkham Street / K Avenue All-Way Stop 14.1 B 10.0 A
3 Lovers Lane / K Avenue Two-Way Stop 15.9 C 14.9 B
4 Lovers Lane / Driveway A Does not exist - - - -
5 Lovers Lane / Sunnyside Avenue Two-Way Stop 23.4 C 20.8 C 6 Driveway B / Sunnyside Avenue Does not exist - - - -
7 Driveway C / Sunnyside Avenue Does not exist - - - -
8 Driveway D / Sunnyside Avenue Does not exist - - - -
9 Lovers Lane / Driveway E Does not exist - - - -
10 Pinkham Street / Caldwell Avenue Two-Way Stop 13.7 B 12.7 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 27.2 C 27.8 C 12 Road 148 / Caldwell Avenue
Two-Way Stop 65.2 F 26.3 D
Two-Way Stop (Improved) 32.7 D 22.7 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

JlB!RAf.f.!f
-=-=-=-=-==-
013-028 - 02/02/26 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clements Ranch - City of Visalia
Cumulative 5-Year No Project - Traffic Volumes, Geometrics, and Controls Figure 7
N
Not To Scale
LEGEND

1. Lovers Ln &
Walnut Ave
92(78)
229(257)
110(80)
80(63)
310(251)
56(70)
183(104)359(372)
49(83)
129(111)403(440)81(150) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
72(38)
70(78)
40(52)
5(14)
114(79)
27(17)
93(54)
173(105)
6(7)
54(30)85(123)26(24) Pinkham St
K Ave

3. Lovers Ln &
K Ave
29(23)
77(50)
58(48)
452(567)
26(52)592(462) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 434(543) 596(444)

5. Lovers Ln &
Sunnyside Ave
49(32)
23(6)
8(22)
458(584)
22(39)646(471) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave 7. Project Driveway C &Sunnyside Ave 8. Project Driveway D &Sunnyside Ave

9. Lovers Ln &
Project Driveway E 10. Pinkham St &Caldwell Ave
63(77)
259(407)
403(371)
36(33)
61(71)29(14) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
50(113)
199(271)
69(50)
67(53)
310(278)
95(91)
63(60)
353(394)
68(42)
82(83)482(300)101(95) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
68(20)
268(323)
21(24)
14(21)
363(359)
24(32)
15(14)23(72)12(29)
82(42)45(46)33(18) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS

WALNUT AVE

DOES NOT EXISTDOES NOT EXISTDOES NOT EXIST
DOES NOT EXIST 39(46) 11(12)
4(5)
1(4)
3(4)
1(1)
1(1)

DOES NOT EXIST

PROJECT SITE
6 7 8
L
- + + .... J
- + +
JlBIRAf.f!f • ~
.Jl.
1§1
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 29
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026

Cumulative 5-Year plus Phase 1 Traffic Conditions
Traffic Signal Warrants
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Cumulative 5-Year plus Phase 1 Traffic Conditions scenario. Under this scenario, Warrant 1 is projected to be met for the intersection of Lovers Lane at Sunnyside Avenue. Warrant 2 is projected to be met for the study intersections of Lovers Lane at K Avenue and Lovers Lane at Sunnyside Avenue. Warrant 3 is projected to be met for the study intersections of Lovers Lane at K Avenue, Lovers Lane at Sunnyside Avenue, Pinkham Street at Caldwell Avenue and Road 148 at Caldwell Avenue during one or both peak periods. Based on the operational analysis and engineering judgement, it is recommended that the study intersection of Lovers Lane at Sunnyside Avenue get signalized in this scenario. However, signalization is not recommended for the rest of the unsignalized study intersections. These warrants are contained in Appendix M.

Roadway Network
The Cumulative 5-Year plus Phase 1 Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Opening Year plus Phase 1 Traffic Conditions scenario with one exception. This scenario assumes that the intersection of Lovers Lane at Walnut Avenue will be constructed with additional lanes and a modified traffic signal as a result of a City of Visalia Capital Improvement project. Figure 8 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Results of Cumulative 5-Year plus Phase 1 Level of Service Analysis Figure 8 illustrates the Cumulative 5-Year plus Phase 1 turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative 5-Year plus Phase 1 Traffic Conditions scenario are provided in Appendix K. Table VII presents a summary of the Cumulative 5-Year plus Phase 1 peak hour LOS at the study intersections.

Under this scenario, the study intersections of Lovers Lane at Sunnyside Avenue and Road 148 at Caldwell Avenue are projected to exceed their LOS threshold during one or both peak periods.

It is recommended that the following be considered for implementation to improve the LOS at the intersection of Lovers Lane at Sunnyside Avenue.
• Lovers Lane / Sunnyside Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound right-turn lane;
o Modify the northbound through-right lane to a through lane; and o Signalize the intersection with protective left-turn phasing in all directions.

JlB!RAf.f.!f
-=-=-=-=-==-
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 30
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026
It is recommended that a fair share contribution be made by the Project for the following to improve the LOS at the intersection of Road 148 at Caldwell Avenue. • Road 148 / Caldwell Avenue
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane.

Table VII: Cumulative 5-Year plus Phase 1 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 Lovers Lane / Walnut Avenue Traffic Signal 28.4 C 25.4 C 2 Pinkham Street / K Avenue All-Way Stop 15.6 C 10.1 B
3 Lovers Lane / K Avenue Two-Way Stop 18.3 C 17.3 C
4 Lovers Lane / Driveway A Does not exist - - - -
5 Lovers Lane / Sunnyside Avenue
Two-Way Stop 41.6 E 49.5 E
Traffic Signal (Improved) 16.0 B 17.1 B
6 Driveway B / Sunnyside Avenue Does not exist - - - -
7 Driveway C / Sunnyside Avenue Two-Way Stop 8.9 A 8.7 A 8 Driveway D / Sunnyside Avenue Two-Way Stop 9.3 A 10.2 B 9 Lovers Lane / Driveway E Two-Way Stop 10.3 B 11.1 B
10 Pinkham Street / Caldwell Avenue Two-Way Stop 14.4 B 13.2 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 27.8 C 29.0 C 12 Road 148 / Caldwell Avenue
Two-Way Stop 69.8 F 27.3 D
Two-Way Stop (Improved) 33.8 D 23.2 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

JlB!RAf.f.!f
-=-=-=-=-==-
013-028 - 02/02/26 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clements Ranch - City of Visalia
Cumulative 5-Year plus Phase 1 - Traffic Volumes, Geometrics, and Controls Figure 8
N
Not To Scale
LEGEND

1. Lovers Ln &
Walnut Ave
99(78)
229(257)
115(113)
82(70)
310(251)
56(70)
210(133)394(397)
54(87)
129(111)424(498)81(150) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
72(38)
70(78)
40(52)
5(14)
114(79)
58(23)
93(54)
173(105)
6(7)
54(30)97(125)29(25) Pinkham St
K Ave

3. Lovers Ln &
K Ave
29(23)
80(51)
89(54)
519(625)
26(52)620(560) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A 434(543) 596(444)

5. Lovers Ln &
Sunnyside Ave
49(32)
0(0)
23(6)
51(39)
0(0)
66(43)
8(22)
490(605)
16(47)
22(39)646(471)31(99) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave 7. Project Driveway C &Sunnyside Ave
10(30)
37(116)
91(64)
0(0)
26(18)0(0)
Project Drwy C
Sunnyside Ave

8. Project Driveway D &
Sunnyside Ave
19(59)
0(0)
18(57)
0(0)
0(0)
0(0)
39(28)
0(0)0(0)
52(36)0(0)0(0)
Project Drwy D
Sunnyside Ave

9. Lovers Ln &
Project Driveway E
32(21) 483(651) 8(23)
721(517) Lovers Ln
Project Drwy E

10. Pinkham St &
Caldwell Ave
63(77)
269(436)
424(390)
36(33)
67(72)35(15) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
60(142)
199(271)
75(51)
67(53)
310(278)
99(99)
63(60)
363(427)
68(42)
103(102)503(315)110(100) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
68(20)
276(328)
22(24)
14(21)
367(366)
24(32)
15(15)23(72)12(29)
82(42)45(46)33(18) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS

WALNUT AVE

DOES NOT EXIST
39(46)
11(12)
4(5)
1(4)
3(4)
1(1)
1(1)

DOES NOT EXIST

PROJECT SITE
6 7 8
~ + + .....
+ +
L L
- + + .....

J
- + +
JlBIRAf.f!f • ~
.Jl.
1§1
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 32
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026

Cumulative 5-Year plus Buildout Traffic Conditions
Trip Generation
Trip generation rates for the proposed Project were obtained from the 12th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table VIII presents the trip generation for Phase 2 proposed Project with trip generation rates for Multifamily Housing (Low Rise) Not Close to Rail Transit (220). In Phase 2, the Project is estimated to generate approximately 2,329 daily trips, 154 AM peak hour trips and 195 PM peak hour trips.

Table VIII: Phase 2 Trip Generation
Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Multifamily Housing (Low Rise) Not
Close to Rail Transit (220) 375 d.u. 6.21 2,329 0.41 24 76 37 117 154 0.52 62 38 121 74 195 Total Driveway Trips 2,329 37 117 154 121 74 195
Note: d.u. = Dwelling Units
Trip Distribution
The Project Only Trips to the study intersections were developed based on existing travel patterns, the TCAG model output, the existing roadway network, engineering judgment, existing residential densities and the Visalia General Plan Circulation Element in the vicinity of the Project site. Figure 9 illustrates the trip distribution from Phase 2 (Multi-Family Residential) to the study intersections.

Traffic Signal Warrants
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Cumulative 5-Year plus Buildout Traffic Conditions scenario. Under this scenario, Warrant 1 is projected to be met for the intersections of Lovers Lane at K Avenue and Lovers Lane at Sunnyside Avenue. Warrant 2 is projected to be met for the study intersections of Lovers Lane at K Avenue, Lovers Lane at Sunnyside Avenue and Pinkham Street at Caldwell Avenue. Warrant 3 is projected to be met for the study intersections of Lovers Lane at K Avenue, Lovers Lane at Sunnyside Avenue, Pinkham Street at Caldwell Avenue and Road 148 at Caldwell Avenue during one or both peak periods. Based on the operational analysis and engineering judgement, it is recommended that the study intersection of Lovers Lane at Sunnyside Avenue get signalized in this scenario. However, signalization is not recommended for the rest of the unsignalized study intersections. These warrants are contained in Appendix M.

Roadway Network
The Cumulative 5-Year plus Buildout Traffic Conditions scenario assumes the same roadway geometrics and traffic controls as those assumed in the Cumulative 5-Year plus Phase 1 Traffic Conditions scenario with one exception. This scenario assumes that the Project will build all driveways that serve the multifamily residential portion of the Project (driveways A and B). Figure 10 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

JlB!RAf.f.!f
-=-=-=-=-==-
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 33
(559) 570-8991
Clements Ranch – City of Visalia
Traffic Impact Analysis
February 23, 2026
Results of Cumulative 5-Year plus Buildout Level of Service Analysis Figure 10 illustrates the Cumulative 5-Year plus Buildout turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative 5-Year plus Buildout Traffic Conditions scenario are provided in Appendix L. Table IX presents a summary of the Cumulative 5-Year plus Buildout peak hour LOS at the study intersections.

Under this scenario, the study intersections of Lovers Lane at Sunnyside Avenue and Road 148 at Caldwell Avenue are projected to exceed its LOS threshold during one or both peak periods.

It is recommended that the following improvements be considered for implementation to improve the LOS at the intersection of Lovers Lane at Sunnyside Avenue. • Lovers Lane / Sunnyside Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound right-turn lane;
o Modify the northbound through-right lane to a through lane; and o Signalize the intersection with protective left-turn phasing in all directions.

It is recommended that a fair share contribution be made by the Project for the following to improve the LOS at the intersection of Road 148 at Caldwell Avenue. • Road 148 / Caldwell Avenue
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane.

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Table IX: Cumulative 5-Year plus Buildout 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 Lovers Lane / Walnut Avenue Traffic Signal 30.3 C 26.2 C 2 Pinkham Street / K Avenue All-Way Stop 17.5 C 10.2 B
3 Lovers Lane / K Avenue Two-Way Stop 22.1 C 20.1 C
4 Lovers Lane / Driveway A Two-Way Stop 11.2 B 11.4 B
5 Lovers Lane / Sunnyside Avenue
Two-Way Stop 62.6 F >120.0 F
Traffic Signal (Improved) 15.8 B 21.6 C
6 Driveway B / Sunnyside Avenue Two-Way Stop 9.5 A 9.0 A 7 Driveway C / Sunnyside Avenue Two-Way Stop 8.9 A 8.7 A 8 Driveway D / Sunnyside Avenue Two-Way Stop 9.3 A 10.2 B 9 Lovers Lane / Driveway E Two-Way Stop 10.4 B 11.4 B
10 Pinkham Street / Caldwell Avenue Two-Way Stop 15.0 C 13.6 B 11 Lovers Lane / Caldwell Avenue Traffic Signal 28.4 C 30.4 C 12 Road 148 / Caldwell Avenue
Two-Way Stop 73.9 F 27.8 D
Two-Way Stop (Improved) 34.8 D 23.5 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

Project Only Trip Assignment to State Facilities
Figure 11 illustrates the Project Only Trips to State Route 198 at Lovers Lane interchange as requested by Caltrans.

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Project Only Trips - Phase 2
Figure 9
N
Not To Scale
LEGEND

1. Lovers Ln &
Walnut Ave
7(0)
3(22)
2(5)
17(19)25(18)
4(2)
13(43) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
36(7)
14(2)4(1) Pinkham St
K Ave

3. Lovers Ln &
K Ave
4(1)
36(7)
46(39)
18(70) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A
24(15) 65(36) 7(24)
29(76) Lovers Ln
Project Drwy A

5. Lovers Ln &
Sunnyside Ave
28(23)
65(36) 3(10) 12(40)
7(5)18(57) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave
30(97) 93(59)
Project Drwy B
Sunnyside Ave

7. Project Driveway C &
Sunnyside Ave Project Drwy C
Sunnyside Ave

8. Project Driveway D &
Sunnyside Project Drwy D
Sunnyside Ave

9. Lovers Ln &
Project Driveway E 15(50) 35(28) Lovers Ln
Project Drwy E

10. Pinkham St &
Caldwell Ave
5(21) 7(1)
7(1)
14(14) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
5(21)
7(1)
3(5) 7(24)
14(14)14(11)7(3) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
7(3)
3(5) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS

WALNUT AVE

PROJECT SITE
6 7 8 7(5)
4(14)
-'
ti J
-' l.
t -
JlB~ IRAf.f!f
L
- L
J t
'
•
L
-
-
013-028 - 02/02/26 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
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Cumulative 5-Year plus Buildout - Traffic Volumes, Geometrics, and Controls Figure 10
N
Not To Scale
LEGEND

1. Lovers Ln &
Walnut Ave
106(78)
229(257)
118(135)
84(75)
310(251)
56(70)
227(152)419(415)
58(89)
129(111)437(541)81(150) Lovers Ln Walnut Ave

2. Pinkham St &
K Ave
72(38)
70(78)
40(52)
5(14)
114(79)
94(30)
93(54)
173(105)
6(7)
54(30)111(127)33(26) Pinkham St
K Ave

3. Lovers Ln &
K Ave
29(23)
84(52)
125(61)
565(664)
26(52)638(630) Lovers Ln
K Ave

4. Lovers Ln &
Project Driveway A
24(15) 673(719) 7(24)
731(689) Lovers Ln
Project Drwy A

5. Lovers Ln &
Sunnyside Ave
49(32)
0(0)
23(6)
79(62)
0(0)
131(79)
8(22)
493(615)
28(87)
22(39)653(476)49(156) Lovers Ln
Sunnyside Ave

6. Project Driveway B &
Sunnyside Ave
30(97)
47(146)
117(82)
0(0)
93(59)0(0)
Project Drwy B
Sunnyside Ave

7. Project Driveway C &
Sunnyside Ave
10(30)
37(116)
91(64)
0(0)
26(18)0(0)
Project Drwy C
Sunnyside Ave

8. Project Driveway D &
Sunnyside Ave
19(59)
0(0)
18(57)
0(0)
0(0)
0(0)
39(28)
0(0)0(0)
52(36)0(0)0(0)
Project Drwy D
Sunnyside Ave

9. Lovers Ln &
Project Driveway E
32(21) 498(701) 8(23)
756(545) Lovers Ln
Project Drwy E

10. Pinkham St &
Caldwell Ave
63(77)
274(457)
438(404)
36(33)
74(73)42(16) Pinkham St Caldwell Ave

11. Lovers Ln
Caldwell Ave
65(163)
199(271)
82(52)
67(53)
310(278)
102(104)
63(60)
370(451)
68(42)
117(116)517(326)117(103) Lovers Ln Caldwell Ave

12. Road 148 &
Caldwell Ave
68(20)
283(331)
22(24)
14(21)
370(371)
24(32)
15(15)23(72)12(29)
82(42)45(46)33(18) Road 148 Caldwell Ave LOVERS LANE
3 11
2 1
10 5
12 4
9 PINKHAM ST
K AVE
CALDWELL AVE BEN MADDOX WAY McAULIFF ST ROAD 148
SJVRR

SUNNYSIDE AVE
#
XX
(XX)
= STUDY INTERSECTION
= FUTURE ROADWAY
= STOP SIGN
= TRAFFIC SIGNAL
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS

WALNUT AVE
39(46)
11(12)
4(5)
8(9)
7(18)
1(1)
1(1)

PROJECT SITE
6 7 8
L
.i. ...
j_ j_ + + ...
+ +
L L
- + + ... J
- + +
JlBIRAf.f!f • ~
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1§1
013-028 - 02/06/26 - DCC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
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State Route 198 at Lovers Lane
Figure 11
N
Not To Scale
LEGEND

LOVERS LANE
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)
198

MAIN ST
67(37)
29(85)
24(14)
8(20)
1(2)
3(2)
1(2)
1(1) 1(1)
2(3) 25(12)
5(4) 3(6)
24(11)
12(44)
24(11) 12(44)
10(5) 4(12) 0(0) 0(0)
0(0)0(0)3(2)
57(32)
25(73)
0(0)

NOBLE AVE
54(30)
13(29)
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Queuing Analysis
Table X provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix D contains the methodologies used to evaluate these intersections. Queuing analyses were completed using SimTraffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro Studio 12 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 on Table X are the 95th percentile queue lengths for the respective lane movements.

The California Highway Design Manual (CA HDM) provides guidance for determining deceleration lengths for the left-turn and right-turn lanes based on design speeds. According to the CA HDM, tapers for rightturn lanes are “usually unnecessary since main line traffic need not be shifted laterally to provide space for the right-turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane” (Caltrans, 2026). 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 X.

The storage capacity for the Cumulative 5-Year plus Buildout Traffic Conditions shall be based on the SimTraffic output files and engineering judgement. The values in bold presented in Table X are the projected queue lengths that will likely need to be accommodated by the Cumulative 5-Year plus Buildout Traffic Conditions scenario. At the remaining approaches of the study intersections, the existing storage capacity will be sufficient to accommodate the maximum queue.

Table XI provides a queue length summary for left-turn and right-turn lanes at the study intersections using a manual calculation methodology. This methodology is consistent with the City of Visalia Procedures for Traffic Impact Analysis. The queues were calculated by rounding up to the nearest vehicle with the average vehicle requiring 25 feet of storage. The queues shown in Table XI are those calculated pursuant to the 7th Edition of the Green Book by American Association of State Highways and Transportation Officials (AASHTO) for the respective movement. The values in bold presented in Table XI are the projected queue lengths that will likely need to be accommodated by the Cumulative 5-Year plus Buildout 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 X: Queuing Analysis
ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
1 Lovers
Lane
/
Walnut
Avenue
Eastbound Left * 130 115 133 100 129 90 103 92 80 106 124 93 Eastbound Left-Through >500 * * * * * * * * * * * *
Eastbound Through * 199 184 180 172 181 221 87 100 102 86 102 107 Eastbound Through * * * * * * * 82 120 89 85 89 101
Eastbound Right 150 60 59 64 51 64 59 59 44 51 65 64 67 Westbound Left * 103 93 108 85 142 98 99 94 113 75 106 84 Westbound Through * * * * * * * 126 108 128 127 113 81
Westbound Through * * * * * * * 102 79 93 85 93 47
Westbound Left-Through-Right >500 * * * * * * * * * * * * Westbound Through-Right * 247 230 287 203 248 269 * * * * * * Westbound Right * * * * * * * 34 39 32 32 45 34
Northbound Left 210 148 128 172 108 178 136 190 124 197 177 215 162 Northbound Through >500 97 146 116 123 134 188 110 120 118 170 124 156 Northbound Through * * * * * * * 121 148 122 178 138 163 Northbound Through-Right >500 117 167 131 161 131 210 * * * * * * Northbound Right * * * * * * * 30 64 34 83 45 55
Southbound Left 250 100 131 117 165 133 159 136 183 104 182 131 219 Southbound Through >500 170 180 176 165 187 180 166 152 148 162 155 203 Southbound Through * * * * * * * 138 127 126 144 138 199 Southbound Through-Right >500 158 174 163 155 190 186 * * * * * * Southbound Right * * * * * * * 56 35 59 57 85 89
2 Pinkham
Street
/
K Avenue
Eastbound Left 200 32 36 45 35 45 37 41 38 36 38 39 37
Eastbound Through-Right >500 46 45 36 44 39 46 51 46 50 55 51 49 Westbound Left 150 20 28 10 28 21 31 19 29 10 25 16 26
Westbound Through-Right >500 58 40 59 44 83 55 55 58 76 45 67 49 Northbound Left-Through-Right >500 85 55 83 57 89 59 127 75 108 65 84 77 Southbound Left-Through-Right >500 70 66 63 65 77 69 66 79 77 58 71 64 Note: * = Does not exist or is not projected to exist
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Table X: Queuing Analysis (Continued)
ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
3 Lovers
Lane
/
K Avenue
Eastbound Left >300 46 41 46 41 42 33 46 45 49 45 50 51 Eastbound Right 115 50 42 63 47 46 63 50 46 56 54 55 44 Northbound Left 290 57 35 50 40 55 49 47 33 86 51 70 55 Northbound Through >500 0 0 0 8 0 0 0 0 0 0 0 10
Northbound Through >500 0 0 0 0 0 0 0 0 0 0 0 0
Southbound Left 100 12 17 11 11 12 11 14 8 8 8 14 11
Southbound Through >500 0 0 0 11 0 18 0 17 11 0 6 0
Southbound Through-Right >500 0 7 0 7 0 0 0 11 10 0 10 7 4 Lovers
Lane
/
Driveway A
Westbound Right * * * * * * * * * * * 53 32
Northbound Through * * * * * * * * * * * 12 0
Northbound Through-Right * * * * * * * * * * * 6 0
Southbound Through * * * * * * * * * * * 0 0
Southbound Through * * * * * * * * * * * 0 0
5 Lovers
Lane
/
Sunnyside
Avenue
Eastbound Left * * * * * 73 61 * * 64 50 58 62
Eastbound Left-Right >300 56 56 57 52 0 0 69 46 0 0 0 30 Eastbound Through-Right * * * * * 49 9 * * 44 31 48 0
Westbound Left * * * * * 59 41 * * 82 64 88 62
Westbound Through-Right * * * * * 40 35 * * 52 33 61 46 Northbound Left 80 12 19 0 21 33 27 14 34 37 39 30 39
Northbound Through >500 0 0 0 0 142 119 0 0 137 169 128 183 Northbound Through >500 0 0 0 0 120 136 0 0 121 163 105 179 Northbound Right * * * * * 22 35 * * 26 29 24 44
Southbound Left 300 9 8 0 12 50 101 11 8 54 101 62 200
Southbound Through >500 0 0 0 0 201 120 0 0 173 138 125 165 Southbound Through-Right >500 0 17 0 14 181 107 0 7 170 105 123 117 6 Driveway B
/
Sunnyside
Avenue
Eastbound Left-Through * * * * * * * * * * * 24 49
Westbound Through-Right * * * * * * * * * * * 0 0
Southbound left-Right * * * * * * * * * * * 59 48
7 Driveway C
/
Sunnyside
Avenue
Eastbound Left-Through * * * * * * 15 * * 0 21 16 14
Westbound Through-Right * * * * * 0 0 * * 0 0 0 0
Southbound left-Right * * * * * 49 38 * * 44 45 46 50
Note: * = Does not exist or is not projected to exist
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Table X: Queuing Analysis (Continued)
ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
8 Driveway D
/
Sunnyside
Avenue
Eastbound Left-Through-Right * * * * * 0 0 * * 0 0 0 0
Westbound Left-Through-Right * * * * * 0 0 * * 0 0 0 0
Northbound Left-Through-Right * * * * * 49 47 * * 51 50 48 53 Southbound Left-Through-Right * * * * * 49 49 * * 56 48 53 46 9 Lovers
Lane
/
Driveway E
Westbound Right * * * * * 44 39 * * 43 44 42 41
Northbound Through * * * * * 0 0 * * 0 0 0 0
Northbound-Right * * * * * 0 0 * * 0 0 0 0
Southbound Through * * * * * 0 0 * * 0 0 0 0
Southbound Through * * * * * 0 0 * * 0 0 0 0
10 Pinkham
Street
/
Caldwell
Avenue
Eastbound Left 165 21 25 36 44 34 33 51 40 45 42 41 57
Eastbound Through >500 0 0 0 0 0 0 0 0 0 0 0 0
Westbound Through >500 0 18 0 0 0 0 15 16 25 12 0 0
Westbound Right >300 13 18 23 0 0 0 18 18 18 15 0 0
Southbound Left 200 35 27 57 34 46 33 51 32 45 31 45 29 Southbound Right >300 38 31 44 54 38 49 52 42 38 52 51 54 11 Lovers
Lane
/
Caldwell
Avenue
Eastbound Left 230 65 104 78 112 72 141 83 117 93 177 84 180 Eastbound Through >500 121 116 110 129 121 125 127 129 128 135 147 136 Eastbound Through-Right >500 62 89 89 107 96 91 108 101 102 103 110 99 Westbound Left 90 87 67 105 69 87 61 79 87 113 73 88 76 Westbound Through >500 119 122 168 139 124 129 138 129 163 123 144 127 Westbound Through-Right >500 115 109 147 130 147 134 138 127 161 131 154 145 Northbound Left 150 90 96 91 90 69 103 97 95 73 98 91 100 Northbound Through >500 123 136 114 121 100 159 124 142 146 141 144 147 Northbound Through-Right >500 127 107 77 121 78 156 130 124 131 137 132 153 Southbound Left 125 131 110 140 104 134 122 108 114 199 157 148 135 Southbound Through >500 208 124 181 135 212 148 172 156 305 156 252 163 Southbound Through-Right >500 139 79 145 88 182 110 160 112 278 120 218 142 Note: * = Does not exist or is not projected to exist
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Table X: Queuing Analysis (Continued)
ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
12 Road 148
/
Caldwell
Avenue
Eastbound Left-Through-Right >500 24 19 44 20 35 18 69 37 60 40 56 44 Westbound Left-Through-Right >500 8 26 24 21 45 30 15 28 39 43 23 31 Northbound Left * * * * * * * 28 29 35 31 40 25
Northbound Left-Through-Right >500 43 52 44 50 48 51 * * * * * * Northbound Through-Right * * * * * * * 42 60 41 54 43 53 Southbound Left * * * * * * * 43 38 48 33 44 33
Southbound Left-Through-Right >500 64 50 81 62 71 46 * * * * * * Southbound Through-Right * * * * * * * 57 48 67 51 52 57 Table XI: Queuing Analysis (AASHTO Calculated)
ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
1 Lovers Lane
/
Walnut Avenue
Eastbound Left * 150 150 150 150 175 150 175 150 175 150 200 150 Eastbound Right 150 175 125 175 125 200 175 200 150 200 200 200 225 Westbound Left * 150 125 150 125 150 125 150 125 150 125 150 125 Westbound Right * * * * * * * 100 125 100 125 100 125
Northbound Left 210 300 150 300 175 350 225 325 200 375 250 400 275 Northbound Right * * * * * * * 100 150 100 150 100 150
Southbound Left 250 125 225 125 250 150 275 200 350 200 350 200 350 Southbound Right * * * * * * * 225 200 225 200 225 200
2 Pinkham Street
/
K Avenue
Eastbound Left 200 75 50 75 50 75 50 75 50 75 50 75 50
Westbound Left 150 25 25 25 25 25 25 25 25 25 25 25 25
3 Lovers Lane
/
K Avenue
Eastbound Right 115 75 50 75 50 75 50 75 50 75 50 75 50 Northbound Left 290 50 50 50 50 75 50 50 50 75 50 125 75 Southbound Left 100 25 25 25 25 25 25 25 25 25 25 25 25 5 Caldwell Avenue
/
Sunnyside Avenue
Eastbound Left * * * * * 75 50 * * 75 50 75 50
Westbound Left * * * * * 75 50 * * 75 50 100 75
Northbound Left 80 25 25 25 25 25 25 25 25 25 50 25 50
Northbound Right * * * * * 25 75 * * 25 75 50 125
Southbound Left 300 25 25 25 25 50 125 25 25 50 125 75 225 Note: * = Does not exist or is not projected to exist
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Table XI: Queuing Analysis (AASHTO Calculated) (Continued) ID Intersection Existing Queue
Storage Length (ft.)
Existing
Opening
Year No
Project
Opening
Year plus
Phase 1
Cumulative
5-Year No
Project
Cumulative
5-Year plus
Phase 1
Cumulative
5-Year plus
Buildout

AM PM AM PM AM PM AM PM AM PM AM PM
10 Caldwell Avenue
/
Pinkham Street
Eastbound Left 165 50 50 50 50 50 50 75 75 75 75 75 75
Southbound Left 200 25 25 25 25 50 25 25 25 50 25 50 25 11 Lovers Lane
/
Caldwell Avenue
Eastbound Left 230 50 125 75 150 75 175 75 175 100 200 100 250 Westbound Left 90 75 50 100 75 100 75 100 75 100 75 100 75 Northbound Left 150 75 100 100 100 100 100 100 100 100 100 100 100 Southbound Left 125 125 125 150 125 150 125 150 150 175 150 175 150 12 Road 148
/
Caldwell Avenue
Northbound Left * * * * * * * 25 25 25 25 25 25
Southbound Left * * * * * * * 50 25 50 25 50 25
Note: * = Does not exist or is not projected to exist
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Traffic Impact Analysis
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Project’s Pro-Rata Fair Share of Future Transportation Improvements The Project component’s fair share percentage impact to study intersections projected to fall below their LOS threshold and which are not covered by an existing impact fee program is provided in Table XII and Table XIII. The pro-rata fair shares were calculated utilizing the Existing, Project Only Trips and Cumulative 2046 Year plus Buildout volumes. Since the critical peak period for the study facilities was determined to be during the AM peak, the AM peak volumes are utilized to determine the Project’s pro-rata fair share.

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

This study does not provide construction costs for the recommended improvement measures. Therefore, if the recommended improvement measures are implemented, it is recommended that the developer work with the City of Visalia, as appropriate, to develop the estimated construction cost(s).

Table XII: Single-Family Residential Fair Share of Future Roadway Improvements ID Intersection
Existing Traffic
Volumes
(AM Peak)
Project Only Trips
(AM Peak)
Cumulative 5-Year
plus Buildout Traffic
Volumes
(AM Peak)
Project's Fair
Share (%)
12 Road 148 / Caldwell Avenue 814 13 1,236 3.1
Note: Project’s Fair Share (%) = ((Project Only Trips) / (Cumulative 2046 Year + Buildout Traffic Volumes) – (Existing Traffic Volumes)) x 100 Table XIII: Multi-Family Residential Fair Share of Future Roadway Improvements ID Intersection
Existing Traffic
Volumes
(AM Peak)
Project Only Trips
(AM Peak)
Cumulative 5-Year
plus Buildout Traffic
Volumes
(AM Peak)
Project's Fair
Share (%)
12 Road 148 / Caldwell Avenue 814 10 1,236 2.4
Note: Project’s Fair Share (%) = ((Project Only Trips) / (Cumulative 2046 Year + Buildout Traffic Volumes) – (Existing Traffic Volumes)) x 100

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

Existing Traffic Conditions
• JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) to obtain collision reports for the most recent three-year period. Based on a review of the collision reports, a total of 26 collisions were reported within the influence zone of the study intersections. All study intersections have experienced a relatively low number of collisions per year. After thorough review of the data contained within the collision reports for the three-year analysis period, no additional changes are recommended to the study intersections as a result of collision activity. • At present, the study intersection of Lovers Lane at Walnut Avenue exceeds its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection.
o Lovers Lane / Walnut Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through lane to a through lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Modify the phasing of the intersection to protective left-turn phasing in all directions; and  Modify the traffic signal to accommodate the modified geometrics.

Opening Year No Project Traffic Conditions
• Under this scenario, the study intersection of Lovers Lane at Walnut Avenue is projected to continue exceeding its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection. o Lovers Lane / Walnut Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through lane to a through lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Modify the phasing of the intersection to protective left-turn phasing in all directions; and  Modify the traffic signal to accommodate the modified geometrics.

Opening Year plus Phase 1 Traffic Conditions
• To ensure that motorists have the appropriate corner sight distance, the Project should ensure that it does not build any obstructions greater than two (2) feet above street grade within the hatched triangular areas as depicted in the figures included in Appendix H. • In Phase 1, the Project is estimated to generate approximately 2,654 daily trips, 204 AM peak hour trips and 272 PM peak hour trips.
• JLB analyzed the location of the existing and proposed roadways and access points relative to those in the vicinity of the Project site. A review of the existing and proposed roadways and access points JlB!RAf.f.!f
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indicated that they are located at points that minimize traffic operational impacts to existing and future roadway networks.
• It is recommended that the Project construct a Class II Bikeway along the Project’s frontage to Lovers Lane and a Class I Bikeway along the Projects frontage to Cameron Creek. • It is recommended that the Project, City of Visalia and VUSD work together to implement a plan which completes a walkway surface along the south side of K Avenue on the missing stretch of sidewalk between Pinkham Street and Lovers Lane.
• Under this scenario, the study intersections of Lovers Lane at Walnut Avenue and Lovers Lane at Sunnyside Avenue are projected to exceed their LOS threshold during one of the peak periods. It is recommended that the following be considered for implementation to improve the LOS at these intersections.
o Lovers Lane / Walnut Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through lane to a through lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Modify the phasing of the intersection to protective left-turn phasing in all directions; and  Modify the traffic signal to accommodate the modified geometrics. o Lovers Lane / Sunnyside Avenue
 Stripe an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound right-turn lane;
 Modify the northbound through-right lane to a through lane; and  Signalize the intersection with protective left-turn phasing in all directions.

Cumulative 5-Year No Project Traffic Conditions
• Under this scenario, the study intersection of Road 148 at Caldwell Avenue is projected to exceed its LOS threshold during the AM peak period. It is recommended that the following be considered for implementation to improve the LOS at this intersection. o Road 148 / Caldwell Avenue
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane; and
 Modify the southbound left-through-right lane to a through-right lane.

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Cumulative 5-Year plus Phase 1 Traffic Conditions
• Under this scenario, the study intersections of Lovers Lane at Sunnyside Avenue and Road 148 at Caldwell Avenue are projected to exceed their LOS threshold during one or both peak periods. • It is recommended that the following be considered for implementation to improve the LOS at the intersection of Lovers Lane at Sunnyside Avenue.
o Lovers Lane / Sunnyside Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound right-turn lane;
 Modify the northbound through-right lane to a through lane; and  Signalize the intersection with protective left-turn phasing in all directions. • It is recommended that a fair share contribution be made by the Project for the following to improve the LOS at the intersection of Road 148 at Caldwell Avenue. o Road 148 / Caldwell Avenue
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane; and
 Modify the southbound left-through-right lane to a through-right lane.

Cumulative 5-Year plus Buildout Traffic Conditions
• In Phase 2, the Project is estimated to generate approximately 2,329 daily trips, 154 AM peak hour trips and 195 PM peak hour trips.
• It is recommended that the following be considered for implementation to improve the LOS at the intersection of Lovers Lane at Sunnyside Avenue.
o Lovers Lane / Sunnyside Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound right-turn lane;
 Modify the northbound through-right lane to a through lane; and  Signalize the intersection with protective left-turn phasing in all directions. • It is recommended that a fair share contribution be made by the Project for the following to improve the LOS at the intersection of Road 148 at Caldwell Avenue. o Road 148 / Caldwell Avenue
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane; and
 Modify the southbound left-through-right lane to a through-right lane.

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

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Study Participants
JLB Traffic Engineering, Inc. Personnel:

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

Jaymie Brauer QK, Inc.

Leslie Blair City of Visalia
Gary Mills County of Tulare
Elizabeth Yelton Caltrans
David Padilla, Caltrans
Kasia Poleszczuk Tulare County Association of Governments

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References
American Association of State Highway and Transportation Officials. 2018. “A Policy on Geometric Design of Highways and Streets: The Green Book”. Washington: American Association of State Highway and Transportation Officials.

Caltrans. 2026. "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.

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

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

City of Visalia. 2016. "Procedures for Traffic Impact Analysis". Visalia: City of Visalia.

City of Visalia. 2017. “Active Transportation Plan”. Visalia: City of Visalia.

County of Tulare. 2012. "2020 Update Tulare County General Plan". Visalia: Tulare County.

Cubic ITS, Inc. 2019. “Synchro Studio 11 User Guide”. Sugar Land: Trafficware, LLC.

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

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

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Appendix A: Scope of Work
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Leslie Blair
City of Visalia
315 East Acequia Avenue
Visalia, CA 93291
Via Email Only: [email protected]
Subject: Proposed Scope of Work for the Preparation of a Traffic Impact Analysis in Support of the Clements Ranch located at the northeast quadrant of Lovers Lane and Caldwell Avenue in the City of Visalia (JLB Project 013-028) Dear Mrs. Blair,
JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic Impact Analysis (TIA) for the above referenced Project located in the City of Visalia. The Project proposes to develop the site with a mix of single-family (292 dwelling units) and multi-family residential (370 dwelling units) dwelling units on the northeast quadrant of Lovers Lane at Caldwell Avenue in the City of Visalia. Based on information provided to JLB, the Project will require a General Plan Amendment to shift densities within the Project.

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

Scope of Work
• JLB will request from the Tulare County Association of Governments (Tulare CAG) traffic forecast model runs for the Base Year 2019 and Cumulative Five (5) Years plus Project scenarios. • JLB will obtain recent (less than 12 months) or schedule and conduct new traffic counts at the study facility(ies) as necessary. These counts will include pedestrians and vehicles. • JLB will perform a site visit to observe existing traffic conditions, especially during the AM and PM peak hours. Existing roadway conditions including intersection geometrics and traffic controls will be verified.
• JLB will evaluate on-site circulation and provide recommendations as necessary to improve circulation to and within the Project site.
• JLB will prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) Warrant 1 "8- hour" for existing unsignalized intersections under the Existing Traffic Conditions scenario. • JLB will prepare CA MUTCD CA MUTCD Warrant 3 “Peak Hour” signal warrants for unsignalized study intersections under the Opening Year plus Project and Cumulative Five (5) Years No Project and plus Project scenarios.

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Mrs. Blair
Clements Ranch TIA - Draft Scope of Work
August 19, 2025
• JLB will forecast trip distribution based on turn count information and knowledge of the existing and planned circulation network in the vicinity of the Project. • JLB will conduct a qualitative safe route to school evaluation from the Project site to the K-12 • school(s) which would most likely serve the Project on opening day. • JLB will conduct a qualitative transit evaluation in the vicinity to the Project. • JLB will conduct a qualitative bikeways evaluation in the vicinity to the Project. • JLB will evaluate existing and forecast future levels of service (LOS) at the study intersections. JLB will use HCM 6th or HCM 2000 methodologies (as appropriate) within Synchro to perform this analysis for the AM and PM peak hours. JLB will identify causes of poor LOS. • JLB will provide a table with the Project's pro-rata fair share allocation to improvement measures identified (if any) that are not currently funded by an existing funding source. • JLB will prepare a corner sight distance evaluation for each of the three (3) proposed project driveways listed as study intersections.
• JLB will prepare a three-year collision analysis based on the Statewide Integrated Traffic Reporting System (SWITRS) database for all existing study intersections.

Study Scenarios

1. Existing Traffic Conditions with proposed improvement measures (if any);

2. Opening Year plus Project Buildout traffic conditions with proposed mitigation measures (if any); and

3. Cumulative 5-Year No Project Traffic Conditions with proposed improvement measures (if any); and

4. Cumulative 5-Year plus Project Buildout Traffic Conditions with proposed improvement measures (if any).

Weekday peak hours to be analyzed (Tuesday, Wednesday or Thursday only)

1. 7 - 9 AM peak hour

2. 4 - 6 PM peak hour
Study Intersections

1. Walnut Avenue / Lovers Lane

2. K Avenue / Pinkham Street

3. K Avenue / Lovers Lane

4. K Avenue / North-South Access Road (Future)

5. Northern East-West Access Road / Lovers Lane (Future)

6. Sunnyside Avenue / Lovers Lane

7. Southern East-West Access Road / Lovers Lane (Future)

8. Caldwell Avenue / Pinkham Street

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

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Clements Ranch TIA - Draft Scope of Work
August 19, 2025
Project Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents the trip generation for the proposed Project with trip generation rates for Single Family Detached Housing and Multifamily Housing (Low-Rise). At buildout, the proposed Project is estimated to generate approximately 5,248 daily trips, 352 AM peak hour trips and 463 PM peak hour trips.

Table I: Project Trip Generation
Note: d.u. = Dwelling Units
The Scope of Work is based on our understanding of this Project and our experience with similar TIAs. It is being assumed that comments will be received by September 9, 2025. If an extension to this date is required, please reach out with this request. It will be assumed that the Scope of Work is acceptable to the agency(ies) that have not reached out in any capacity by September 9, 2025. If you have any questions or require additional information, please contact me by phone at (559) 317-6234 or by e-mail at [email protected].

Sincerely,
Matthew Arndt
Project Engineer – Traffic Operations
cc: Hector Guerra, County of Tulare
Gary Mills, County of Tulare
Lorena Mendibles, Caltrans
Scott Lau, Caltrans
Jose Luis Benavides, JLB Traffic Engineering, Inc.
\\SERVER23\data\01 Projects\013 Visalia\013-028 Clements Ranch TIA\Draft Scope of Work\L20250819 Draft Scope of Work.docx Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing
(210) 292 d.u 9.43 2,754 0.70 26 74 53 151 204 0.94 63 37 173 101 274 Multifamily Housing (Low-Rise)
(220) 370 d.u. 6.24 2,494 0.40 24 76 36 112 148 0.51 63 37 119 70 189 Total Project Trips 5,248 89 263 352 292 171 463
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Mrs. Blair
Clements Ranch TIA - Draft Scope of Work
August 19, 2025
Exhibit A – Aerial
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Mrs. Blair
Clements Ranch TIA - Draft Scope of Work
August 19, 2025
Exhibit B – Project Site Plan
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1 Matt Arndt
From: Gary Mills <[email protected]>
Sent: Wednesday, August 20, 2025 11:25 AM
To: Matt Arndt; Leslie Blair
Cc: Mendibles, Lorena@DOT; Lau, Scott@DOT; Jose Benavides Subject: RE: Clements Ranch TIA Draft Scope of Work
Hi Matt,
Please conduct peak hour analysis at Avenue 280 (Caldwell Avenue)/Road 148, just east of the Project. Make sure that school (Blue Oak Academy) is in session. The County would like to know Project traffic impacts at this location.

Thank you,
--
From: Matt Arndt <[email protected]>
Sent: Tuesday, August 19, 2025 9:38 AM
To: Leslie Blair <[email protected]>
Cc: Hector Guerra <[email protected]>; Gary Mills <[email protected]>; Mendibles, Lorena@DOT <[email protected]>; Lau, Scott@DOT <[email protected]>; Jose Benavides <[email protected]> Subject: Clements Ranch TIA Draft Scope of Work
Hello, Attached to thi s email is the Dra ft Scope of Work for the Cle me nts Ranch TIA. Cleme nts Ra nch propose s to construct a mix of si ngle-family housi ng and multifa mily housing on the nort heast qua drant of Lovers Lane a nd Cal dwell Avenue in ZjQcmQRYFpfptBa nnerStart
This Message Is From an External Sender
This message came from outside your organization.

ZjQcmQRYFpfptBa nnerE nd
Hello,
AƩached to this email is the DraŌ Scope of Work for the Clements Ranch TIA. Clements Ranch proposes to construct a mix of single-family housing and mulƟfamily housing on the northeast quadrant of Lovers Lane and Caldwell Avenue in the City of Visalia.

We kindly ask that you take a moment to review and comment on the proposed DraŌ Scope of Work. If you have any quesƟons or require addiƟonal informaƟon, please contact me by phone at (559)317-6243 or by responding to this email. We appreciate your Ɵme and aƩenƟon to this maƩer and look forward to hearing from you soon.

Sincerely,
Gary A. Mills
Chief Planner
5961 5. Mooney Blvd.

Tulare County RMA
Visalia, CA 93277
Direct - (559) 624-7199
~±- v VISALIA
September 2, 2025
JLB Traffic Engineering, INC.
516 W Shaw Ave, Ste.103
Fresno, CA 9371 0
Re: Clements Ranch TIA - Draft Scope of Work
Dear Mr. Benavides,
Engineering & Building Department
Traffic Safety
The City is in receipt of the TIA Draft Scope of Work prepared by JLB Traffic Engineering, Inc., dated August 19, 2025, for the Clements Ranch Development located on the northeast quadrant of Lovers Lane and Caldwell in the City of Visalia. The City has reviewed the scope and has the following comments:

1. The project applicant in earlier discussions with the City requested reassignment of the collector status roadway from K Ave (roadway segment east of Lovers Lane) to Sunnyside Ave (roadway segment east of Lovers Lane). This request is a deviation in the Circulation Element of the General Plan. Please note any deviation from the Circulation Element must be supported by a traffic study and needs to be included in the Scope of Work.

2. Project Trip Generation - The project is projected to generate 352 AM peak hour trips and 463 PM peak hour trips. Per City of Visalia Traffic Impact Analysis Procedures, a project of this size requires a category II level of analysis.

3. Study Scenarios - For category II analysis, study horizons are opening year and 5 year.

Please include in the scope for opening year, the study scenario for both with and without project. The City is in agreement with the study scenarios listed.

4. Study Intersections - For a category II analysis, study area is to include all site access drives and all major intersections within ½-mile of the study site, either signalized or unsignalized. The City is in agreement with the study intersections listed in the Scope of Work, and requests additional intersections be included. Since Sunnyside Ave may change from a local road to a collector status roadway, the site's local road intersections with Sunnyside Ave need to be included in the scope, specifically for spacing, number and location.

5. For the arterial status roadways Lovers Lane and Caldwell Ave, an evaluation of median breaks (none, ¾ access and full opening), location and spacing needs to be included in the scope. Reference City of Visalia Design and Improvement Standard P-12 Typical Median Break Locations.

6. Signal Warrant Analysis - In addition to the analyses included in the Scope of Work, please include Warrant #1 8-Peak Hour Signal Warrant for the opening year scenarios. The City uses Warrant #1 8-Peak Hour Signal Warrant to consider an intersection for signalization.

Traffic data will need to be collected for the 8 peak hours to perform the analysis under 315 E. Acequia Ave. • Visal ia, CA 93291 P 559.713.4444 W visalia.gov ~±- v VISALIA Engineering & Building Department
Traffic Safety
existing traffic conditions scenario. These turn movement counts may then be projected for the opening year scenarios, with and without project.

7. Corner sight distance evaluation - Scope includes 3 proposed project driveway intersections. Additional intersections may need to be included with the inclusion of additional study intersections. See item #4.

8. Phasing Plan - Will the development be phased? If yes, please include evaluation of the phasing plan in Scope Of Work.

9. TIA required to comply with all the requirements and guidelines set forth in the City of Visalia Procedures for Traffic Impact Analysis. Anything inadvertently left out of the scope of work but required as described in the City of Visalia Procedures for Traffic Impact Analysis shall be included in the study.

Should you require additional information or have any questions, please feel free to contact me.

Leslie Blair, P.E.

Senior Civil Engineer
(559)713-4633
[email protected]
315 E. Acequia Ave. • Visalia, CA 93291 P 559. 713.4444 W visalia.gov “Provide a safe and reliable transportation network that serves all people and respects the environment” DISTRICT 6 OFFICE
1352 WEST OLIVE AVENUE |P.O. BOX 12616 |FRESNO, CA 93778-2616 (559) 365-5140 | FAX (559) 488-4195 | TTY 711
www.dot.ca.gov
September 25, 2025
TUL-198-12.04
Clements Ranch
GTS: 35322

AMENDED

SENT VIA EMAIL
Mr. Matthew Arndt
JLB Traffic Engineering
516 W. Shaw Ave, Suite 103
Fresno, CA 93704
Dear Mr. Arndt:

Caltrans has completed a review of the Transportation Impact Analysis (TIA) for the Proposed Scoping Document. The project is located at the southeast corner of East K Avenue and South Lovers Lane in Tulare County, approximately one mile south of State Route (SR) 198. The scoping document states that the project proposes to develop the site with a mix of single-family (292 dwelling units) and multi-family residential (370 dwelling units) dwelling units in two phases.

The mission of Caltrans is to provide a safe and reliable transportation network that serves all people and respects the environment. To ensure a safe and efficient transportation system, we encourage early consultation and coordination with local jurisdictions and project proponents on all development projects that utilize the multimodal transportation network.

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

Traffic Operation Comments:

1. On page two, within the Study Scenarios section, please add:
• Existing condition without any improvement measures

2. On page two, within the Study Intersections section, please include trip a trace for:
• SR 198 onramp and offramp to Lovers Lane

3. On page two, within the Study Intersections section, although the queuing analysis is referenced as part of the proposed Scope of Work, it should be explicitly stated and clearly outlined within the Scope of Work section to ensure transparency and completeness.

CALIFORNIA STATE TRANSPORTATION AGENCY GAVIN NEWSOM, GOVERNOR California Department of Transportation
• •
lizltrans•
Mr. Matthew Arndt – Clements Ranch
September 25, 2025

Page 2 ends

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

4. On page three, per the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, for Multifamily Housing (Land Use Code 220), the daily trip generation rate in Table I should be updated from 6.24 to 6.74.

If you have any other questions, please call Elizabeth Yelton, Transportation Planner at (559) 365-5140.

Sincerely,

Mr. DAVE PADILLA, Branch Chief
Local Development Branch
www.JLBtraffic.com
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(559) 570-8991
Appendix B: Traffic Counts
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JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 1 13 66 4 3 1 14 50 7 3 0 13 16 18 4 0 17 50 9 1 7:15 AM - 7:30 AM 3 13 63 6 3 2 9 75 23 5 0 15 24 19 1 0 31 67 12 3 7:30 AM - 7:45 AM 3 37 64 20 5 0 19 94 26 2 0 17 64 16 2 0 31 79 18 3 7:45 AM - 8:00 AM 5 57 76 12 5 0 18 90 39 4 0 28 52 33 1 0 20 89 9 3 8:00 AM - 8:15 AM 3 38 82 6 7 1 14 68 32 7 0 22 62 29 1 0 14 80 12 0 8:15 AM - 8:30 AM 0 25 68 11 3 1 12 82 25 5 0 20 46 19 2 0 15 49 7 0 8:30 AM - 8:45 AM 0 17 43 11 5 1 12 56 26 2 0 22 41 12 3 0 17 58 8 2 8:45 AM - 9:00 AM 0 14 66 8 3 2 7 61 18 5 0 12 37 5 0 0 12 55 18 0 TOTAL 15 214 528 78 34 8 105 576 196 33 0 149 342 151 14 0 157 527 93 12 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 2 19 83 13 8 2 33 90 42 4 0 26 58 26 2 0 14 57 20 1 4:15 PM - 4:30 PM 2 23 88 21 3 1 19 76 26 2 0 29 67 17 1 0 14 50 12 1 4:30 PM - 4:45 PM 3 19 77 19 1 0 34 100 28 3 0 18 50 7 0 0 11 60 8 2 4:45 PM - 5:00 PM 1 16 79 18 2 1 38 75 22 2 0 22 75 22 3 0 15 56 12 2 5:00 PM - 5:15 PM 2 18 82 17 2 1 24 111 25 5 0 16 63 14 0 0 19 52 25 0 5:15 PM - 5:30 PM 6 25 84 29 1 1 32 81 31 3 0 20 66 19 0 0 18 62 14 0 5:30 PM - 5:45 PM 1 12 64 15 0 1 25 73 12 0 0 38 66 15 3 0 9 63 9 2 5:45 PM - 6:00 PM 0 18 70 25 0 1 32 94 25 3 0 25 61 18 3 0 14 49 19 0 TOTAL 17 150 627 157 17 8 237 700 211 22 0 194 506 138 12 0 114 449 119 8 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 11 157 290 49 20 2 63 334 122 18 0 87 224 97 6 0 80 297 46 6 4:30 PM - 5:30 PM 12 78 322 83 6 3 128 367 106 13 0 76 254 62 3 0 63 230 59 4 PHF Trucks PHF
AM 0.880 2.7% PM 106 367 128 3 0.932
PM 0.944 1.4% AM 122 334 63 2 0.886
PHF 0.824 0.903
AM PM
0 0 46 59
76 87 297 230
254 224 80 63
62 97 0 0
PM AM
PHF

0.826 0.917 PHF

0.845 11 157 290 49 AM

0.859 12 78 322 83 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Walnut Ave
Northbound Westbound
Walnut Ave
Lovers Lane
Lovers Lane
Turning Movement Report
Walnut Ave @ Lovers Lane
Tulare
Tuesday, September 9, 2025 Clear

36.3127
-119.2606
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 0 0 1 0 1 0 3 0 1 0 0 0 0 0 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0
4:30 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0
Bikes Peds Peds <>
AM Peak Total 1 2 PM 0 0 0 0
PM Peak Total 2 0 AM 0 1 0 1 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 2
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
1 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Walnut Ave @ Lovers Lane 36.3127
Tulare -119.2606
Tuesday, September 9, 2025 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Lovers Lane
Walnut Ave Walnut Ave
Lovers Lane Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes

I I I I I I I I I I I I I I I I I
t----+---------.J" l L .----------....
....... @ ... t-----t-------- North i-----------+--
, t r
., r
I I I I I .__________
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 15 14 3 1 0 1 6 5 0 0 3 11 1 0 0 5 15 2 0 7:15 AM - 7:30 AM 0 14 19 3 0 0 6 12 8 0 0 8 14 15 0 0 2 22 5 0 7:30 AM - 7:45 AM 0 29 28 0 2 0 11 9 12 0 0 12 21 4 0 0 1 21 2 1 7:45 AM - 8:00 AM 0 28 65 2 0 0 3 12 16 1 0 38 18 9 0 0 1 34 13 1 8:00 AM - 8:15 AM 0 21 33 1 0 0 5 26 15 0 0 12 14 12 2 0 1 33 6 1 8:15 AM - 8:30 AM 0 13 10 1 1 0 2 10 3 0 0 5 12 14 0 0 0 19 2 0 8:30 AM - 8:45 AM 0 7 9 1 0 0 4 10 9 1 0 7 8 6 0 0 2 9 1 0 8:45 AM - 9:00 AM 0 9 8 3 1 0 1 10 5 0 0 8 11 2 0 0 2 19 4 0 TOTAL 0 136 186 14 5 0 33 95 73 2 0 93 109 63 2 0 14 172 35 3 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 9 16 1 2 0 8 21 7 0 0 8 13 18 1 0 3 18 4 0 4:15 PM - 4:30 PM 0 5 20 0 1 0 3 31 11 0 0 8 17 16 0 0 0 21 0 1 4:30 PM - 4:45 PM 0 9 14 3 1 0 8 23 6 0 0 6 14 14 2 0 1 18 2 0 4:45 PM - 5:00 PM 0 5 12 1 0 0 7 26 8 1 0 15 20 9 0 0 4 17 2 0 5:00 PM - 5:15 PM 0 13 24 1 0 0 14 19 9 0 0 11 24 12 0 0 6 15 10 0 5:15 PM - 5:30 PM 0 11 12 3 0 0 2 27 7 0 0 5 21 12 0 0 5 21 1 0 5:30 PM - 5:45 PM 0 16 19 1 0 0 4 22 7 1 0 10 13 13 0 0 0 23 3 0 5:45 PM - 6:00 PM 0 14 18 2 0 0 3 25 4 0 0 9 16 15 0 0 3 18 2 0 TOTAL 0 82 135 12 4 0 49 194 59 2 0 72 138 109 3 0 22 151 24 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 92 145 6 2 0 25 59 51 1 0 70 67 40 2 0 5 110 26 3 5:00 PM - 6:00 PM 0 54 73 7 0 0 23 93 27 1 0 35 74 52 0 0 14 77 16 0 PHF Trucks PHF
AM 0.728 1.1% PM 27 93 23 0 0.851
PM 0.862 0.2% AM 51 59 25 0 0.734
PHF 0.856 0.681
AM PM
0 0 26 16
35 70 110 77
74 67 5 14
52 40 0 0
PM AM
PHF

0.734 0.863 PHF

0.639 0 92 145 6 AM

0.882 0 54 73 7 PM
Turning Movement Report
K Ave @ Pinkham St
Tulare
Tuesday, September 9, 2025 Clear

36.3062
-119.2695

Page 1 of 3 ends

K Ave
Northbound Westbound
K Ave
Pinkham St
Pinkham St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 2 0 0 0 2 0 0 0 2 0 0 0 1
7:30 AM - 7:45 AM 0 0 0 2 0 0 0 3 0 0 0 0 0 1 0 2
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 1 0 0 0 1 0 0 0 4 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
TOTAL 0 0 0 5 0 0 0 9 0 0 0 7 0 1 0 3
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0
4:45 PM - 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 2
5:45 PM - 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2
TOTAL 0 2 0 0 2 2 0 3 0 0 0 4 0 0 0 5
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0 0 0 5 0 0 0 6 0 0 0 7 0 1 0 3
5:00 PM - 6:00 PM 0 1 0 0 1 1 0 0 0 0 0 2 0 0 0 4
Bikes Peds Peds <>
AM Peak Total 1 21 PM 0 1 1 0
PM Peak Total 3 6 AM 0 0 0 5 Peds <>
4 3
AM PM
0 0 0 0
0 0 1 0
0 0 0 0
PM AM
Peds <>
7 2
Peds <>
6 0 0 0 AM
0 0 1 0 PM
Westbound Bikes W.Leg
Peds
Pinkham St
K Ave K Ave
Pinkham St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
K Ave @ Pinkham St 36.3062
Tulare -119.2695
Tuesday, September 9, 2025 Clear

I I I I I I I I I I I I I I I I I
t----+---------.J" l L .----------....
- ....... @ ... - North
, t r
., r
I I I I I .__________
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 4 73 0 4 3 0 66 9 3 0 5 0 13 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 5 67 0 2 0 0 107 7 3 0 5 0 15 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 9 94 0 6 0 0 159 4 1 0 12 0 22 0 0 0 0 0 0 7:45 AM - 8:00 AM 1 23 95 0 7 2 0 149 8 4 0 7 0 23 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 20 121 0 7 2 0 103 7 3 0 4 0 16 2 0 0 0 0 0 8:15 AM - 8:30 AM 1 5 80 0 3 2 0 92 12 3 0 4 0 4 0 0 0 0 0 0 8:30 AM - 8:45 AM 2 5 62 0 4 1 0 80 4 6 0 2 0 7 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 8 84 0 3 0 0 63 8 2 0 3 0 7 0 0 0 0 0 0 TOTAL 4 79 676 0 36 10 0 819 59 25 0 42 0 107 2 0 0 0 0 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 1 9 116 0 7 2 0 93 12 1 0 3 0 13 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 11 129 0 4 1 0 96 12 2 0 7 0 10 1 0 0 0 0 0 4:30 PM - 4:45 PM 0 10 111 0 0 0 0 90 11 3 0 5 0 11 1 0 0 0 0 0 4:45 PM - 5:00 PM 2 10 125 0 2 0 0 89 15 1 0 5 0 9 0 0 0 0 0 0 5:00 PM - 5:15 PM 2 17 126 0 2 4 0 119 13 4 0 5 0 19 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 6 115 0 1 1 0 106 14 1 0 7 0 8 0 0 0 0 0 0 5:30 PM - 5:45 PM 2 15 96 0 0 0 0 84 11 0 0 6 0 7 0 0 0 0 0 0 5:45 PM - 6:00 PM 1 12 93 0 0 2 0 94 12 3 0 10 0 8 0 0 0 0 0 0 TOTAL 8 90 911 0 16 10 0 771 100 15 0 48 0 85 2 0 0 0 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 1 57 377 0 22 4 0 518 26 11 0 28 0 76 2 0 0 0 0 0 4:15 PM - 5:15 PM 4 48 491 0 8 5 0 394 51 10 0 22 0 49 2 0 0 0 0 0 PHF Trucks PHF
AM 0.882 3.2% PM 51 394 0 5 0.827
PM 0.872 1.9% AM 26 518 0 4 0.84
PHF 0.74 0.765
AM PM
0 0 0 0
22 28 0 0
0 0 0 0
49 76 0 0
PM AM
PHF
##### ##### PHF

0.771 1 57 377 0 AM

0.936 4 48 491 0 PM
Turning Movement Report
K Ave @ Lovers Lane
Tulare
Tuesday, September 9, 2025 Clear

36.3056
-119.2606

Page 1 of 3 ends

K Ave
Northbound Westbound
K Ave
Lovers Lane
Lovers Lane
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time
7:00 AM - 7:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
Time
4:00 PM - 4:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3

PEAK HOUR
7:15 AM - 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:15 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0
AM Peak Total
Bikes Peds Peds <>
PM Peak Total 0 0 PM 0 0 0 1
1 1 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 1
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Lovers Lane
K Ave K Ave
Lovers Lane Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
K Ave @ Lovers Lane 36.3056
Tulare -119.2606
Tuesday, September 9, 2025 Clear

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 60 0 5 1 0 78 4 3 0 14 0 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 2 58 0 3 0 0 113 6 3 0 13 0 1 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 1 86 0 6 2 0 183 3 1 0 15 0 7 0 0 0 0 0 0 7:45 AM - 8:00 AM 1 0 106 0 8 0 0 166 4 3 0 12 0 12 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 3 132 0 8 1 0 109 9 4 0 9 0 3 1 0 0 0 0 0 8:15 AM - 8:30 AM 0 1 80 0 4 2 0 84 10 3 0 3 0 5 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 0 63 0 3 1 0 82 4 5 0 3 0 1 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 1 85 0 3 1 0 69 1 3 0 5 0 1 0 0 0 0 0 0 TOTAL 1 8 670 0 40 8 0 884 41 25 0 74 0 30 1 0 0 0 0 0
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 1 119 0 7 0 0 100 4 1 0 6 0 2 1 0 0 0 0 0 4:15 PM - 4:30 PM 0 4 140 0 3 0 0 93 12 4 0 3 0 2 1 0 0 0 0 0 4:30 PM - 4:45 PM 1 5 115 0 0 0 0 87 10 2 0 7 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 3 123 0 2 2 0 90 9 1 0 11 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 7 130 0 2 2 0 132 7 4 0 10 0 2 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 4 110 0 2 2 0 98 11 1 0 8 0 1 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 1 106 0 0 2 0 82 15 0 0 5 0 1 0 0 0 0 0 0 5:45 PM - 6:00 PM 2 4 104 0 0 0 0 82 14 4 0 5 0 1 0 0 0 0 0 0 TOTAL 3 29 947 0 16 8 0 764 82 17 0 55 0 9 2 0 0 0 0 0
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 1 6 382 0 25 3 0 571 22 11 0 49 0 23 1 0 0 0 0 0 4:15 PM - 5:15 PM 1 19 508 0 7 4 0 402 38 11 0 31 0 4 1 0 0 0 0 0 PHF Trucks PHF
AM 0.878 3.5% PM 38 402 0 4 0.787
PM 0.868 1.9% AM 22 571 0 3 0.793
PHF 0.729 0.75
AM PM
0 0 0 0
31 49 0 0
0 0 0 0
4 23 0 0
PM AM
PHF
##### ##### PHF

0.72 1 6 382 0 AM

0.917 1 19 508 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Northbound Westbound
Sunnyside Ave
Lovers Lane
Lovers Lane
Turning Movement Report
Sunnyside Ave @ Lovers Lane
Tulare
Tuesday, September 9, 2025 Clear

36.3020
-119.2607
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:15 PM - 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 1 PM 0 1 0 0
PM Peak Total 1 0 AM 0 0 0 0 Peds <>
0 1
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Sunnyside Ave @ Lovers Lane 36.3020
Tulare -119.2607
Tuesday, September 9, 2025 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Lovers Lane
Sunnyside Ave
Lovers Lane Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 0 0 0 0 6 0 5 0 0 1 26 0 2 0 0 36 5 2 7:15 AM - 7:30 AM 0 0 0 0 0 0 8 0 13 0 0 5 52 0 1 0 0 41 3 2 7:30 AM - 7:45 AM 0 0 0 0 0 0 14 0 11 0 0 11 58 0 2 0 0 67 12 0 7:45 AM - 8:00 AM 0 0 0 0 0 0 6 0 7 0 0 8 60 0 2 0 0 87 7 1 8:00 AM - 8:15 AM 0 0 0 0 0 0 6 0 9 0 0 7 45 0 0 0 0 113 8 1 8:15 AM - 8:30 AM 0 0 0 0 0 0 3 0 8 0 0 9 43 0 2 0 0 85 9 1 8:30 AM - 8:45 AM 0 0 0 0 0 0 2 0 6 0 0 8 35 0 3 0 0 71 6 0 8:45 AM - 9:00 AM 0 0 0 0 0 0 4 0 12 0 0 8 52 0 1 0 0 63 1 0 TOTAL 0 0 0 0 0 0 49 0 71 0 0 57 371 0 13 0 0 563 51 7
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 0 0 2 0 9 0 0 14 79 0 2 0 0 72 3 1 4:15 PM - 4:30 PM 0 0 0 0 0 0 3 0 17 0 0 12 78 0 0 0 0 86 9 3 4:30 PM - 4:45 PM 0 0 0 0 0 0 6 0 7 0 0 11 85 0 0 0 0 73 10 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 1 0 11 1 0 8 84 0 2 0 0 66 8 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 4 0 6 0 0 14 79 0 0 0 0 90 6 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 2 0 17 0 0 8 82 0 1 0 0 83 7 2 5:30 PM - 5:45 PM 0 0 0 0 0 0 3 0 8 0 0 10 80 0 0 0 0 79 4 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 1 0 7 0 0 19 76 0 1 0 0 67 8 1 TOTAL 0 0 0 0 0 0 22 0 82 1 0 96 643 0 6 0 0 616 55 7
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 0 0 0 0 0 29 0 35 0 0 35 206 0 6 0 0 352 36 3 4:15 PM - 5:15 PM 0 0 0 0 0 0 14 0 41 1 0 45 326 0 2 0 0 315 33 3 PHF Trucks PHF
AM 0.922 1.3% PM 41 0 14 0 0.688
PM 0.944 0.8% AM 35 0 29 0 0.64
PHF 0.966 0.873
AM PM
0 0 36 33
45 35 352 315
326 206 0 0
0 0 0 0
PM AM
PHF

0.802 0.906 PHF
##### 0 0 0 0 AM
##### 0 0 0 0 PM
Turning Movement Report
Caldwell Ave @ Pinkham St
Tulare
Tuesday, September 9, 2025 Clear

36.2983
-119.2698

Page 1 of 3 ends

Caldwell Ave
Northbound Westbound
Caldwell Ave
Pinkham St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bikes Peds Peds <>
AM Peak Total 0 0 PM 0 0 0 0
PM Peak Total 0 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Pinkham St
Caldwell Ave Caldwell Ave

Page 2 of 3 ends

Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Caldwell Ave @ Pinkham St 36.2983
Tulare -119.2698
Tuesday, September 9, 2025 Clear

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 50 4 4 0 14 60 10 3 0 6 13 15 1 0 5 23 11 2 7:15 AM - 7:30 AM 0 2 40 3 2 0 11 96 10 3 0 7 37 27 1 0 7 30 10 2 7:30 AM - 7:45 AM 0 7 67 14 6 0 22 144 15 1 0 4 51 23 1 0 18 61 14 1 7:45 AM - 8:00 AM 0 12 67 9 8 0 29 128 19 3 0 9 41 18 1 0 14 69 34 1 8:00 AM - 8:15 AM 0 18 95 9 8 1 21 77 12 3 0 10 35 11 0 0 13 75 27 0 8:15 AM - 8:30 AM 0 14 57 5 3 0 13 75 15 4 0 11 33 7 2 0 7 73 9 0 8:30 AM - 8:45 AM 0 12 58 4 4 0 9 63 14 4 0 6 20 8 1 0 3 41 6 0 8:45 AM - 9:00 AM 0 7 62 7 4 0 9 44 20 3 0 15 22 8 1 0 7 36 6 0 TOTAL 0 79 496 55 39 1 128 687 115 24 0 68 252 117 8 0 74 408 117 6 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 10 91 8 8 0 22 60 21 1 0 18 46 5 2 0 9 46 20 3 4:15 PM - 4:30 PM 0 18 104 9 4 0 23 55 16 2 0 23 51 14 0 0 9 60 16 3 4:30 PM - 4:45 PM 0 12 86 8 0 0 21 55 19 3 0 21 62 6 0 0 9 54 13 0 4:45 PM - 5:00 PM 0 16 83 10 1 1 16 63 10 1 0 17 53 13 0 0 8 52 24 1 5:00 PM - 5:15 PM 0 11 84 9 0 0 18 74 18 3 0 27 54 8 4 0 10 70 24 1 5:15 PM - 5:30 PM 0 14 82 8 0 1 25 70 25 2 0 22 56 9 1 0 11 49 15 2 5:30 PM - 5:45 PM 0 8 66 9 0 0 16 47 15 0 1 15 54 13 0 0 7 55 19 0 5:45 PM - 6:00 PM 0 7 74 4 0 0 14 52 13 3 0 19 57 3 1 0 2 58 18 1 TOTAL 0 96 670 65 13 2 155 476 137 15 1 162 433 71 8 0 65 444 149 11 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 51 286 37 25 1 85 424 61 11 0 34 160 59 4 0 52 278 84 2 4:15 PM - 5:15 PM 0 57 357 36 5 1 78 247 63 9 0 88 220 41 4 0 36 236 77 5 PHF Trucks PHF
AM 0.898 2.6% PM 63 247 78 1 0.884
PM 0.944 1.5% AM 61 424 85 1 0.789
PHF 0.98 0.811
AM PM
0 0 84 77
88 34 278 236
220 160 52 36
41 59 0 0
PM AM
PHF

0.885 0.839 PHF

0.766 0 51 286 37 AM

0.859 0 57 357 36 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Caldwell Ave
Northbound Westbound
Caldwell Ave
Lovers Lane
Lovers Lane
Turning Movement Report
Caldwell Ave @ Lovers Lane
Tulare
Tuesday, September 9, 2025 Clear

36.2983
-119.2609
Metro]affic
~
D.aia_lnc. - - -- -- - - -- -- -- -- -- -- - -

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

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

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 4
8:15 AM - 8:30 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
TOTAL 0 0 0 5 0 0 0 2 0 0 0 0 0 0 0 5
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:30 PM - 4:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 5
4:15 PM - 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
Bikes Peds Peds <>
AM Peak Total 0 10 PM 0 1 0 0
PM Peak Total 1 1 AM 0 0 0 5 Peds <>
1 5
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Caldwell Ave @ Lovers Lane 36.2983
Tulare -119.2609
Tuesday, September 9, 2025 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Lovers Lane
Caldwell Ave Caldwell Ave
Lovers Lane Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes

I I I I I I I I I I I I I I I I I
t----+---------.J" l L .----------....
....... @ ... t-----t-------- North i-----------+--
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I I I I I .__________
File Name : 07 Road 148 at Caldwell
Site Code : 00000000
Start Date : 10/23/2025
Page No : 1
Groups Printed- Unshifted
RD 148
From North
AVE 280
From East
RD 148
From South
AVE 280
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 3 0 5 0 1 38 1 1 2 1 4 0 1 28 4 0 89
07:15 AM 4 5 12 0 3 47 3 0 1 5 2 0 2 40 4 0 128
07:30 AM 16 5 3 0 4 89 2 0 3 8 6 0 0 59 9 0 204
07:45 AM 24 11 5 0 6 110 2 3 4 6 5 0 6 80 11 0 273
Total 47 21 25 0 14 284 8 4 10 20 17 0 9 207 28 0 694
08:00 AM 30 5 9 0 2 86 2 0 4 3 2 0 3 53 13 0 212
08:15 AM 5 2 3 0 4 55 3 0 2 3 4 0 5 34 6 0 126
08:30 AM 3 0 1 0 1 55 0 0 1 4 2 0 3 40 1 0 111
08:45 AM 1 2 2 0 3 51 1 0 1 2 3 0 2 40 2 0 110
Total 39 9 15 0 10 247 6 0 8 12 11 0 13 167 22 0 559
*** BREAK ***
04:00 PM 9 5 4 0 6 69 5 0 8 5 3 0 4 85 2 0 205
04:15 PM 4 6 5 0 3 95 4 0 6 8 3 0 3 84 3 0 224
04:30 PM 5 2 3 0 3 73 4 0 1 2 3 0 5 68 4 0 173
04:45 PM 14 7 3 0 7 88 2 0 8 5 1 0 5 65 3 0 208
Total 32 20 15 0 19 325 15 0 23 20 10 0 17 302 12 0 810 05:00 PM 7 6 0 0 7 80 0 0 8 4 2 0 3 72 6 0 195
05:15 PM 3 3 1 0 4 87 4 0 0 3 3 0 6 88 5 0 207
05:30 PM 4 3 2 0 3 58 0 0 4 0 0 0 7 75 1 0 157
05:45 PM 4 2 1 0 6 70 3 0 3 1 1 0 5 95 3 0 194
Total 18 14 4 0 20 295 7 0 15 8 6 0 21 330 15 0 753
Grand Total 136 64 59 0 63 1151 36 4 56 60 44 0 60 1006 77 0 2816 Apprch % 52.5 24.7 22.8 0 5 91.8 2.9 0.3 35 37.5 27.5 0 5.2 88 6.7 0 Total % 4.8 2.3 2.1 0 2.2 40.9 1.3 0.1 2 2.1 1.6 0 2.1 35.7 2.7 0 JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com

I I I I I I
File Name : 07 Road 148 at Caldwell
Site Code : 00000000
Start Date : 10/23/2025
Page No : 2
RD 148
From North
AVE 280
From East
RD 148
From South
AVE 280
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 4 5 12 0 21 3 47 3 0 53 1 5 2 0 8 2 40 4 0 46 128 07:30 AM 16 5 3 0 24 4 89 2 0 95 3 8 6 0 17 0 59 9 0 68 204 07:45 AM 24 11 5 0 40 6 110 2 3 121 4 6 5 0 15 6 80 11 0 97 273 08:00 AM 30 5 9 0 44 2 86 2 0 90 4 3 2 0 9 3 53 13 0 69 212 Total Volume 74 26 29 0 129 15 332 9 3 359 12 22 15 0 49 11 232 37 0 280 817 % App. Total 57.4 20.2 22.5 0 4.2 92.5 2.5 0.8 24.5 44.9 30.6 0 3.9 82.9 13.2 0 PHF .617 .591 .604 .000 .733 .625 .755 .750 .250 .742 .750 .688 .625 .000 .721 .458 .725 .712 .000 .722 .748 RD 148
AVE 280
AVE 280
RD 148
Right
74 Thru
26 Left
29 Peds
0 Out In Total
74 129 203
Right
15 Thru
332
Left
9 Peds
3 Out Total In
273 359 632
Left
15 Thru
22 Right
12 Peds
0 Out In Total
46 49 95
Left
37 Thru
232
Right
11 Peds
0 Total Out In
421 280 701
Peak Hour Begins at 07:15 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
c:::Jy==

I I I I I
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.... ◄ ►

I I I I
17 -
File Name : 07 Road 148 at Caldwell
Site Code : 00000000
Start Date : 10/23/2025
Page No : 3
RD 148
From North
AVE 280
From East
RD 148
From South
AVE 280
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 9 5 4 0 18 6 69 5 0 80 8 5 3 0 16 4 85 2 0 91 205 04:15 PM 4 6 5 0 15 3 95 4 0 102 6 8 3 0 17 3 84 3 0 90 224 04:30 PM 5 2 3 0 10 3 73 4 0 80 1 2 3 0 6 5 68 4 0 77 173 04:45 PM 14 7 3 0 24 7 88 2 0 97 8 5 1 0 14 5 65 3 0 73 208 Total Volume 32 20 15 0 67 19 325 15 0 359 23 20 10 0 53 17 302 12 0 331 810 % App. Total 47.8 29.9 22.4 0 5.3 90.5 4.2 0 43.4 37.7 18.9 0 5.1 91.2 3.6 0 PHF .571 .714 .750 .000 .698 .679 .855 .750 .000 .880 .719 .625 .833 .000 .779 .850 .888 .750 .000 .909 .904 RD 148
AVE 280
AVE 280
RD 148
Right
32 Thru
20 Left
15 Peds
0 Out In Total
51 67 118
Right
19 Thru
325
Left
15 Peds
0 Out Total In
340 359 699
Left
10 Thru
20 Right
23 Peds
0 Out In Total
52 53 105
Left
12 Thru
302
Right
17 Peds
0 Total Out In
367 331 698
Peak Hour Begins at 04:00 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
I
1111- 1

I I I I I
I ►
◄ ►

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I
l
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 1 0 2 1 3 2 0 6 8
1:00 AM 1 0 1 1 3 1 2 1 0 4 7
2:00 AM 1 1 0 2 4 0 1 0 1 2 6
3:00 AM 0 2 0 0 2 1 1 0 2 4 6
4:00 AM 2 1 2 2 7 2 1 2 5 10 17
5:00 AM 2 3 11 5 21 3 3 6 5 17 38
6:00 AM 8 4 11 14 37 7 10 5 11 33 70
7:00 AM 19 32 42 116 209 12 26 32 31 101 310
8:00 AM 51 17 17 20 105 46 15 23 16 100 205
9:00 AM 13 15 12 15 55 12 24 22 21 79 134
10:00 AM 18 17 11 12 58 18 16 20 25 79 137
11:00 AM 6 16 19 14 55 24 22 21 24 91 146
12:00 PM 12 16 21 21 70 22 25 24 27 98 168
1:00 PM 24 15 15 28 82 20 27 20 19 86 168
2:00 PM 50 67 30 22 169 24 24 83 22 153 322
3:00 PM 22 20 27 22 91 36 26 33 39 134 225
4:00 PM 28 28 22 29 107 36 45 37 41 159 266
5:00 PM 45 18 32 29 124 42 36 33 32 143 267
6:00 PM 21 24 18 20 83 30 26 19 28 103 186
7:00 PM 15 20 21 14 70 30 20 29 21 100 170
8:00 PM 18 20 19 8 65 23 14 16 14 67 132
9:00 PM 10 10 7 10 37 16 14 14 6 50 87
10:00 PM 10 8 3 3 24 4 10 3 7 24 48
11:00 PM 2 3 0 0 5 5 1 3 4 13 18
1485 1656
AM% 34.5% AM Peak 376 7:15 am to 8:15 am AM P.H.F. 0.64 PM% 65.5% PM Peak 325 1:45 pm to 2:45 pm PM P.H.F. 0.72 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Pinkham St 36.30642008
north of K Avenue -119.2691045
2 Northbound Southbound Hourly
Totals
Total 47.3% 52.7%
3141
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 0 3 0 4 2 3 2 1 8 12
1:00 AM 1 2 2 1 6 2 2 1 0 5 11
2:00 AM 1 1 0 3 5 0 1 0 0 1 6
3:00 AM 0 2 1 2 5 0 0 0 1 1 6
4:00 AM 2 3 7 8 20 2 2 4 3 11 31
5:00 AM 4 9 11 12 36 2 4 1 4 11 47
6:00 AM 8 8 17 28 61 4 8 5 9 26 87
7:00 AM 32 36 57 95 220 12 29 14 22 77 297
8:00 AM 55 24 17 20 116 39 24 18 14 95 211
9:00 AM 17 19 20 15 71 7 17 18 17 59 130
10:00 AM 22 14 15 21 72 13 22 18 14 67 139
11:00 AM 15 21 18 19 73 25 23 21 19 88 161
12:00 PM 11 26 27 23 87 18 24 19 30 91 178
1:00 PM 24 14 14 29 81 16 26 16 18 76 157
2:00 PM 45 47 30 27 149 24 21 59 34 138 287
3:00 PM 20 36 30 18 104 37 31 41 47 156 260
4:00 PM 26 25 26 18 95 42 47 38 39 166 261
5:00 PM 38 26 36 34 134 37 44 35 43 159 293
6:00 PM 19 21 18 12 70 29 23 16 32 100 170
7:00 PM 18 14 18 16 66 33 19 24 16 92 158
8:00 PM 15 19 12 5 51 31 16 17 18 82 133
9:00 PM 11 16 3 12 42 17 14 11 8 50 92
10:00 PM 5 8 2 4 19 7 9 5 5 26 45
11:00 PM 1 1 1 0 3 5 2 2 1 10 13
1590 1595
AM% 35.7% AM Peak 347 7:15 am to 8:15 am AM P.H.F. 0.74 PM% 64.3% PM Peak 293 5:00 pm to 6:00 pm PM P.H.F. 0.95 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Pinkham St 36.30607696
south of K Avenue -119.268903
2 Northbound Southbound Hourly
Totals
Total 49.9% 50.1%
3185
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 2 0 2 2 6 0 1 0 0 1 7
1:00 AM 0 0 1 0 1 0 0 1 0 1 2
2:00 AM 0 0 0 1 1 0 0 0 0 0 1
3:00 AM 0 1 0 0 1 0 0 1 1 2 3
4:00 AM 0 1 0 0 1 2 2 3 7 14 15
5:00 AM 2 0 3 0 5 4 7 8 3 22 27
6:00 AM 2 0 6 4 12 2 9 4 9 24 36
7:00 AM 6 8 23 15 52 11 21 25 13 70 122
8:00 AM 15 18 14 9 56 15 11 8 16 50 106
9:00 AM 9 8 9 17 43 7 14 8 14 43 86
10:00 AM 9 9 10 8 36 15 13 15 10 53 89
11:00 AM 8 7 15 8 38 9 9 8 12 38 76
12:00 PM 8 13 14 16 51 7 6 9 16 38 89
1:00 PM 11 12 8 17 48 10 17 7 11 45 93
2:00 PM 13 15 16 14 58 12 10 18 19 59 117
3:00 PM 14 14 25 15 68 26 17 15 8 66 134
4:00 PM 17 21 21 16 75 11 20 13 12 56 131
5:00 PM 20 15 14 27 76 10 19 11 8 48 124
6:00 PM 14 18 10 21 63 13 12 15 10 50 113
7:00 PM 11 16 12 17 56 18 7 11 3 39 95
8:00 PM 7 12 3 9 31 9 8 4 2 23 54
9:00 PM 10 9 2 8 29 7 3 3 4 17 46
10:00 PM 6 6 4 2 18 4 3 1 1 9 27
11:00 PM 5 2 2 0 9 1 2 2 0 5 14
834 773
AM% 35.5% AM Peak 135 7:30 am to 8:30 am AM P.H.F. 0.70 PM% 64.5% PM Peak 144 2:45 pm to 3:45 pm PM P.H.F. 0.90 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Pinkham St 36.29863485
north of Caldwell Avenue -119.2694208
2 Northbound Southbound Hourly
Totals
Total 51.9% 48.1%
1607
0 10
20 30
40 50
60 70
80 # 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 10 5 6 5 26 15 11 8 3 37 63
1:00 AM 14 7 7 5 33 3 4 4 3 14 47
2:00 AM 4 7 3 4 18 5 2 8 6 21 39
3:00 AM 6 9 9 14 38 4 7 6 14 31 69
4:00 AM 12 14 25 32 83 4 16 13 30 63 146
5:00 AM 30 38 35 48 151 24 45 64 59 192 343
6:00 AM 39 40 69 85 233 47 57 62 87 253 486
7:00 AM 89 92 99 113 393 72 109 139 147 467 860
8:00 AM 117 96 74 98 385 115 120 95 88 418 803
9:00 AM 62 87 85 91 325 88 85 88 94 355 680
10:00 AM 85 87 112 92 376 75 95 71 86 327 703
11:00 AM 80 94 75 95 344 104 89 92 107 392 736
12:00 PM 93 80 95 82 350 104 105 92 80 381 731
1:00 PM 100 76 105 112 393 97 98 101 117 413 806
2:00 PM 102 110 121 123 456 109 109 126 115 459 915
3:00 PM 112 101 132 123 468 120 121 152 150 543 1011
4:00 PM 131 130 103 114 478 167 122 162 136 587 1065
5:00 PM 124 119 112 115 470 161 145 111 152 569 1039
6:00 PM 92 95 105 75 367 98 107 103 95 403 770
7:00 PM 69 79 56 92 296 81 87 80 60 308 604
8:00 PM 51 67 51 51 220 65 63 66 52 246 466
9:00 PM 45 41 30 32 148 49 51 41 28 169 317
10:00 PM 26 26 29 13 94 31 19 24 26 100 194
11:00 PM 18 7 16 6 47 23 14 12 10 59 106
6192 6807
AM% 38.3% AM Peak 946 7:30 am to 8:30 am AM P.H.F. 0.91 PM% 61.7% PM Peak 1107 3:30 pm to 4:30 pm PM P.H.F. 0.93 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.31236207
North of Walnut Ave -119.2607524
4 Northbound Southbound Hourly
Totals
Total 47.6% 52.4%
12999
0 100
200
300
400
500
600
700
# 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 6 6 7 6 25 11 12 4 2 29 54
1:00 AM 9 6 6 6 27 3 5 3 6 17 44
2:00 AM 2 7 3 5 17 2 4 8 5 19 36
3:00 AM 3 8 8 9 28 5 9 7 15 36 64
4:00 AM 11 10 21 29 71 8 22 19 31 80 151
5:00 AM 19 33 28 47 127 35 58 74 65 232 359
6:00 AM 30 32 61 67 190 62 67 74 92 295 485
7:00 AM 84 85 124 150 443 86 128 144 148 506 949
8:00 AM 129 104 71 88 392 114 116 85 78 393 785
9:00 AM 61 68 68 93 290 92 72 75 91 330 620
10:00 AM 72 81 100 85 338 70 83 80 76 309 647
11:00 AM 68 74 71 81 294 74 67 78 96 315 609
12:00 PM 87 62 84 69 302 86 88 97 74 345 647
1:00 PM 85 72 99 87 343 85 90 106 85 366 709
2:00 PM 85 110 113 108 416 106 98 127 106 437 853
3:00 PM 103 108 131 130 472 97 115 125 120 457 929
4:00 PM 117 134 118 114 483 132 109 121 113 475 958
5:00 PM 119 144 92 113 468 146 124 98 126 494 962
6:00 PM 78 84 99 79 340 79 93 79 89 340 680
7:00 PM 57 79 51 78 265 73 66 65 49 253 518
8:00 PM 53 69 48 54 224 48 54 58 46 206 430
9:00 PM 40 32 28 30 130 42 49 35 22 148 278
10:00 PM 26 29 28 14 97 27 21 19 21 88 185
11:00 PM 18 8 18 7 51 20 9 8 15 52 103
5833 6222
AM% 39.8% AM Peak 1029 7:30 am to 8:30 am AM P.H.F. 0.86 PM% 60.2% PM Peak 999 4:30 pm to 5:30 pm PM P.H.F. 0.93 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.31208787
South of Walnut Ave -119.2607977
4 Northbound Southbound Hourly
Totals
Total 48.4% 51.6%
12055
0 100
200
300
400
500
600
# 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 5 6 5 5 21 10 8 4 2 24 45
1:00 AM 12 4 5 5 26 2 6 3 3 14 40
2:00 AM 2 8 3 6 19 2 4 6 7 19 38
3:00 AM 3 9 7 8 27 4 9 7 17 37 64
4:00 AM 13 8 18 28 67 8 22 21 31 82 149
5:00 AM 18 30 28 46 122 35 63 73 62 233 355
6:00 AM 30 32 57 67 186 57 62 83 89 291 477
7:00 AM 81 72 106 104 363 78 114 163 159 514 877
8:00 AM 127 86 65 87 365 112 106 85 71 374 739
9:00 AM 57 71 68 80 276 74 80 74 81 309 585
10:00 AM 71 84 99 76 330 64 70 79 78 291 621
11:00 AM 68 84 67 80 299 66 68 72 91 297 596
12:00 PM 78 71 79 69 297 80 85 88 77 330 627
1:00 PM 83 69 100 89 341 80 82 110 83 355 696
2:00 PM 88 100 118 101 407 95 92 124 110 421 828
3:00 PM 109 111 151 107 478 88 117 124 105 434 912
4:00 PM 121 137 116 130 504 107 109 101 104 421 925
5:00 PM 135 123 102 105 465 136 121 95 108 460 925
6:00 PM 85 88 103 82 358 69 77 65 71 282 640
7:00 PM 59 74 67 80 280 63 58 59 43 223 503
8:00 PM 61 77 49 50 237 50 42 50 46 188 425
9:00 PM 48 28 30 32 138 46 43 35 19 143 281
10:00 PM 27 25 27 13 92 24 21 17 18 80 172
11:00 PM 23 10 18 7 58 20 6 9 16 51 109
5756 5873
AM% 39.4% AM Peak 963 7:30 am to 8:30 am AM P.H.F. 0.89 PM% 60.6% PM Peak 968 4:15 pm to 5:15 pm PM P.H.F. 0.89 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.30623301
between Cherry Avenue and K Avenue -119.2606784
4 Northbound Southbound Hourly
Totals
Total 49.5% 50.5%
11629
0 100
200
300
400
500
600
# 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 7 6 5 5 23 11 6 4 3 24 47
1:00 AM 12 3 5 5 25 2 6 3 3 14 39
2:00 AM 2 8 3 6 19 2 5 5 8 20 39
3:00 AM 4 9 7 8 28 5 9 5 17 36 64
4:00 AM 12 7 16 26 61 10 22 23 31 86 147
5:00 AM 15 25 31 40 111 38 66 82 61 247 358
6:00 AM 26 28 52 64 170 65 67 89 99 320 490
7:00 AM 77 72 103 119 371 79 122 181 173 555 926
8:00 AM 141 86 69 92 388 119 97 89 70 375 763
9:00 AM 61 63 67 81 272 71 77 73 80 301 573
10:00 AM 66 81 97 74 318 65 70 76 77 288 606
11:00 AM 68 82 71 83 304 64 67 72 94 297 601
12:00 PM 77 73 81 67 298 81 88 91 69 329 627
1:00 PM 84 73 99 93 349 79 81 112 85 357 706
2:00 PM 89 101 120 106 416 100 89 120 106 415 831
3:00 PM 111 112 161 109 493 88 122 117 111 438 931
4:00 PM 126 140 121 137 524 107 106 101 100 414 938
5:00 PM 145 121 113 106 485 140 114 93 103 450 935
6:00 PM 83 87 96 75 341 69 72 63 67 271 612
7:00 PM 57 73 63 70 263 58 61 54 43 216 479
8:00 PM 55 77 51 50 233 45 42 44 39 170 403
9:00 PM 37 31 28 32 128 37 40 33 22 132 260
10:00 PM 31 23 27 10 91 21 21 14 19 75 166
11:00 PM 21 14 14 7 56 19 7 8 11 45 101
5767 5875
AM% 40.0% AM Peak 1030 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 60.0% PM Peak 990 4:15 pm to 5:15 pm PM P.H.F. 0.87 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.30531052
between K Avenue and Sunnyside Avenue -119.2606671
4 Northbound Southbound Hourly
Totals
Total 49.5% 50.5%
11642
0 100
200
300
400
500
600
# 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 7 5 5 4 21 12 6 2 3 23 44
1:00 AM 12 3 6 4 25 3 4 6 3 16 41
2:00 AM 2 9 3 6 20 3 5 5 4 17 37
3:00 AM 6 6 6 6 24 6 7 5 14 32 56
4:00 AM 10 6 13 22 51 13 22 25 31 91 142
5:00 AM 16 24 26 33 99 38 68 80 53 239 338
6:00 AM 23 23 43 57 146 63 70 88 99 320 466
7:00 AM 67 57 85 110 319 84 117 181 176 558 877
8:00 AM 133 77 70 83 363 111 103 86 73 373 736
9:00 AM 53 55 64 73 245 65 73 64 78 280 525
10:00 AM 64 74 91 72 301 56 63 77 76 272 573
11:00 AM 64 75 67 80 286 63 57 70 88 278 564
12:00 PM 74 64 86 62 286 75 82 83 64 304 590
1:00 PM 79 65 90 88 322 67 77 115 78 337 659
2:00 PM 81 99 118 109 407 84 89 103 100 376 783
3:00 PM 98 107 159 108 472 88 106 111 110 415 887
4:00 PM 129 143 120 125 517 103 94 95 90 382 899
5:00 PM 135 120 100 111 466 110 121 78 79 388 854
6:00 PM 75 84 92 74 325 71 65 54 58 248 573
7:00 PM 52 67 59 68 246 56 56 49 43 204 450
8:00 PM 60 67 48 48 223 35 30 49 32 146 369
9:00 PM 39 27 32 31 129 36 35 29 18 118 247
10:00 PM 27 28 22 9 86 18 19 15 17 69 155
11:00 PM 19 14 12 6 51 14 7 9 10 40 91
5430 5526
AM% 40.2% AM Peak 976 7:30 am to 8:30 am AM P.H.F. 0.85 PM% 59.8% PM Peak 957 3:30 pm to 4:30 pm PM P.H.F. 0.89 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.29873901
between Sunnyside Avenue and Caldwell Avenue -119.2608447 4 Northbound Southbound Hourly
Totals
Total 49.6% 50.4%
10956
0 100
200
300
400
500
600
# 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 11 5 5 3 24 12 3 3 5 23 47
1:00 AM 10 4 7 3 24 3 4 7 3 17 41
2:00 AM 1 10 3 7 21 4 4 5 2 15 36
3:00 AM 5 4 4 6 19 5 8 7 11 31 50
4:00 AM 11 7 8 23 49 13 25 32 34 104 153
5:00 AM 18 23 27 38 106 42 71 92 62 267 373
6:00 AM 30 33 43 47 153 76 74 97 100 347 500
7:00 AM 61 45 88 88 282 80 130 185 160 555 837
8:00 AM 122 76 74 76 348 101 89 74 59 323 671
9:00 AM 43 46 52 70 211 52 58 58 59 227 438
10:00 AM 43 60 61 54 218 39 51 64 56 210 428
11:00 AM 50 63 51 64 228 45 52 48 62 207 435
12:00 PM 56 44 76 46 222 52 56 71 54 233 455
1:00 PM 59 49 70 79 257 64 71 96 72 303 560
2:00 PM 55 95 90 99 339 67 69 84 84 304 643
3:00 PM 83 95 132 99 409 79 85 97 85 346 755
4:00 PM 109 131 106 109 455 74 78 70 84 306 761
5:00 PM 104 104 83 85 376 92 90 67 57 306 682
6:00 PM 63 74 79 57 273 54 57 43 40 194 467
7:00 PM 51 38 41 44 174 37 34 33 25 129 303
8:00 PM 44 55 39 43 181 29 32 40 18 119 300
9:00 PM 23 24 16 26 89 26 29 25 20 100 189
10:00 PM 25 22 19 6 72 13 14 12 16 55 127
11:00 PM 17 12 8 6 43 10 4 5 8 27 70
4573 4748
AM% 43.0% AM Peak 919 7:15 am to 8:15 am AM P.H.F. 0.84 PM% 57.0% PM Peak 805 3:30 pm to 4:30 pm PM P.H.F. 0.88 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Lovers Lane 36.29790779
south of Caldwell Avenue -119.2610737
4 Northbound Southbound Hourly
Totals
Total 49.1% 50.9%
9321
0 100
200
300
400
500
600
# 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 13 3 3 3 22 6 3 9 5 23 45
1:00 AM 10 3 1 5 19 2 0 2 2 6 25
2:00 AM 1 3 2 1 7 2 2 0 3 7 14
3:00 AM 2 4 3 4 13 0 4 6 2 12 25
4:00 AM 6 7 5 4 22 4 4 7 9 24 46
5:00 AM 12 13 22 26 73 10 12 16 20 58 131
6:00 AM 25 27 41 46 139 18 19 33 46 116 255
7:00 AM 47 58 97 113 315 70 103 142 185 500 815
8:00 AM 113 85 75 54 327 150 99 101 87 437 764
9:00 AM 45 67 46 52 210 61 69 70 75 275 485
10:00 AM 64 55 62 58 239 88 74 74 75 311 550
11:00 AM 64 71 47 81 263 83 75 83 67 308 571
12:00 PM 80 99 77 75 331 76 81 77 77 311 642
1:00 PM 92 74 75 84 325 59 82 94 96 331 656
2:00 PM 82 100 131 105 418 85 142 94 113 434 852
3:00 PM 96 102 93 114 405 88 99 109 106 402 807
4:00 PM 110 113 75 119 417 118 99 107 94 418 835
5:00 PM 93 105 119 104 421 95 118 87 92 392 813
6:00 PM 75 88 76 65 304 82 82 68 64 296 600
7:00 PM 74 87 66 77 304 63 63 53 59 238 542
8:00 PM 49 57 50 43 199 41 35 28 44 148 347
9:00 PM 49 40 26 29 144 31 21 25 21 98 242
10:00 PM 22 17 13 25 77 16 16 11 9 52 129
11:00 PM 17 4 7 5 33 10 10 5 6 31 64
5027 5228
AM% 36.3% AM Peak 984 7:30 am to 8:30 am AM P.H.F. 0.83 PM% 63.7% PM Peak 869 2:15 pm to 3:15 pm PM P.H.F. 0.90 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Walnut Ave 36.31227062
West of Lovers Lane -119.2613053
2 Eastbound Westbound Hourly
Totals
Total 49.0% 51.0%
10255
0 100
200
300
400
500
600
# 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 12 3 5 4 24 5 3 6 4 18 42
1:00 AM 5 3 1 2 11 2 2 2 1 7 18
2:00 AM 2 1 3 1 7 2 2 1 1 6 13
3:00 AM 3 3 2 3 11 5 6 7 7 25 36
4:00 AM 3 4 2 8 17 6 11 14 17 48 65
5:00 AM 7 6 16 24 53 27 23 27 25 102 155
6:00 AM 17 22 33 42 114 34 32 45 65 176 290
7:00 AM 34 39 103 82 258 76 110 128 118 432 690
8:00 AM 82 69 64 52 267 106 71 83 85 345 612
9:00 AM 45 61 42 44 192 66 69 70 62 267 459
10:00 AM 50 48 46 50 194 82 61 79 64 286 480
11:00 AM 65 67 53 71 256 66 69 79 60 274 530
12:00 PM 72 93 58 64 287 56 76 74 73 279 566
1:00 PM 83 64 60 71 278 53 68 90 76 287 565
2:00 PM 74 84 104 95 357 91 115 76 109 391 748
3:00 PM 89 102 100 121 412 67 86 90 76 319 731
4:00 PM 104 107 103 131 445 91 76 79 83 329 774
5:00 PM 104 127 106 118 455 96 94 81 82 353 808
6:00 PM 82 87 82 75 326 84 78 56 64 282 608
7:00 PM 61 88 73 73 295 54 43 50 58 205 500
8:00 PM 62 68 53 36 219 35 35 26 28 124 343
9:00 PM 49 35 32 28 144 29 23 27 16 95 239
10:00 PM 21 18 14 29 82 11 16 8 7 42 124
11:00 PM 19 8 14 4 45 9 8 6 9 32 77
4749 4724
AM% 35.8% AM Peak 768 7:15 am to 8:15 am AM P.H.F. 0.83 PM% 64.2% PM Peak 822 4:45 pm to 5:45 pm PM P.H.F. 0.93 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Walnut Ave 36.31227062
East of Lovers Lane -119.2613053
2 Eastbound Westbound Hourly
Totals
Total 50.1% 49.9%
9473
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 2 1 1 2 6 2 2 0 0 4 10
1:00 AM 2 2 1 0 5 1 1 1 0 3 8
2:00 AM 0 2 0 1 3 0 1 0 0 1 4
3:00 AM 0 1 0 1 2 1 3 2 5 11 13
4:00 AM 3 3 7 3 16 2 3 6 12 23 39
5:00 AM 7 6 10 7 30 7 7 14 13 41 71
6:00 AM 17 12 16 22 67 12 10 19 27 68 135
7:00 AM 15 37 37 65 154 35 44 62 78 219 373
8:00 AM 38 31 21 21 111 69 35 25 33 162 273
9:00 AM 13 14 20 16 63 23 27 30 23 103 166
10:00 AM 15 27 18 12 72 21 17 28 35 101 173
11:00 AM 17 17 24 21 79 26 27 18 31 102 181
12:00 PM 17 27 22 25 91 22 33 37 32 124 215
1:00 PM 22 24 20 20 86 32 31 23 30 116 202
2:00 PM 25 46 23 29 123 22 38 46 30 136 259
3:00 PM 34 34 31 50 149 34 42 36 30 142 291
4:00 PM 39 41 34 44 158 34 37 33 30 134 292
5:00 PM 47 38 36 40 161 37 39 46 36 158 319
6:00 PM 38 28 24 32 122 30 23 23 17 93 215
7:00 PM 22 26 25 23 96 16 19 21 13 69 165
8:00 PM 31 20 17 17 85 13 13 13 12 51 136
9:00 PM 15 8 15 10 48 14 11 8 5 38 86
10:00 PM 6 8 5 6 25 3 6 4 4 17 42
11:00 PM 4 5 2 1 12 1 3 1 4 9 21
1764 1925
AM% 39.2% AM Peak 430 7:15 am to 8:15 am AM P.H.F. 0.75 PM% 60.8% PM Peak 319 5:00 pm to 6:00 pm PM P.H.F. 0.95 Tuesday, September 9, 2025 Clear
24 Hour Count Report
K Ave 36.30601893
west of Pinkham Street -119.2695336
2 Eastbound Westbound Hourly
Totals
Total 47.8% 52.2%
3689
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 1 2 3 1 7 2 3 0 0 5 12
1:00 AM 1 3 1 0 5 1 0 0 0 1 6
2:00 AM 0 2 0 3 5 0 1 0 0 1 6
3:00 AM 0 1 0 0 1 0 2 1 1 4 5
4:00 AM 3 2 4 4 13 2 1 0 5 8 21
5:00 AM 8 5 12 7 32 5 1 11 5 22 54
6:00 AM 14 11 15 20 60 6 3 12 9 30 90
7:00 AM 15 23 32 23 93 22 29 24 48 123 216
8:00 AM 20 15 13 15 63 40 21 12 25 98 161
9:00 AM 13 11 14 10 48 14 13 12 13 52 100
10:00 AM 15 14 9 13 51 12 13 13 16 54 105
11:00 AM 10 9 18 15 52 11 15 13 15 54 106
12:00 PM 14 25 12 12 63 16 20 16 20 72 135
1:00 PM 11 12 12 14 49 17 19 12 22 70 119
2:00 PM 14 18 25 10 67 16 27 24 18 85 152
3:00 PM 21 22 17 29 89 24 19 27 21 91 180
4:00 PM 22 20 25 28 95 25 21 21 23 90 185
5:00 PM 39 26 18 21 104 31 27 26 23 107 211
6:00 PM 24 21 20 14 79 17 16 16 11 60 139
7:00 PM 15 19 17 22 73 9 17 11 5 42 115
8:00 PM 17 13 8 7 45 10 9 12 9 40 85
9:00 PM 8 8 12 8 36 7 5 6 3 21 57
10:00 PM 0 7 3 8 18 5 4 5 3 17 35
11:00 PM 3 4 4 2 13 1 5 1 2 9 22
1161 1156
AM% 38.1% AM Peak 239 7:15 am to 8:15 am AM P.H.F. 0.84 PM% 61.9% PM Peak 220 4:30 pm to 5:30 pm PM P.H.F. 0.79 Tuesday, September 9, 2025 Clear
24 Hour Count Report
K Ave 36.30601893
between Pinkham Street and Lovers Lane -119.2695336
2 Eastbound Westbound Hourly
Totals
Total 50.1% 49.9%
2317
0 20
40 60
80 100
120
140
# 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 0 1 0 2 3 0 0 2 0 2 5
1:00 AM 0 0 1 1 2 0 0 0 0 0 2
2:00 AM 1 0 0 0 1 0 1 0 1 2 3
3:00 AM 1 1 1 1 4 0 1 0 1 2 6
4:00 AM 1 3 2 5 11 0 1 0 0 1 12
5:00 AM 1 5 8 6 20 0 1 0 1 2 22
6:00 AM 2 5 13 11 31 1 2 3 2 8 39
7:00 AM 14 14 22 24 74 4 8 4 4 20 94
8:00 AM 12 8 4 6 30 12 11 4 2 29 59
9:00 AM 4 10 5 4 23 6 3 2 10 21 44
10:00 AM 6 5 8 5 24 6 5 5 4 20 44
11:00 AM 5 3 7 7 22 1 7 9 8 25 47
12:00 PM 8 6 7 5 26 8 4 8 14 34 60
1:00 PM 7 5 5 10 27 4 3 5 8 20 47
2:00 PM 8 5 7 12 32 9 5 19 6 39 71
3:00 PM 9 6 7 8 30 12 10 11 19 52 82
4:00 PM 8 5 7 11 31 5 16 15 12 48 79
5:00 PM 12 9 6 6 33 14 15 16 18 63 96
6:00 PM 9 7 5 9 30 11 10 9 15 45 75
7:00 PM 7 8 10 8 33 8 8 11 7 34 67
8:00 PM 3 8 4 6 21 13 6 5 7 31 52
9:00 PM 2 3 0 0 5 11 5 7 4 27 32
10:00 PM 2 1 2 2 7 4 2 2 5 13 20
11:00 PM 2 0 1 2 5 3 1 1 1 6 11
525 544
AM% 35.3% AM Peak 100 7:15 am to 8:15 am AM P.H.F. 0.89 PM% 64.7% PM Peak 96 5:00 pm to 6:00 pm PM P.H.F. 0.92
Tuesday, September 9, 2025 Clear
24 Hour Count Report
Sunnyside Ave 36.30247982
west of Lovers Lane -119.2613886
2 Eastbound Westbound Hourly
Totals
Total 49.1% 50.9%
1069
0 10
20 30
40 50
60 70
80 # 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 9 2 6 7 24 9 11 0 1 21 45
1:00 AM 1 1 2 2 6 3 2 1 0 6 12
2:00 AM 2 3 0 2 7 0 2 4 4 10 17
3:00 AM 2 6 4 2 14 0 3 2 6 11 25
4:00 AM 0 5 12 6 23 6 10 6 8 30 53
5:00 AM 6 14 18 12 50 15 15 21 29 80 130
6:00 AM 16 35 17 40 108 22 30 43 43 138 246
7:00 AM 27 57 69 68 221 41 54 78 94 267 488
8:00 AM 52 52 43 60 207 122 93 77 75 367 574
9:00 AM 41 44 56 54 195 66 76 71 99 312 507
10:00 AM 70 61 70 66 267 82 82 71 80 315 582
11:00 AM 70 78 70 82 300 95 84 76 103 358 658
12:00 PM 81 88 82 99 350 86 73 85 77 321 671
1:00 PM 84 73 77 97 331 74 74 93 74 315 646
2:00 PM 88 88 99 85 360 70 82 100 84 336 696
3:00 PM 98 83 95 74 350 99 84 128 98 409 759
4:00 PM 93 90 96 92 371 81 103 80 77 341 712
5:00 PM 93 90 90 95 368 96 100 87 74 357 725
6:00 PM 91 87 85 87 350 79 70 71 72 292 642
7:00 PM 83 84 76 78 321 84 60 58 47 249 570
8:00 PM 69 64 53 48 234 45 35 43 34 157 391
9:00 PM 43 41 42 48 174 29 29 17 16 91 265
10:00 PM 23 28 27 17 95 19 19 11 15 64 159
11:00 PM 23 17 8 12 60 16 4 10 7 37 97
4786 4884
AM% 34.5% AM Peak 658 11:00 am to 12:00 pm AM P.H.F. 0.89 PM% 65.5% PM Peak 762 3:30 pm to 4:30 pm PM P.H.F. 0.85 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Caldwell Ave 36.29803933
west of Pinkham Street -119.2692412
2 Eastbound Westbound Hourly
Totals
Total 49.5% 50.5%
9670
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 9 2 4 6 21 11 10 0 2 23 44
1:00 AM 0 1 2 2 5 2 2 1 0 5 10
2:00 AM 2 3 0 1 6 0 2 4 4 10 16
3:00 AM 2 5 4 3 14 0 3 1 6 10 24
4:00 AM 1 6 15 11 33 5 10 6 6 27 60
5:00 AM 6 17 22 12 57 13 11 20 26 70 127
6:00 AM 18 39 14 45 116 24 25 42 43 134 250
7:00 AM 32 60 72 66 230 41 44 79 94 258 488
8:00 AM 51 46 37 56 190 121 94 77 64 356 546
9:00 AM 37 38 53 48 176 64 64 69 96 293 469
10:00 AM 67 57 66 68 258 73 74 62 80 289 547
11:00 AM 67 76 61 82 286 91 80 74 99 344 630
12:00 PM 79 79 77 90 325 85 71 85 68 309 634
1:00 PM 77 70 73 91 311 68 66 90 74 298 609
2:00 PM 81 79 90 84 334 64 78 89 78 309 643
3:00 PM 96 85 83 66 330 85 83 126 97 391 721
4:00 PM 81 81 91 85 338 75 95 83 74 327 665
5:00 PM 83 84 83 77 327 96 90 83 75 344 671
6:00 PM 85 75 82 78 320 74 64 63 74 275 595
7:00 PM 72 71 69 67 279 66 56 52 50 224 503
8:00 PM 65 55 50 42 212 39 30 39 35 143 355
9:00 PM 39 34 42 40 155 28 28 16 12 84 239
10:00 PM 20 25 25 15 85 18 19 12 14 63 148
11:00 PM 19 16 7 12 54 16 3 9 7 35 89
4462 4621
AM% 35.4% AM Peak 630 11:00 am to 12:00 pm AM P.H.F. 0.87 PM% 64.6% PM Peak 721 3:00 pm to 4:00 pm PM P.H.F. 0.86 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Caldwell Ave 36.29805108
between Pinkham Street and Lovers Lane -119.2686296
2 Eastbound Westbound Hourly
Totals
Total 49.1% 50.9%
9083
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 6 6 3 4 19 4 11 1 2 18 37
1:00 AM 1 1 2 3 7 3 2 0 1 6 13
2:00 AM 1 3 2 3 9 1 3 3 2 9 18
3:00 AM 1 2 3 1 7 2 2 4 3 11 18
4:00 AM 4 5 6 14 29 5 10 8 10 33 62
5:00 AM 16 18 15 26 75 11 15 27 39 92 167
6:00 AM 31 37 16 42 126 37 19 48 54 158 284
7:00 AM 31 51 87 79 248 39 47 93 117 296 544
8:00 AM 65 51 33 38 187 115 89 50 49 303 490
9:00 AM 47 31 37 46 161 60 50 65 78 253 414
10:00 AM 57 49 53 62 221 75 69 59 78 281 502
11:00 AM 54 60 52 71 237 71 73 76 70 290 527
12:00 PM 80 76 72 79 307 78 67 63 62 270 577
1:00 PM 64 52 64 80 260 74 61 92 64 291 551
2:00 PM 72 83 92 76 323 59 67 101 68 295 618
3:00 PM 91 94 92 72 349 83 87 148 84 402 751
4:00 PM 76 83 91 79 329 75 85 76 84 320 649
5:00 PM 81 89 79 75 324 104 75 81 78 338 662
6:00 PM 74 73 56 70 273 63 58 49 59 229 502
7:00 PM 72 54 58 53 237 49 43 42 46 180 417
8:00 PM 53 52 47 35 187 42 38 32 23 135 322
9:00 PM 24 30 32 38 124 20 22 21 20 83 207
10:00 PM 25 24 20 10 79 15 12 6 14 47 126
11:00 PM 15 17 5 10 47 10 4 10 8 32 79
4165 4372
AM% 36.0% AM Peak 696 7:30 am to 8:30 am AM P.H.F. 0.89 PM% 64.0% PM Peak 751 3:00 pm to 4:00 pm PM P.H.F. 0.78 Tuesday, September 9, 2025 Clear
24 Hour Count Report
Caldwell Ave 36.29833613
east of Lovers Lane -119.2602976
4 Eastbound Westbound Hourly
Totals
Total 48.8% 51.2%
8537
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 5 11 6 6 28 4 4 7 4 19 47
1:00 AM 3 1 4 2 10 4 1 3 2 10 20
2:00 AM 0 1 2 0 3 1 0 0 4 5 8
3:00 AM 0 1 2 3 6 4 2 3 8 17 23
4:00 AM 0 3 1 5 9 5 5 2 15 27 36
5:00 AM 6 11 15 23 55 7 19 20 25 71 126
6:00 AM 15 26 23 35 99 24 25 39 56 144 243
7:00 AM 31 45 74 83 233 48 51 97 131 327 560
8:00 AM 75 51 45 39 210 141 95 46 45 327 537
9:00 AM 28 39 33 39 139 55 39 53 44 191 330
10:00 AM 44 55 41 49 189 81 46 67 62 256 445
11:00 AM 43 54 59 61 217 71 60 70 50 251 468
12:00 PM 78 63 62 62 265 68 67 88 65 288 553
1:00 PM 75 77 67 77 296 67 64 111 70 312 608
2:00 PM 68 66 81 94 309 74 69 67 72 282 591
3:00 PM 92 102 88 103 385 64 74 154 83 375 760
4:00 PM 85 78 92 88 343 92 89 86 104 371 714
5:00 PM 84 97 95 73 349 85 90 79 91 345 694
6:00 PM 74 71 77 78 300 69 77 51 56 253 553
7:00 PM 75 70 47 50 242 56 45 40 35 176 418
8:00 PM 46 58 30 36 170 29 28 35 22 114 284
9:00 PM 39 21 24 27 111 19 17 10 15 61 172
10:00 PM 26 28 16 20 90 15 8 11 15 49 139
11:00 PM 13 10 5 8 36 2 11 2 1 16 52
4094 4287
AM% 33.9% AM Peak 747 7:30 am to 8:30 am AM P.H.F. 0.86 PM% 66.1% PM Peak 781 3:15 pm to 4:15 pm PM P.H.F. 0.81 Tuesday, October 28, 2025 Clear
24 Hour Count Report
Ave 280 36.29816135
West of Rd 148 -119.2433271
2 Eastbound Westbound Hourly
Totals
Total 48.8% 51.2%
8381
0 50
100
150
200
250
300
350
400
450
# of vehicles
Time Period
Eastbound
Westbound
Metro]affic
~
Data Inc. ---------- ---------------------·
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 10 6 6 27 4 5 8 5 22 49
1:00 AM 2 1 3 2 8 5 1 3 2 11 19
2:00 AM 0 2 2 1 5 1 0 0 4 5 10
3:00 AM 1 1 2 3 7 4 2 4 6 16 23
4:00 AM 0 3 1 6 10 5 5 2 15 27 37
5:00 AM 6 12 12 18 48 8 18 16 23 65 113
6:00 AM 15 26 21 33 95 25 27 41 56 149 244
7:00 AM 33 45 72 74 224 47 49 82 119 297 521
8:00 AM 65 46 38 36 185 124 85 44 42 295 480
9:00 AM 28 39 27 40 134 49 38 52 43 182 316
10:00 AM 39 55 39 44 177 78 47 68 62 255 432
11:00 AM 48 47 58 59 212 72 54 74 50 250 462
12:00 PM 74 65 65 64 268 73 67 88 66 294 562
1:00 PM 75 73 64 81 293 63 71 112 71 317 610
2:00 PM 71 58 79 86 294 76 70 73 76 295 589
3:00 PM 86 94 85 108 373 70 71 148 84 373 746
4:00 PM 93 71 92 84 340 90 93 81 98 362 702
5:00 PM 80 94 91 70 335 91 87 73 93 344 679
6:00 PM 75 77 74 74 300 72 76 52 54 254 554
7:00 PM 73 68 47 48 236 49 44 42 34 169 405
8:00 PM 40 55 28 35 158 26 27 34 21 108 266
9:00 PM 34 19 26 26 105 20 19 11 16 66 171
10:00 PM 24 26 14 19 83 16 8 14 14 52 135
11:00 PM 12 11 6 7 36 3 12 1 2 18 54
3953 4226
AM% 33.1% AM Peak 667 7:30 am to 8:30 am AM P.H.F. 0.86 PM% 66.9% PM Peak 773 3:15 pm to 4:15 pm PM P.H.F. 0.83 Tuesday, October 28, 2025 Clear
24 Hour Count Report
Ave 280 36.29816289
East of Rd 148 -119.2427386
2 Eastbound Westbound Hourly
Totals
Total 48.3% 51.7%
8179
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
Metro]affic
~
Data Inc. ---------- ---------------------·
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 1 0 2 0 0 1 0 1 3
1:00 AM 1 0 1 1 3 0 0 0 0 0 3
2:00 AM 1 0 0 1 2 0 1 0 0 1 3
3:00 AM 0 1 0 1 2 0 0 1 0 1 3
4:00 AM 1 1 0 2 4 1 0 1 1 3 7
5:00 AM 4 3 4 7 18 1 1 2 4 8 26
6:00 AM 6 11 5 14 36 1 3 2 5 11 47
7:00 AM 4 9 23 27 63 5 7 27 34 73 136
8:00 AM 23 17 9 6 55 34 22 3 4 63 118
9:00 AM 8 5 10 3 26 10 3 3 2 18 44
10:00 AM 4 2 5 5 16 3 4 3 1 11 27
11:00 AM 7 11 9 4 31 4 6 6 6 22 53
12:00 PM 8 9 7 6 30 3 9 7 7 26 56
1:00 PM 10 16 14 6 46 10 4 9 7 30 76
2:00 PM 8 12 7 12 39 9 4 7 3 23 62
3:00 PM 18 27 41 12 98 5 12 51 12 80 178
4:00 PM 14 20 13 15 62 11 14 16 17 58 120
5:00 PM 21 15 7 10 53 16 24 14 8 62 115
6:00 PM 7 5 6 1 19 6 9 3 6 24 43
7:00 PM 4 5 2 1 12 3 3 1 2 9 21
8:00 PM 6 7 2 3 18 1 5 2 3 11 29
9:00 PM 4 5 1 0 10 2 0 2 0 4 14
10:00 PM 3 0 2 2 7 0 1 1 2 4 11
11:00 PM 1 1 2 1 5 0 1 0 1 2 7
657 545
AM% 39.1% AM Peak 207 7:30 am to 8:30 am AM P.H.F. 0.85 PM% 60.9% PM Peak 180 3:15 pm to 4:15 pm PM P.H.F. 0.49 Tuesday, October 28, 2025 Clear
24 Hour Count Report
Rd 148 36.29833214
North of Ave 280 -119.2430521
2 Northbound Southbound Hourly
Totals
Total 54.7% 45.3%
1202
0 20
40 60
80 100
120
# of vehicles
Time Period
Northbound
Southbound
Metro]affic
~
Data Inc. ---------- ---------------------·
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 0 0 0 0 1 1 1 3 3
1:00 AM 0 0 1 1 2 1 0 1 0 2 4
2:00 AM 1 0 0 2 3 0 0 0 0 0 3
3:00 AM 1 2 0 3 6 0 1 2 0 3 9
4:00 AM 0 1 0 3 4 0 0 1 1 2 6
5:00 AM 2 5 3 5 15 0 1 0 5 6 21
6:00 AM 6 7 3 8 24 2 1 4 1 8 32
7:00 AM 4 9 14 8 35 2 5 5 12 24 59
8:00 AM 7 6 9 5 27 11 6 8 3 28 55
9:00 AM 6 5 6 4 21 2 2 4 1 9 30
10:00 AM 6 4 4 3 17 7 7 5 4 23 40
11:00 AM 9 7 6 4 26 2 3 8 8 21 47
12:00 PM 6 8 10 6 30 10 6 7 6 29 59
1:00 PM 13 10 8 4 35 9 9 7 2 27 62
2:00 PM 8 4 4 7 23 8 5 12 10 35 58
3:00 PM 9 14 7 15 45 8 4 14 11 37 82
4:00 PM 16 12 10 11 49 3 17 8 11 39 88
5:00 PM 9 10 13 8 40 14 19 18 11 62 102
6:00 PM 5 6 6 5 22 6 3 7 12 28 50
7:00 PM 13 6 3 2 24 7 5 4 4 20 44
8:00 PM 7 8 3 3 21 5 8 4 3 20 41
9:00 PM 1 4 2 1 8 5 3 2 3 13 21
10:00 PM 2 0 0 0 2 2 3 4 0 9 11
11:00 PM 1 2 4 0 7 2 2 0 2 6 13
486 454
AM% 32.9% AM Peak 71 7:15 am to 8:15 am AM P.H.F. 0.89
PM% 67.1% PM Peak 105 4:45 pm to 5:45 pm PM P.H.F. 0.85 Tuesday, October 28, 2025 Clear
24 Hour Count Report
Rd 148 36.29793736
South of Ave 280 -119.2430443
2 Northbound Southbound Hourly
Totals
Total 51.7% 48.3%
940
0 10
20 30
40 50
60 70
# of vehicles
Time Period
Northbound
Southbound
Metro]affic
~
Data Inc. ---------- ---------------------·
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | C
(559) 570-8991
Appendix C: Traffic Modeling
JlB!RAf.f.!f
-=-=-=-=-==-
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 1
[email protected] (559) 570-8991
August 28, 2025
Roberto Brady
Senior Regional Planner
Tulare County Association of Governments (TCAG)
210 N. Church St. Suite B
Visalia, CA 93291
Via E-mail: [email protected]
Subject: Traffic Modeling Request for the Preparation of a Traffic Impact Analysis Support of the Clements Ranch located on the Northeast Quadrant of Lovers Lane and Caldwell Avenue in the City of Visalia (JLB Project 013-028) Dear Mr. Brady,
JLB Traffic Engineering, Inc. (JLB) hereby requests traffic modeling for the above referenced Project located in the City of Visalia. The Project proposes to develop the site with a mix of single-family (292 dwelling units) and multi-family residential (370 dwelling units) on the northeast quadrant of Lovers Lane at Caldwell Avenue in the City of Visalia. Based on information provided to JLB, the Project will require a General Plan Amendment to shift densities within the Project. The Project Site Plan is shown in Exhibit A.

The purpose of the TIA is to evaluate potential on-site and off-site traffic impacts, identify short-term roadway and circulation needs, determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process.

Scenarios:

The following scenarios are requested:

1. Base Year 2015 plus Project Select Zone (with Link and TAZ modifications)

2. Cumulative Year 2046 No Project (with Link and TAZ modifications)

3. Difference between scenarios 1 and 2.

Changes and/or additions to the Model Network or TAZ’s
JLB reviewed the TCAG model network for the Base Year 2015 and Cumulative Year 2046. Based on this review, JLB requests the following Link and TAZ Network modifications. Details on the requested Link and TAZ modifications for the Base Year 2015 and the Cumulative Year 2046 are illustrated in Exhibit B.

JlB
~
IRAf.f!f
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 2
[email protected] (559) 570-8991
Roberto Brady
TCAG Modeling Request (JLB Project No. 013-028)
August 28, 2025
LINK and TAZ MODIFICATIONS (For Base Year 2015 plus Project and Cumulative Year 2046 No Project Scenarios):

1. Modify TAZ 1421 to eliminate its TAZ connector to Lovers Lane.

LINK and TAZ MODIFICATIONS (For Base Year 2015 plus Project Scenario Only):

1. Create TAZ A to be generally located 600 feet east of Lovers Lane and 1,300 feet north of Caldwell Avenue (See Exhibit B). TAZ A shall have one TAZ connector to Lovers Lane.

TAZ A Trip Generation
The trip generation rates for TAZ A were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents the trip generation for TAZ A with trip generation rates for Single Family Detached Housing and Multifamily Housing (Low-Rise). At buildout, TAZ A is estimated to generate approximately 5,248 daily trips, 352 AM peak hour trips and 463 PM peak hour trips
Table I: TAZ A Trip Generation
Note: d.u.= Dwelling Units
If you have any questions or require additional information, please do not hesitate to contact me by phone at (559) 317-6243 or by e-mail at [email protected].

Sincerely,
Matthew Arndt
Project Engineer – Traffic Operations
cc: Jose Benavides, JLB Traffic Engineering, Inc.

Kasia Poleszczuk, TCAG
Z:\01 Projects\013 Visalia\013-028 Clements Ranch TIA\Modeling Request\02 Modeling Request\L20250828 Clements Ranch TIA Modeling Request.docx
Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing
(210) 292 d.u 9.43 2,754 0.70 26 74 53 151 204 0.94 63 37 173 101 274 Multifamily Housing (Low-Rise)
(220) 370 d.u. 6.24 2,494 0.40 24 76 36 112 148 0.51 63 37 119 70 189 Total Project Trips 5,248 89 263 352 292 171 463
JLB I~~~f.f.!f
-=-=-=-=--
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 3
[email protected] (559) 570-8991
Roberto Brady
TCAG Modeling Request (JLB Project No. 013-028)
August 28, 2025
Exhibit A – Project Site Plan
JLB I~~~f.f.!f
-=-=-=-=--
SO. CAL. EDISON
2422 O.R. 693
APN
127-020-038
APN
127-020-034
APN
127-020-039
APN
127-020-022
D.N.
2025-0024224
(PARCEL 2)
SHEET 1 OF 3
R/W Ii.

R/W OVERALL BOUNDARY
J.JJ'
CONSTRUCT CflY

STANDARD ROLL TYPE
CURB AND GUTTER, TYi'.

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7'

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18'
SCALE: 1 • - 1D'
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---EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA

EDISON COMPANY RECORDED IN DOCUMENT
NO. 21605 BOOK 2422 PAGE 510

COUNTY OF TULARE
I
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I 1210 211 21;1 ~~40 141 142 143 144 145 146
1--------------------------------~ 209 I _1_ I_: I
UTLOT M1 EAST UNE OF THE EAST 1/2 OF -~-i----'u=,U-'-TL=..u=-.:.T.:.N:_J ____ ---1-CENTERUNE OF UNDEFINED WIDTH ElECTRIC POLE LINE SEE SHEET a THE souTHWEST v• or sEcnON J , EASEMENT IN FAVOR oF soUTHrnN CAuFoRNIA EDISON ____ S_E_E-SHEET 2 --,----•1 ◄----- COMPANY PER BOOK 1JD4 PAGE JD5. a.R.rc. 21 22
23 24
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SUNNYSIDE A VENUE (TO BE QUITCIAIMED) OUTLOT A, OUTLOT L , 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2
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~= =---------- ~220.00' l,.,, , -----1-----: - • A J4'514t 145 ± - R=1646-0Q L-133.86' R OUTLOT / ~~~EXCEPTION PER BOOK 2B61

OF OFRCIAL RECORDS,
PACE 7DB, O.R. T.C.
-----
1:.==r2s 31, ""'36J.oo·
L-=215,2.:5 CENTERUNE OF CAMERON CREEK 4,""'26'0107 NB5"50'48NE 151.32' ""'164,84'
----- ---- - --- ------------
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______ jEXCEPTION SOUTH 4<J'

COUNTY OF TULARE
---- -
-----
EXCEPTION DOC ND 32970 BK 2B61 SOUTH UN£ OF SECOON J - - - - - - - - - - • PAGE 70B COUNTY OF TULARE

TENTATIVE SUBDIVISION MAP
BEING THE WEST HALF OF THE SOUTHWEST QUARTER OF SECTION 3, T.19S., R.25E., MOUNT DIABLO BASE AND MERIDIAN,
IN THE COUN1Y OF TULARE, STATE OF CALIFORNIA.

RECORD OWNER

HAROLD DEAN CLEMENTS

SUBDIVIDER
BY:

WWW.QKINC.COM
1-B00-955-7599

BAKERSFIELD, CLOVIS, HANFORD, MERCED, PORTERVILLE, VISALJA © COPYRIGHT fJY QUAD KNOPF, INC, UNIIUTHORJZ8J USE PROHIBlfED, D.R. HORTON, AMERICA'S BUILDER
419 W. MURRAY AVENUE
VIS4UA, CA 93231
(559) 6J6-9B5D

LAND SURVEYOR
ANTONIO S. WESTERWND, PLS, CFedS
601 POLLASKY AVE
SUITE J01
CLOVIS, CA 93612
(559)449-2400
LEGEND
ALL DISTANCES SHOWN ARE IN U.S. SLJRV['( FffT AND DECIMALS THEREOF. UNLESS OTHERWISE NOTED.

SUBDIVISION BOUNDARY

PROPOSED CENTERUNE
---- - - -- SECTION WI£

PROPOSED RIGHT DF WAY LINE

EXISTING RIGHT OF WAY

PROPOSED PARCEL LINES

PROPOSED PUBLIC UTIUTY EASEMENT
- - - - - SHEET INDEX LINE
- - --- PHASE LINE

PROPOSED UNITS

MINIMUM LOT SIZES
50' X 100' L015
JB' X 72' LOTS
NO. OF UNfTS
139

UTILITIES
SOUTERN CALfFQRNIA EDISON:

MISAEL /BARRA
2425 S. BLACKSTONE STREIT,
TULARE, CA 9.1274
D: 559-6B4-3532
C: 559-801-1272
misael.iborraOsce.com
= ERIN PECTOL
217 W. ACEQUIA AVENUE,
VISAUA. CA 93291
0: 559-739-6649
C: 559-7J7-16J7
ep85450att.com
15J
SOUTHERN CAL/FORNIA GAS COMPNAY:

JUAN MEJORADO
404 N. TIPTON STRfET,
VISAUA. CA 93292
PHONE: 559-739-2317
JMMejoradoOsocalgas.com
COMCAST;

MICHAEL CORRAL
10J1 N. PLAZA DRfVf,
VISAUA, CA 93291
D: 559-735-2104
C: 559-217-9003
Michael_Corro/Ocomcast.com

LEGAL DESCRIPTION
SITE DRAINAGE;

CITY OF VISALIA WASTEWATER DIVISION
7579 AVf 288,
Y7SALIA, CA 9J277
PHONE: 559-71.1-4465
PROPOSED SEWERAGE;

CITY OF VISALIA WASTEWATER DIVISION
7579 AVf 288,
Y7SALIA, CA 9J277
PHONE: 559-71.1-4465
.11',filB.c

CALIFORNIA WATER SERVICE
216 N. VALLEY (Ml(S DRIVE,
Y7SALIA, CA 9J292
PHONE: 559-624-1600
FIR£ PROTECTION:

CITY OF VISALIA
420 N. BURKE STREIT,
Y7SALIA, CA 9J292
PHONE: 559-71.1-4266
SOUD WASZE COLLECTION;

CITY OF VISALIA
SOLID WAS7E DMS/ON
PHONE: 559-71J-4499
REAL PROPERTY IN THE UNff,JCORPORATED AREA OF THE COUNTY OF TUlARE, STATE OF CALIFORN~. DESCRIBED AS FOLLOWS:

PARCEL 2:

THAT PORTION OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SECTION J, TOWNSHIP 19 SOUTH, RANGE 25 EAST, MOUNT DIABLO BASE AND MERIDIAN, ACCORDfNG TD THE OFRCIAL Pl.AT THEREOF, DESCRIBED AS FOLLOWS:

BEGJNNING 1100 FEET WEST OF THE SOUTHW£ST CORNER OF THE SOUTHWEST QUAJ?TER OF SAID SECTION J; THENCE WEST 220 FEET TO THE SOUTHWEST CORNER OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SAID SECTION J; THENCE NORTH NORTH ALONG THE WEST UN£ OF THE EAST HJ.LF OF THE SOUTHWEST QUAR1ER OF SAID SECTION, 1 BO ROOS TO THE NOfffl-/WEST" CORNER OF THE FAST HALF DF THE SOUTHWEST QUAATER DF SAID SECnON J; THENCE EAST 220 FEET TO A POINT 1100 FEET WEST OF THE NORTHEAST CORNER OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SECTION J; THENCE SOUTH 160 RODS TD THE POINT OF BEGINNING.

EXCEPTING THEREFROM THAT PORTION LYING SOUTH OF THE CENTERLINE OF CAMERON CREEK, AS SAJD CREEK EXISTED ON FEBRUARY J, 1970.

APN: 127-020-020, 127-020-021 AND 127-020-022
NOTES

1. ADDRESS: VACANT LAND, TULARE COUNTY, CA 9.1292

2. DATE: JULY, 2025
J. EX/STING ZONING, WJD USE: R-2 (TULARE COUNTY)

4. EXISTING WJD USE: AE20 - EXCLUSIVE AGRICULTURE, 20-ACRE MINIMUM

5. PROPOSED ZONING, WJD USE: R-1-5 AND R-M-2

6. S1TE AREA: 78.11 ACRES(GRDSS)/J4.51 ACRES(NIT)

7. NO GRADE DIFFERENTIALS MORE OF MORE THAN 6" IS FORESEEN. ANY GRADE DIFFERENTIALS ACROSS EXISTING MD PROPOSED PROPERTY LJNES WILL BE MmGATED PER COUNTY OF TUIARE REQUIREMENTS.

8. PROPOSED SEWER, WATER, CONCRETE CUR8S, GUTTERS, SIDEWALKS, STREETLJGHTS, AND STREET PAVEMENT TD BE INSTALLED PER COUNTY OF TULARE STANDARD SPECIFICATIONS. 9, ALL STREETS WITHIN THIS SUBDMS/ON TO BE OFFERED FDR DEDICAnON FOR PUBLJC STREET PURPOSES.

10. ALL EXISTfNG WATER LINES, SEWERS, AND STORM DRAJNS WILL REMAJN UNLESS OTHERWISE NOTED.

11. ALL EXISTING STRUCTURES ARE TO BE REMOVED. WELLS AND SEPTIC SYSTEMS ARE TO BE ABANDONED PER CITY AND COUNTY STANDARDS.

12. THERE ARE KNOWN UNDERGROUND F'fATURES SUCH AS WELLS wm-1/N THE PROPOSED SUBDMS/ON.
1J. ENTIRE SITE IS SUBJECT TO INUNDATION BY THE 1% ANNUAL CHANCE FLOOD: FLOOD ZONE-X AND ZONE-AE PER PANEL 945 OF 2550, MAP NO, 06107C0945E,

14. THERE ARE NO DUMP SITES ON THIS PROPERTY.

15. EXISTING SERVICE POLES TO BE REMOVED.

16. ALL EXISTING TREES TO BE REMOVED WITHIN THE BOUNDARY DF THE SUBDMSION.

17. RESIDENTIAL BUILDINGS EXIST ONLY ON THE REMAINDER, AND WILL REMAIN UNTIL THE DEVELOPMENT OF SAfD REMAINDER.

18. THIS IS A PHASED SUBDMSION, CONSISTING OF FOUR PHASES WHICH ARE LABELED HEREON.

OUTLOT SCHEDULE
OUTLOTS A, B, £, F; H-P

OUTLOT D AND H

OUTLOT C-WATER WELL

OUTLOT G-STORMWATER BASIN

OUTLOT I
OUTLOTS N, 0, P, AND Q

DUTLOT S
TO BE DEDICATED TO THE CITY OF VISALL4 FOR OPEN SPACE,
PEDESTRIAN, PUBUC LANDSCAPE PURPOSES.

TO BE DEDICATED TO THE CITY OF VISALL4 FOR TRAIL

PURPOSES
TO BE MAINTAJNED BY CITY OF V7SALIA USED FOR WATER
WELL PURPOSES ONLY.

TO BE MAINTAJNED BY CITY OF V7SALIA FOR STORM DRAIN
PURPOSES ONLY.

TO BE DEDICATED TO TULARE COUNTY IRRIGATION DISTRICT

TO BE MAINTAJNED BY HOA
TO BE DEEDED TO SOUTHER CAf.JFORNIA EDISON

TEMPORARY TURNAROUND EASEMENT NOTE
THE AREA SHOWN HEREON A5 iEMPORARY TURNAROUND EASEMENT" IS INTENDED TO FACILITATE VEHICLE ACCESS AND TURNAROUND OU15IDE OF THE HOA DEVELOPMENT UNTIL THE TIME OF DEVflOPMENT OF THE REMAINDER. SEPARATE FROM THIS TSM, A PARCEL MAP IS BEING PROCESSED. INTENTION IS TO OFFER THIS AREA A5 AN 1.0.D. FOR PUBLIC ACCESS Wf1I-I THE PARCEL MAP AND TD HAVE SAID OFFER ACCEPTED BY RESOLUTION AT THE TIME OF DEVfLOPMENT OF TH£ AREA LABELED HEREON AS "PHASE Jw. AT THE TIME OF FUTURE DEVELOPMENT OF THE REMAINDER, SAID EASEMENT WOULD BE ABANDONED.

TEMPORARY ACCESS FOR GARBAGE EASEMENT NOTE
THE AREA SHOWN HEREON A5 iEMPORARY ACCESS FOR GARBAGE EASEMENT" IS INTENDED TO FACILITATE VEHICLE ACCESS TO COllECT GARBAGE. SAID EASEMENT WOULD BE /.B,l,IJDONED AND ABLE TO BUILD ON rr DURING TD-2 PHASE 2.

VICINITY MAP
N.T.S.
;9 EAST WALNUT AVE..WJE
C-----------i==-====---, ~
g
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. ~,~-
AVENUE280

PROJECT SITE
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 4
[email protected] (559) 570-8991
Roberto Brady
TCAG Modeling Request (JLB Project No. 013-028)
August 28, 2025
Exhibit B – Model TAZ Modifications
JLB I~~~f.f.!f
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rnoowrn (Licensed to )
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Appendix D: Methodology
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Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 7th Edition represents the research on capacity and quality of service for transportation facilities.

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

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

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

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

Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. A description of LOS for signalized intersections is found in Table A-1. dlB ~ IR!tf.,s
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Table 1: Signalized Intersection LOS Description (Motorized Vehicle Mode) Level
of
Service
Description
Average
Control
Delay
(Seconds
per Vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is really low and either progression is exceptionally favorable or the cycle length is very short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. ≤10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.
>10.0 to

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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App | D-6
LOS E describes operation at or near capacity. Operations on the freeway or multilane highway at this level are highly volatile because there are virtually no usable gaps within the traffic stream, leaving little room to maneuver within the traffic stream. Any disruption to the traffic stream, such as vehicles entering from a ramp or an access point or a vehicle changing lanes, can establish a disruption wave that propagates throughout the upstream traffic stream. Toward the upper boundary of LOS E, the traffic stream has no ability to dissipate even the most minor disruption, and any incident can be expected to produce a serious breakdown and substantial queuing. The physical and psychological comfort afforded to drivers is poor.

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

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

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

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

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

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

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

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

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

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

Passing, if allowed is essentially impossible.

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

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

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

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Appendix E: Collision Data
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01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd AVENUE 280 Distance (ft) 1584 Direction E Secondary Rd N MARIPOSA AVE NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 012900 Collision Date 20221207 Time 0615 Day WEDPrimary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20221223Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 71 M H HNBD PROC ST E E 2235 RAM 2018 - 3 A 21650 - M G 2 DRVR 36 M H HNBD PROC ST W D 2200 TOYT 1997 - 3 N - M G PASS MINOR 36 F 3 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd AVENUE 280 Distance (ft) 1056 Direction E Secondary Rd ROAD 140 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 020060 Collision Date 20221203 Time 2132 Day SATPrimary Collision Factor IMPROP TURN Violation 22107 Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20221212Weather1 RAINING Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run FELONY Motor Vehicle Involved WithPED Lighting DARK - NO Ped Action IN RD, Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK UNS TURN E A 0100 CHEV - 4 N - B B 2 PED 57 M W HNBD - N 6000 - - 3 O - - - PED SERIOUS 57 M 0 - - - Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd AVENUE 280 Distance (ft) 500. Direction E Secondary Rd ROAD 148 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 020837 Collision Date 20220415 Time 1735 Day FRIPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220418Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 48 M H HNBD PROC ST W A 0700 DODG 2005 - 3 N - L G DRVR MINOR 48 M 1 0 L G 2 DRVR 57 M H HNBD SLOWING W A 0700 GMC 2004 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd AVENUE 280 Distance (ft) 211. Direction E Secondary Rd ROAD 148 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 020612 Collision Date 20220914 Time 0105 Day WEDPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20220926Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 20 F H HBD-UI RAN OFF RD W A 0800 DODG 2000 - 3 A 22107 - M H DRVR SERIOUS 20 F 1 1 M H Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd AVENUE 280 Distance (ft) 1584 Direction W Secondary Rd ROAD 176 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 019697 Collision Date 20220523 Time 1735 Day MONPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220531Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 32 F H HNBD PROC ST W A 0100 NISS 2015 - 3 N - L G 2 DRVR 32 M W HNBD SLOWING W A 0700 TOYT 2007 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

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Visalia City CouncilJuly 20, 2026

Visalia City Council
July 20, 2026