Agenda packet — Lake Elsinore City Council, January 13, 2026 (part 3 of 10)

REPORT TO CITY COUNCIL
To: Honorable Mayor and Members of the City Council
From: Jason Simpson, City Manager
Prepared by: Damaris Abraham, Community Development Director Date: January 13, 2026
Subject: Notice of Decision - Planning Commission Denial of Planning Application No. 2024-08 (Walmart Gas Station) for Conditional Use Permit No. 2024-04 and Commercial Design Review No. 2024-02 for a new Walmart Gasoline Station and Convenience Store Located at 29260 Central Avenue Recommendation
Receive and file the Notice of Decision for Planning Application No. 2024-08 denied by the Planning Commission on December 16, 2025.

Background
Planning Application No. 2024-08 is a request for a Commercial Design Review (CDR No. 2024- 02) and Conditional Use Permit Review (CUP No. 2024-04) to allow and construct a new Walmart brand gasoline station with a convenience store within the southern portion of the existing Walmart Supercenter parking lot.

The proposed gasoline station features an approximately 5,400 square-foot overhead fueling canopy including eight multi-product gasoline pump islands with two dispensers per pump island (16 dispensers total) in addition to a new 1,618 square-foot convenience store. The proposed project would also involve minor exterior site improvements such as new trash enclosure, landscaping, and modifications to the on-site circulation and parking to accommodate the new gasoline station and convenience store.

On October 21, 2025, the Planning Commission (Commission) held a duly noticed public hearing to consider Commercial Design Review (CDR) No. 2024‑02 and Conditional Use Permit (CUP) No. 2024‑04. At the public hearing, the Commission heard the staff presentation on the item, took public comments, asked staff and the applicant questions, and deliberated the proposed project. (Subject Matter 1- 4 words only. Do Not add date or page numbering)

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During deliberations, the Commission expressed concerns about the proposed project, which included:
• Traffic: The potential to exacerbate existing traffic congestion at major intersections along Central Avenue which currently are impacted (e.g. Central Avenue/Cambern Avenue, Central Avenue/Interstate 15 Ramps, Central Avenue/Collier Avenue, and Central Avenue/Dexter Avenue).
• Land Use: The oversaturation of gasoline stations along this major commercial corridor. • Parking: The potential parking impacts to the Walmart parking lot, given that the proposed gasoline station would be located within a portion of the existing parking lot.

The Commission continued the item to the December 2, 2025, Planning Commission hearing with a 5-0 vote to allow the applicant time to address these issues.

At the December 2, 2025 meeting, the applicant team provided supplemental information to address the Commission’s concerns, including a Trip Generation Memo and Photo Report to clarify further that the project’s anticipated traffic would come from internal trips since the gasoline station is proposed to be located within the Walmart parking lot alongside other retail, restaurant, and service uses, many vehicle trips are expected to remain internal to the site. A copy of the December 2, 2025, Report to the Planning Commission is attached (Attachment 1) and provides information concerning the project’s background and a discussion of the request.

The Commission indicated that there still remains a concern with this project exacerbating the existing traffic congestion and parking lot impacts and voted 3-0 (Commissioner Devor absent) to deny CDR No. 2024-02 and CUP No. 2024-04 and directed staff to prepare resolutions with the denial findings.

Staff prepared the resolutions and included findings for the denial consistent with the Planning Commission’s discussion at the October 21, 2025, and December 2, 2025 hearings. At the December 16, 2025, Planning Commission meeting, the Commission voted 4-0 to adopt two (2) resolutions affirming its denial of CDR No. 2024-02 and CUP No. 2024-04. The December 16, 2025, Report to the Planning Commission that includes the two (2) resolutions is included in this report as Attachment 2.

Discussion
The Planning Commission voted 3-0 (Commissioner Devor absent) to deny the project at its regular meeting on December 2, 2025. A member of the public spoke on the item during the public comment period to express their concerns with the proposed project. The applicant was in attendance at the meeting. No written comments were received. At the December 16, 2025, Planning Commission meeting, the Commission voted 4-0 to adopt two (2) resolutions affirming its denial of CDR No. 2024-02 and CUP No. 2024-04.
(Subject Matter 1- 4 words only. Do Not add date or page numbering)

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The Planning Commission’s decision is final, and no action by the City Council is required unless the City Council, by majority vote, elects to review and reconsider the Commission’s decision by ordering the matter set for future noticed public hearing according to Section 17.410.110.F of the Lake Elsinore Municipal Code (LEMC), or the applicant or an interested person files a complete appeal application within 15 days of this notice appearing on the City Council’s Agenda.

Fiscal Impact
The time and cost related to processing this application have been covered by fees paid for by the applicant. No General Fund budgets have been allocated or used in the processing of this application.

Attachments
Attachment 1 – December 2, 2025 PC Report
Attachment 2 – December 16, 2025 PC Report

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REPORT TO PLANNING COMMISSION
To: Honorable Chair and Members of the Planning Commission From: Damaris Abraham, Community Development Director
Prepared by: Sophia Tatlyan, Contract Senior Planner
Date: December 2, 2025
Subject: Planning Application No. 2024-04 (Walmart Gasoline Station) – Commercial Design Review and Conditional Use Permit to Establish a New Walmart Gasoline Station and Convenience Store on an Approximately 1.10-Acre Project Site Within the Existing Walmart Supercenter Retail Center Located at 29260 Central Avenue Applicant: Ryan Alvarez, Kimley Horn & Associates
Recommendation
Provide staff with direction to prepare resolution(s) based on the Planning Commission’s action(s) on Conditional Use Permit No. 2024-04 and Commercial Design Review No. 2024-02 and bring back the draft resolution(s) at the next available Planning Commission meeting as a Consent Calendar item of the agenda for adoption.

Planning Commission Actions
On October 21, 2025, the Planning Commission (Commission) held a duly noticed public hearing to consider Commercial Design Review (CDR No. 2024-02) and Conditional Use Permit (CUP No. 2024-04). At the public hearing, the Commission heard the staff presentation on the item, took public comments, asked staff and the applicant questions, and deliberated on the proposed project.

During deliberations, the Commission expressed the following concerns about the proposed Walmart brand gasoline station with a convenience store:
• Traffic: The potential to exacerbate existing traffic congestion at major intersections along Central Avenue which currently are impacted e.g. Central Avenue/Cambern Avenue, Central Avenue/Interstate 15 Ramps, Central Avenue/Collier Avenue, and Central Avenue/Dexter Avenue.
• Land Use: The oversaturation of gasoline stations along this major commercial corridor.

PA-2024-08 (Walmart Gas Station)

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• Parking: The potential parking impacts to the Walmart parking lot, given that the proposed gasoline station would be located within a portion of the existing parking lot.

To allow the applicant time to address these issues, the Commission continued the item to the December 2, 2025, Planning Commission meeting with a 5-0 vote.

Discussion
During the initial submittal and review of the proposed project, City staff from the Planning Division and Engineering Department expressed concerns with the gasoline station’s design and layout.

Staff discussed the proposed layout’s access points and how it may have adverse impacts on the existing internal circulation within the shopping center, in addition to potential impacts to existing traffic along Central Avenue. The applicant understood and heard City staff’s circulation concerns and modified their site layout to create a more “self-contained” gasoline station. The Design Review plans presented to the Planning Commission at the October 21, 2025, public hearing reflected that modification.

While the Planning Commission discussed their concerns with the current traffic conditions along Central Avenue, it should be noted that a typical TIA must also consider the current traffic conditions without the project, traffic conditions with the project, and traffic conditions with the project and future buildout. Future buildout would also include any planned roadway and/or freeway interchange improvements. It is anticipated that the traffic conditions with the project and future buildout would improve over time as roadway and freeway improvements are constructed and implemented. In the interim, the project would be required to improve traffic signal timings to address their potential immediate traffic impacts.

Planning Division staff also discussed with the applicant the potential parking impacts to the Walmart parking lot. Staff highlighted to the applicant that Walmart is one of the only few major general merchandise retail stores currently in Lake Elsinore that serves the community, and as such, Walmart’s parking lot can get impacted during peak demand times throughout the week, including weekends. Although the proposed gasoline station would remove parking spaces, the applicant was able to relocate these spaces throughout the existing parking lot to ensure the center would still meet its minimum parking requirements. As proposed, the Walmart center would exceed its parking requirements by one space.

Planning Division staff also made the applicant aware of the community’s concern with the lack of diverse retail/commercial uses, given the proliferation of gasoline stations in the City’s commercial areas. There are currently three (3) existing gasoline stations with convenience stores along an approximately 0.25-mile stretch on Central Avenue between Dexter Avenue and Cambern Avenue. In addition, a fourth gasoline station with a convenience store is currently under construction at the Evergreen Development adjacent to the Walmart Supercenter retail center.

The intent of proposing a Walmart brand gasoline station is to offer customers a convenient and lower-cost gasoline option, especially for the Walmart+ Members.

PA-2024-08 (Walmart Gas Station)

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Applicant’s Supplemental Information
To address the Commission’s traffic and parking concerns, the applicant prepared a Trip Generation Memorandum (dated November 14, 2025) to further clarify the project’s anticipated traffic impacts as analyzed in the Traffic Impact Analysis (TIA), which was reviewed and approved by the Engineering Department. In addition, the applicant conducted a site survey of the existing Walmart parking lot and included their observations in a photo report. Both the Trip Generation Memorandum and photo report are included as Attachment 6.

The Trip Generation Memorandum noted that the characteristics of the proposed project site and the surrounding area may further reduce the number of vehicle trips due to “internal capture.” Since the gasoline station is proposed to be located within the Walmart parking lot alongside other retail, restaurant, and service uses, many vehicle trips are expected to remain internal to the site.

Meaning these “internal capture” trips would not add new or more traffic to the existing conditions.

Furthermore, the presence of multiple nearby gasoline stations would disperse demand, reducing overall traffic impacts at each location. In summary, while the approved TIA provides a conservative estimate, actual traffic impacts from the Walmart gasoline station are expected to be lower due to internal trip capture and local market conditions.

The photo report provides a visual parking survey during peak traffic time(s). Weekday photographs were taken on Friday, November 14, 2025, and weekend photographs on Saturday, November 22, 2025, at multiple locations throughout the Walmart parking lot. According to the applicant, these timeframes were selected based on Walmart’s highest transaction volumes for the Lake Elsinore store. Based on the applicant’s parking survey, there appear to be, on average, three (3) to four (4) spaces available for every 10 spaces on a weekday and one (1) space for every 10 spaces available on the weekend during peak periods.

The project location, project description, background, and analysis from the October 21, 2025, Planning Commission staff report are included in this report in the sections below.

Project Location
The project site is located within an existing retail center with a Walmart Supercenter located at 29620 Central Avenue which is bound by Cambern Avenue to the northeast, Third Street to the southwest, and Central Avenue to the northwest. Other retail businesses within the center include Taco Bell, Raising Cane’s, 7-Eleven, and AutoZone. The entire retail center is 17.66-acres in size; however, the proposed gasoline station and convenience store buildings are located on an approximately 1.10-acre area near the southern portion of the larger retail center which includes Assessor Parcel Numbers (APNs) 377-090-053 and 377-090-052. The property is currently zoned as General Commercial (C-2).

PA-2024-08 (Walmart Gas Station)

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Environmental Setting

EXISTING

LAND USE

GENERAL PLAN ZONING
Project
Site
Commercial General Commercial (GC) /
Commercial Mixed Use (CMU)
General Commercial (C-2) /
Commercial Mixed Use (CMU)
North Vacant General Commercial (GC) General Commercial (C-2) South Vacant Commercial Mixed Use (CMU) Commercial Mixed Use (CMU) East Residential Medium Density Residential (MDR) Medium Density Residential (R-2) West Commercial General Commercial (GC) General Commercial (C-2) Table 1: Environmental Setting
Background
On December 1, 2015, the City Council approved a 17.66-acre commercial retail center which included a 154,487 square-foot Walmart Supercenter and 16,000 square feet of retail/restaurant space for the three outlot pads along Central Avenue. More specifically, the City Council approved the following entitlements:
• Commercial Design Review (CDR) No. 2013-09 for the design of the retail center’s new commercial/retail buildings;
• Conditional Use Permit (CUP) No. 2013-06 to allow the Walmart Outdoor Garden Center and Outdoor/Seasonal Display; and
• CUP Nos. 2013-08 and 2013-09 to allow fast-food restaurants with drive-throughs in the outlot pads.

The original entitlements also included an additional CUP (CUP No. 2013-07) for a Walmart brand gasoline station, 3,100 square-foot convenience store, and drive-through carwash that was proposed to be located at the outlot pad along the corner of Central Avenue and Cambern Avenue. However, the City Council denied CUP No. 2013-07 which the Planning Commission had also recommended denial at their meeting on November 3, 2015. The Planning Commission denied said CUP based on their concern as well as the community input during public comments that there is a potential oversaturation of gasoline stations in the City especially along the major commercial corridor on Central Avenue – which the City Council also concurred.

The Walmart Supercenter has been fully developed and in operation in the City since March 2021.

In addition, the retail center includes two drive-through restaurants that are approximately 5,900 square feet and one retail building approximately 7,500 square feet. The total existing outlot development is approximately 13,400 square feet which leaves about 2,600 square feet of retail uses remaining from the originally entitled 16,000 square feet.

Project Description
Planning Application No. 2024-08 is a request for a Commercial Design Review (CDR No. 2024- 02) and Conditional Use Permit Review (CUP No. 2024-04) to allow and construct a new Walmart brand gasoline station with a convenience store within the southern portion of the existing PA-2024-08 (Walmart Gas Station)

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Walmart Supercenter parking lot. The proposed project does not include a drive-through carwash, car repair, or other car maintenance related services.

The proposed gasoline station features an approximately 5,400 square-foot overhead fueling canopy, including eight multi-product gasoline pump islands with two dispensers per pump island (16 dispensers total). The project proposes utilizing the remaining 2,600 square feet of retail to construct a new 1,618 square-foot convenience store in conjunction with the gasoline station. The convenience store is not proposing to sell offsite alcohol at this time, but a separate review process would be required to request that which may be subject to a future public hearing.

The proposed project would also involve minor exterior site improvements such as new trash enclosure, landscaping, and modifications to the on-site circulation and parking to accommodate the new gasoline station and convenience store. The parking lot modifications include removing 61 standard parking spaces, reallocating parking spaces throughout the retail center, re-striping 148 standard spaces to create 172 compact parking spaces, adding 21 new compact parking spaces, and providing additional parking spaces, including accessible spaces near the proposed convenience store entrance.

Analysis
The analysis below provides a discussion of the proposed project’s consistency with the General Plan and the Lake Elsinore Municipal Code (LEMC) including the nonresidential development standards and requirements. In addition, the Design Review Committee, including staff from Planning, Building and Safety, Fire, and Engineering Departments and the Elsinore Valley Municipal Water District, has reviewed the project and have included recommended conditions of approval to ensure compliance with adopted plans, policies, and regulations.

General Plan Consistency
The subject site has General Plan Land Use designations of General Commercial (GC) and is in the Business District. The GC designation provides for retail, services, restaurants, professional and administrative offices, hotels, and motels, mixed-use projects, public and quasipublic uses, and similar and compatible uses with a maximum 0.40 floor area ratio (FAR). This designation aligns with the proposed gasoline station with convenience store in that it provides a service compatible with the surrounding retail and commercial uses. The proposed project involves the construction of a gasoline station and convenience store within the existing Walmart Supercenter parking lot, resulting in a project FAR of 0.21. Therefore, the project is consistent with the General Plan Land Use designations.

Municipal Code Consistency
The current zoning designations of the subject site are C-2 and CMU. The proposed gasoline station and convenience store uses are located entirely within the portion of the property that is within the C-2 zone. Pursuant to LEMC Section 17.124.030 of the C-2 zone, uses subject to a CUP in the C-1 zone also require a CUP in the C-2 zone. Gasoline stations in the C-1 zone are subject to a CUP as indicated in LEMC Section 170.120.030 of the C-1 zone. Pursuant to Section

17.112.090.D, a convenience store in conjunction with a gasoline station is also subject to a PA-2024-08 (Walmart Gas Station)

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CUP. As such, a CUP is required for both the gasoline station and convenience store uses.

The proposed uses have been analyzed for consistency and compliance with the C-2 development standards. Staff reviewed the project plans and have determined that the proposed uses would conform to the C-2 development standards and requirements including parking.

Although the proposed project would remove parking spaces, the project would continue to comply with the minimum parking requirements for both the Walmart Supercenter and proposed uses. Furthermore, the proposed gasoline station has been designed to comply with the Gasoline Dispensing Establishment standards contained in LEMC Section 17.112.090 including the minimum site size, setbacks for the pump islands and canopy, walls, landscaping, and signage.

Refer to Table 2 below for a comparison of the required development standards and proposed project.

Development Standard Required Proposed
Setbacks
Front Yard 20 feet Greater than 30 feet
Gasoline Pump Island 30 feet from any property
line
Greater than 30 feet
Fueling Canopy 20 feet from any property
line
Greater than 30 feet
Maximum Building Height
Fueling Canopy 45 feet 17 feet 8 inches
Convenience Store 45 feet 17 feet 6 inches
Parking1
Gasoline Station/Convenience Store One (1) space per 250 SF = 7 parking spaces
Existing Walmart Supercenter One (1) space per 250 SF
= 618 parking spaces
Total Required 625 parking spaces
626 parking spaces
1Parking calculations shown are only for Walmart and proposed uses. Parking requirements for the outlot uses are calculated and provided separately from Walmart.

Table 2: Development Standards
Architecture and Site Design
The architectural design of the proposed gasoline station and convenience store complies with the Nonresidential Development Standards (Chapter 17.112) of the LEMC. The proposed convenience store building elevations feature a contemporary architectural style that complements the existing Walmart Supercenter. The building elevations incorporate horizontal and vertical lines, articulated through a combination of materials, colors, and signage. The exterior façade utilizes both smooth face and split face concrete masonry units, with stucco finishes in cool-toned palettes—primarily grey with blue accents—mirroring the established Walmart color scheme.

The fueling canopy is designed to integrate with the convenience store and surrounding development, employing clean lines and consistent branding elements. Lighting fixtures, PA-2024-08 (Walmart Gas Station)

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signage, and architectural detailing are coordinated to ensure visual harmony across the site.

Furthermore, the proposed landscaping plan includes drought-tolerant plantings, including trees, shrubs, and ground cover, are strategically placed to soften building edges, provide shade, and break up expanses of pavement. The landscape design supports water-efficient practices and contributes to the overall compatibility of the project with adjacent commercial uses.

Traffic Impact Analysis
A Traffic Impact Analysis (TIA) was prepared by Kimley-Horn and Associates for the project (Attachment 6) since one was required by the Engineering Division. The purpose of the analysis is to assess the project’s potential traffic impacts, if any, to the surrounding road network including existing intersections and roadway segments.

Most intersections are expected to function well, but the following three key locations are projected to experience congestion under future traffic conditions:
• Cambern Avenue at Central Avenue
• I-15 Northbound Ramps at Central Avenue
• I-15 Southbound Ramps at Central Avenue
These deficiencies are primarily due to regional growth and impacts from cumulative development projects within the surrounding vicinity. To address the deficiency at the Cambern Avenue and Central Avenue intersection, the project is conditioned and required to adjust traffic signal timing to improve traffic flows and alleviate delays. In terms of the improvements for the freeway ramp intersections, the project is not required to make direct improvements since the planned I-15/State Route 74 Interchange Improvement Project is expected to alleviate congestion at freeway ramp intersections.

The TIA also analyzed on-site circulation specifically at the driveway entrances to ensure that any vehicle queuing would not impede on-site circulation flow as well as spill off-site onto the public streets. Driveway queuing analysis indicated that Driveway 4 at Dexter Avenue may experience excessive queuing during peak hours, potentially impacting internal circulation. To address this, the project would also be conditioned and required to adjust traffic signal timing at Dexter Avenue and Central Avenue if the interchange improvements are delayed. In addition, the project has also been conditioned to provide a queuing management plan prior to occupying the building. Should the use result in concerns related to parking and traffic, a condition of approval has been included to refer the CUP back to Planning Commission for a subsequent review at a public hearing.

Environmental Determination
Pursuant to CEQA Guidelines Section 15162, staff has determined that the proposed project would not have a significant effect on the environment and no new environmental documentation is necessary because all potentially significant effects have been adequately analyzed in an earlier certified Environmental Impact Report (EIR; SCH No. 2014051093). All potentially significant impacts have been avoided or mitigated pursuant to the earlier certified EIR and none PA-2024-08 (Walmart Gas Station)

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of the conditions described in Section 15162 exist. EIR (SCH No. 2014051093) was adopted by the City Council on December 1, 2015. No substantial changes which require major revisions to the certified EIR exist and no new information of substantial importance which requires revisions to the earlier certified EIR exist. Therefore, no further additional environmental documentation is necessary.

MSHCP Consistency
The Project is consistent with the Western Riverside County Multiple Species Habitat Conservation Plan (MSHCP). The proposed project site is not located in a Criteria Cell and was not required to be processed through the Lake Elsinore Acquisition Process (LEAP) and Joint Project Review (JPR) processes. The project complies with all other applicable requirements of the MSHCP.

Public Notice
Notice of the public hearing has been published in the Press-Enterprise newspaper and mailed to property owners within 500 feet of the subject properties. As of the writing of this report, no written comments concerning these applications have been received by staff.

Attachments
Attachment 1 – Conditions of Approval
Attachment 2 – GIS Exhibits
Attachment 3 – Design Review Package
Attachment 4 – Traffic Impact Analysis
Attachment 5 – CEQA Consistency Analysis
Attachment 6 – Applicant Supplemental Info
Attachment 7 – Public Notice Package
Applicant’s: Page 1 of 18

CONDITIONS OF APPROVAL
PROJECT: PA 2024-08/CUP 2024-04/CDR 2024-02
PROJECT NAME: Walmart Fueling Station and Convenience Store PROJECT LOCATION: APNs: 377-090-052 and 377-090-053
APPROVAL DATE:

EFFECTIVE DATE:

EXPIRATION DATE:

GENERAL

1. Conditional Use Permit (CUP) No. 2024-04 proposes to establish a 16-pump gasolinedispensing station with a 5,419-square-foot overhead fueling canopy, 1,618-square-foot single-story convenience store. Commercial Design Review (CDR) 2024-02 proposes building design and construction of a 5,419-square-foot overhead fueling canopy, 1,618- square-foot single-story convenience store and related parking lot site improvements on an approximately 1.10-acres. The project site is located north of Dexter Avenue and east of Central Avenue (SR-74), identified by Assessor’s Parcel Numbers (APNs) 377-090-052 and 377-090-053.

2. The applicant shall defend (with counsel acceptable to the City), indemnify, and hold harmless the City, its Officials, Officers, Employees, Agents, and its Consultants (Indemnitees) from any claim, action, or proceeding against the Indemnitees to attack, set aside, void, or annul an approval of the City, its advisory agencies, appeal boards, or legislative body concerning the approval, implementation, and construction of CUP 2024- 04, and CDR 2024-02, which action is bought within the time period provided for in California Government Code Sections 65009 and/or 66499.37, and Public Resources Code Section 21167, including the approval, extension, or modification of CUP 2024-04, and CDR 2024- 02 or any of the proceedings, acts or determinations taken, done, or made prior to the decision, or to determine the reasonableness, legality or validity of any condition attached thereto. The Applicant's indemnification is intended to include, but not be limited to, damages, fees and/or costs awarded against or incurred by Indemnitees and costs of suit, claim or litigation, including without limitation attorneys' fees, penalties and other costs, liabilities and expenses incurred by Indemnitees in connection with such proceeding. The City will promptly notify the applicant of any such claim, action, or proceeding against the City. If the project is challenged in court, the City and the applicant shall enter into formal defense and indemnity agreement, consistent with this condition.

3. Within 30 days of project approval, the applicant shall sign and complete an "Acknowledgment of Conditions" and shall return the executed original to the Community Development Department for inclusion in the case records.

PLANNING DIVISION

4. Conditional Use Permit No. 2024-04 shall lapse and become void two years following the date on which the conditional use permit became effective, unless one of the following: (1) prior to the expiration of two years, a building permit related to the conditional use permitis Applicant’s: Page 2 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
issued and construction commenced and diligently pursued toward completion; or (2) prior to the expiration of two years, the applicant has applied for and has been granted an extension of the conditional use permit approval pursuant to subsections (a), (b), and (c) of Lake Elsinore Municipal Code (LEMC) Section 17.415.070.D.2. Subject to the provisions of LEMC Section 17.415.070.I, a conditional use permit granted pursuant to the provisions of this section shall run with the land and shall continue to be valid upon a change of ownership of the site or structure, which was the subject of the Conditional Use Permit application.

5. Commercial Design Review No. 2024-02 shall lapse and become void two years following the date on which the design review became effective, unless one of the following: (1) prior to the expiration of two years, a building permit related to the design review is issued and construction commenced and diligently pursued toward completion; or (2) prior to the expiration of two years, the applicant has applied for and has been granted an extension of the design review approval pursuant to subsections (1) and (2) of Lake Elsinore Municipal Code (LEMC) Section 17.415.050.I.1. Notwithstanding conditions to the contrary, a design review granted pursuant to LEMC Section 17.415.050.I.2 shall run with the land for this twoyear period, subject to any approved extensions, and shall continue to be valid upon a change of ownership of the site, which was the subject of the design reviewapplication.

6. An application for modification, expansion or other change in a Conditional Use Permit shall be reviewed according to the provisions of the Section 17.415.070 of the LEMC, in a similar manner as a new application.

7. Project is required to submit a Queue Management Plan for review and approval prior to issuance of grading permit. Queue Management Plan is required to be approved by the City Traffic Engineer prior to issuance of occupancy.

8. If operation of this use triggers concerns related to parking, noise, traffic, or other impacts, at the discretion of the Community Development Director, this Conditional Use Permit may be referred back to the Planning Commission for subsequent review at a Public Hearing. If necessary, the Commission may modify or add conditions of approval to mitigate such impacts, or may revoke said Conditional Use Permit.

9. The applicant shall provide all project-related on-site and off-site improvements as required by these Conditions of Approval.

10. All Conditions of Approval shall be reproduced on page one of building plans prior to their acceptance by the Building and Safety Division, Community Development Department. All Conditions of Approval shall be met prior to the issuance of a Certificate of Occupancy.

11. All future development proposals shall be reviewed by the City on aproject-by-project basis. If determined necessary by the Community Development Director or designee, additional environmental analysis will be required.

12. Any proposed minor revisions to approved plans shall be reviewed and approved by the Community Development Director or designee. Any proposed substantial revisions to the approved plans shall be reviewed according to the provisions of the Municipal Code in a similar manner as a new application.

13. Provisions of the City's Noise Ordinance (LEMC Chapter 17.176) shall be satisfied during all site preparation and construction activity. Site preparation activity and construction shall not commence before 7:00 AM and shall cease no later than 5:00 PM, Monday through Applicant’s: Page 3 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
Friday. Only finish work and similar interior construction may be conducted on Saturdays and may commence no earlier than 8:00 am and shall cease no later than 4:00 p.m.

Construction activity shall not take place on Sunday, or any Legal Holidays

14. No individual signs are approved as part of this approval. The applicant or designee shall submit an application for a sign permit, pay appropriate fees and receive approval from the Community Development Department for any sign(s) installed at the project site. OR The applicant shall submit a sign program for review and approval of the Planning Commission prior to installation. Sign plans submitted to the City for review shall incorporate City identification signs.

15. Graffiti shall be removed within 24 hours.

16. The entire site shall be kept free from trash and debris at all times and in no event shall trash and debris remain for more than 24 hours.

17. No outside overnight storage of inoperable vehicles shall occur at the site.

18. Since the project is proposed to be completed in phases, unimproved portions of the property should be maintained and kept in good repair as noted on the phasing plan exhibit.

19. All roof mounted or ground support air conditioning units or other mechanical equipment incidental to development shall be architecturally screened or shielded by landscaping so that they are not visible from neighboring property or public streets. Any roof mounted central swamp coolers shall also be screened, and the Community Development Director, prior to issuance of building permit shall approve screening plan.

20. The property address (in numerals at least six inches high) shall be displayed near the entrance and be easily visible from the front of the subject property and public right-of-way.

21. The applicant shall construct trash enclosure(s) with a decorative roof to match the colors, materials and design of the project architecture.

22. If any of the conditions of approval set forth herein fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted, deny or further condition issuance of all future building permits, deny revoke, or further condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation.

Applicant’s: Page 4 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
Prior to Issuance of Grading Permits/Building Permits

23. The applicant shall pay all applicable City fees, including but not limited to Development Impact Fees (DIF) and MSHCP Fees per LEMC Section 16.85, at the rate in effect at the time of payment.

24. All roof mounted or ground support air conditioning units or other mechanical equipment incidental to development shall be architecturally screened or shielded by landscaping so that they are not visible from neighboring property or public streets. Any roof mounted central swamp coolers shall also be screened, and the Community Development Director, prior to issuance of building permit shall approve screening plan.

25. Prior to issuance of Building Permit, the Applicant shall submit a photometric study to the Community Development Department for review and approval. The plan shall ensure that all exterior on-site lighting are shielded and directed on-site so as not to create glare onto neighboring properties and streets or allow illumination above the horizontal plane of the fixture.

26. Prior to the issuance of a Building Permit, all exterior wall mounted and freestanding light fixtures shall be submitted for review and approval by the Director of Community Development, or their designee. Light fixtures shall compliment the architectural style of the buildings onsite.

27. Prior to the issuance of a Building Permit, the color, finish and pattern of all decorative paving onsite shall be submitted for review and approval by the Director of Community Development, or their designee.

28. Prior to issuance of a building permit, Final Landscaping / Irrigation Detail Plans shall be submitted along with appropriate fees for review and approval by the Community Development Director or designee.
a. All planting areas shall have permanent and automatic sprinkler system with 50% plant coverage using a drip irrigation method.
b. Mature specimen trees shall be planted on locations visible from public views. c. All planting areas shall be separated from paved areas with a six inch (6”) high and six inch (6”) wide concrete curb. Runoff shall be allowed from paved areas into landscape areas.
d. Planting within fifteen feet (15’) of ingress/egress points shall be no higher than twentyfour inches (24”). e. Landscape planters shall be planted with an appropriate parking lot shade tree pursuant to the LEMC and Landscape Design Guidelines.
f. No required tree planting bed shall be less than 5 feet wide. g. Root barriers shall be installed for all trees planted within 10 feet of hardscape areas to include sidewalks.
h. Any transformers and mechanical or electrical equipment shall be indicated on landscape plan and screened as part of the landscaping plan. i. The landscape plan shall provide for ground cover, shrubs, and trees and meet all requirements of the City’s adopted Landscape Guidelines. j. All landscape improvements shall be bonded 100% for material and labor for two years from installation sign-off by the City. Release of the landscaping bond shall be requested Applicant’s: Page 5 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
by the applicant at the end of the required two years with approval/acceptance reviewed by the Landscape Consultant and approved by the Community Development Director or Designee.
k. All landscaping and irrigation shall be installed within affected portion of any phase at the time a Certificate of Occupancy is requested for any building. l. Final landscape plan must be consistent with approved site plan. m. Final landscape plans to include planting and irrigation details. n. Final landscape plans shall include drought tolerant planting consistent with Elsinore Valley Municipal Water District standards subject to plan check and approval by the City’s landscape plan check consultant.
o. No turf shall be permitted.
p. Final landscape plans shall include plant palate selection that will complement adjacent properties such as the Launch Pointe.

29. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Community Development Director. If it is determined that the landscaping is not being maintained, the Director of Community Development shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest.

30. The proposed location of on-site construction trailers shall be approved by the Community Development Director or designee. A cash bond of $1,000 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to approval of the Community Development Director or designee. Such trailer(s) shall be fully on private property and outside the public right of way.

31. Prior to building permit issuance, the applicant shall initiate and complete Covenants, Conditions and Restrictions (CC&Rs) which shall be approved by the City. All CC&R documents that address including, but not limited to, reciprocal easements, shall be submitted for review and approval by City Planning, Engineering and the City Attorney and upon City approval shall be recorded. Such documents shall include Covenants, Conditions and Restrictions (CC&Rs).
 All landscaping, all drainage basins, and common areas including but not limited to parking areas and drive aisles, shall be maintained in accordance with the CC&Rs.  Provisions to restrict parking upon other than approved and developed parking spaces shall be written into the CC&Rs for the project.

BUILDING DIVISION
General Conditions

32. Final Building and Safety Conditions. Final Building and Safety Conditions will be addressed when building construction plans are submitted to Building and Safety for review. These conditions will be based on occupancy, use, the California Building Code (CBC), and related codes which are enforced at the time of building plan submittal.

33. Compliance with Code. All design components shall comply with applicable provisions of the 2022 edition of the California Building, Plumbing and Mechanical Codes: 2022 California Applicant’s: Page 6 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
Electrical Code; California Administrative Code, 2022 California Energy Codes, 2022 California Green Building Standards, California Title 24 Disabled Access Regulations, and Lake Elsinore Municipal Code.

34. Disabled Access. Applicant shall provide details of all applicable disabled access provisions and building setbacks on plans to include:
a. All ground floor units to be adaptable.
b. Disabled access from the public way to the entrance of the building. c. Van accessible parking located as close as possible to the main entry. d. Path of accessibility from parking to furthest point of improvement. e. Path of travel from public right-of-way to all public areas on site, such as clubhouse, trach enclosure tot lots and picnic areas.

35. Street Addressing. Applicant must obtain street addressing for all proposed buildings by requesting street addressing and submitting a site plan for commercial or multi-family residential projects or a recorded final map for single- family residential projects. It takes 10 days to issue address and notify other agencies. Please contact Sonia Salazar at [email protected] or 951-674-3124 X 286.

36. Clearance from LEUSD. A receipt or clearance letter from the Lake Elsinore School District shall be submitted to the Building and Safety Department evidencing the payment or exemption from School Mitigation Fees.

37. Obtain Approvals Prior to Construction. Applicant must obtain all building plans and permit approvals prior to commencement of any construction work.

38. Obtaining Separate Approvals and Permits. Trash enclosures, patio covers, light standards, and any block walls will require separate approvals and permits.

39. Sewer and Water Plan Approvals. On-site sewer and water plans will require separate approvals and permits. Septic systems will need to be approved from Riverside County Environmental Health Department before permit issuance.

40. House Electrical Meter. Applicant shall provide a house electrical meter to provide power for the operation of exterior lighting, irrigation pedestals and fire alarm systems for each building on the site. Developments with single user buildings shall clearly show on the plans how the operation of exterior lighting and fire alarm systems when a house meter is not specifically proposed.

At Plan Review Submittal

41. Must submit Grading Plans to Engineering prior to Building. Building will not accept plans if they have not been submitted to Engineering first.

Submitting Plans and Calculations. Applicant must submit to Building and Safety online portal for electronic plan check and permitting:
a. An electrical plan including load calculations and panel schedule, plumbing schematic, and mechanical plan applicable to scope of work.
b. A Sound Transmission Control Study in accordance with the provisions of Section 5.507 of the 2022 edition of the California Building Code.
c. A precise grading plan to verify accessibility for the persons with disabilities.

Applicant’s: Page 7 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
d. Truss calculations that have been stamped by the engineer of record of the building and the truss manufacturer engineer.

Prior to Issuance of Grading Permit(s)

42. Onsite Water and Sewer Plans. Onsite water and sewer plans, submitted separately from the building plans, shall be submitted to Building and Safety for review and approval.

43. Demolition Permits. A demolition permit shall be obtained if there is an existing structure to be removed as part of the project.

Prior to Issuance of Building Permit(s)

44. Plans Require Stamp of Registered Professional. Applicant shall provide appropriate stamp of a registered professional with original signature on the plans. Provide C.D. of approved plans to the Building Division.

Prior to Beginning of Construction

45. Pre-Construction Meeting. A pre-construction meeting is required with the building inspector prior to the start of the building construction.

ENGINEERING DEPARTMENT
General Conditions

46. All new submittals for plan check or permit shall be made using the City’s online Citizen Self-Service Portal (CSSP).

47. All engineering plans shall be prepared by a registered Civil Engineer using the City’s standard title block.

48. All required engineering reports shall be prepared by a State of California registered Civil Engineer, Soils Engineer, or Traffic Engineer, as applicable.

49. All open space and slopes except for public parks and schools and flood control district facilities, outside the public right-of-way shall be owned and maintained by the property owner or property owner’s association.

50. In accordance with the City’s Franchise Agreement for waste disposal & recycling, the applicant shall be required to contract with CR&R, Inc. for removal and disposal of all waste material, debris, vegetation and other rubbish generated both during cleaning, demolition, clear and grubbing or all other phases of construction and during occupancy.

51. Applicant shall submit a detailed hydrology and hydraulic study for review and approval for the sufficient containment and conveyance of the storm water to a safe and adequate point as approved by the City Engineer.

52. The site will accommodate all construction activity, building activity, vehicles, etc. No staging on public streets, or private property belonging to others shall be conducted without the written permission of the property owner.

Applicant’s: Page 8 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025

53. Minimum good housekeeping and erosion and sediment control Best Management Practices (BMPs) shall be implemented.

54. Project is required to submit a Traffic Management Plan for review and approval prior to issuance of grading permit. Traffic Management Plan is required to be approved prior to issuance of occupancy.

FEES

55. Applicant shall pay all applicable permit application and Engineering assessed fees, including without limitation plan check and construction inspection fees, at the prevalent rate at time of payment in full.

56. Applicant shall pay all applicable Mitigation and Development Impact Fees at the prevalent rate at time of payment in full. Fees are subject to change. Mitigation and Development Impact Fees include without limitation:
 Traffic Infrastructure Fee (TIF) – Due prior to Building Permit issuance  Transportation Uniform Mitigation Fee (TUMF) – Due prior to Occupancy

STORM WATER MANAGEMENT / POLLUTION PREVENTION / NPDES
Design

57. The project is responsible for complying with the latest Santa Ana Region National Pollutant Discharge Elimination System (NPDES) Permits as warranted based on the nature of development and/or activity.

58. Final Amended Water Quality Management Plan (WQMP) shall be approved prior to grading plan approval, or issuance of any permit for construction, whichever is first.

59. Parking lot landscaping areas shall be designed to provide for treatment, retention or infiltration of runoff.

60. Project hardscape areas shall be designed and constructed to provide for drainage into adjacent landscape.

61. Project trash enclosure shall be covered, bermed, and designed to divert drainage from adjoining paved areas and regularly maintained.

62. If CEQA identifies resources requiring Clean Water Act Section 401 Permitting, the applicant shall obtain certification through the Santa Ana Regional Water Quality Control Board and provide a copy to the Engineering Department.

63. All storm drain inlet facilities shall be appropriately marked “Only Rain in the Storm Drain” using the City authorized marker.

64. The project site shall implement full trash capture methods/devices approved by the Regional Water Quality Control Board. This shall include installation of connector pipe screens on all onsite and offsite catch basins to which the project discharges.

Applicant’s: Page 9 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
Construction

65. A Storm Water Pollution Prevention Plan (SWPPP) (as required by the NPDES General Construction Permit) and compliance with the Green Building Code for sediment and erosion control are required for this project.

66. Prior to grading or building permit for construction or demolition and/or weed abatement activity, projects subject to coverage under the NPDES General Construction Permit shall demonstrate that compliance with the permit has been obtained by providing a copy of the Notice of Intent (NOI) submitted to the State Water Resources Control Board and a copy of the notification of the issuance of a Waste Discharge Identification (WDID) Number or other proof of filing to the satisfaction of the City Engineer. A copy of the SWPPP shall be keptat the project site, updated, and be available for review upon request.

67. Erosion & Sediment Control – Prior to the issuance of any grading or building permit for construction or demolition, the applicant shall submit for review and approval by the City Engineer, an Erosion and Sediment Control Plan as a separate sheet(s) of the grading plan submittal to demonstrate compliance with the City’s NPDES Program and state water quality regulations for grading and construction activities. A copy of the plan shall be incorporated into the SWPPP, kept updated as needed to address changing circumstances of the project site, be kept at the project site, and available for review upon request.

Post-Construction

68. Prior to the issuance of a certificate of use and/or occupancy, the applicant shall demonstrate compliance with applicable NPDES permits for construction, industrial/commercial, MS4, etc. to include:
 Demonstrate that the project has compiled with all non-structural BMPs described in the project’s WQMP.
 Provide signed, notarized certification from the Engineer of Work that the structural BMPs identified in the project’s WQMP are installed in conformance with approved plans and specifications and operational.
 Submit a copy of the fully executed, recorded City approved Operations and Maintenance (O&M) Plan and Agreement for all structural BMPs or a copy of the recorded City approved CC&R.
 The Operation and Maintenance (O&M) Plan and Agreement and/or CC&R’s shall: (1) describe the long-term operation and maintenance requirements for BMPs identified in the BMP Exhibit; (2) identify the entity that will be responsible for long-term operation and maintenance of the referenced BMPs; (3) describe the mechanism for funding the long-term operation and maintenance of the referenced BMPs; and (4) provide for annual certification for water quality facilities by a Registered Civil Engineer. The City format shall be used.
 Provide documentation of annexation into a CFD for funding facilities to be maintained by the City.
 Demonstrate that copies of the project’s approved WQMP (with recorded O&M Plan or CC&R’s attached) are available for each of the initial occupants. Agree to pay for a Special Investigation from the City of Lake Elsinore for a date twelve (12) months after the issuance of a Certificate of Use and/or Occupancy for the project to verify compliance with the approved WQMP and O&M Plan. A signed/sealed certification from the Engineer of Work dated 12 months after the Certificate of Occupancy will be considered in lieu of a Special Investigation by the City.

Applicant’s: Page 10 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025

UTILITIES

69. All arrangements for relocation of utility company facilities (power poles, vaults, etc.) out of the roadway shall be the responsibility of the applicant, property owner, and/or his agent.

Overhead utilities (34.5 kV or lower) shall be undergrounded (LEMC Section 16.64).

70. Submit a “Will Serve” letter to the City Engineering Department from the applicable water agency stating that water and sewer arrangements have been made for this project and specify the technical data for the water service at the location, such as water pressure, volume, etc. Will Serve letters shall be provided prior to issuance of Grading Permit.

IMPROVEMENTS

71. Project is required to complete the following signal operational improvements prior to issuance of occupancy:
a. Dexter Avenue at Central Avenue – Increase the cycle length to 120 seconds and increase relative green time for phase three (westbound left turn). b. Central Avenue and Cambern – Increase cycle length to 120 seconds, add protected eastbound left turn phasing, add westbound right turn overlap phasing, and increase relative green time for phases four and seven.
c. All updated signal timing sheets shall be provided, reviewed, and approved by the City prior to completion.

72. Project shall ensure above surface facilities and landscape features are installed outside the line of sight of drivers.

73. 10-year storm runoff shall be contained within the curb and the 100-year storm runoff shall be contained within the street right-of-way. When either of these criteria are exceeded, drainage facilities shall be provided.

74. All natural drainage traversing the site shall be conveyed through the site or shall be collected and conveyed by a method approved by the City Engineer. All off-site drainage, if different from historic flow, shall be conveyed to a public facility.

75. Roof drains shall not be allowed to outlet directly through coring in the street curb. Roofs should drain to a landscaped area to maximum extent possible.

76. The site shall be planned and developed to keep surface water from entering buildings (California Green Building Standards Code 4.106.3).

77. All existing storm drain inlet facilities adjacent to the subject properties shall be retrofitted with a storm drain filter; all new storm drain inlet facilities constructed by this project shall include a storm drain filter.

78. A registered State of California Civil Engineer shall prepare the improvement, signing and striping, plans required for this project.

Permitting/Construction

79. As applicable, an encroachment permit shall be obtained prior to any work on City right-ofway. The developer shall submit the permit application, required fees, and executed agreements, security and other required documentation prior to issuance.

Applicant’s: Page 11 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025

80. As applicable, all compaction reports, grade certification, monument certification (with tie notes delineated on 8 ½ X11” Mylar) shall be submitted to theEngineering Department before final inspection of public works improvements will be scheduled and approved.

PRIOR TO GRADING PERMIT

81. Project is required to submit a Traffic Management Plan for review and approval prior to issuance of grading permit.

82. A grading plan signed and stamped by a registered Civil Engineer shall be submitted for City review and approval for all addition and/or movement of soil (grading) on site. The plan shall include separate sheets for erosion control, haul route and traffic control. The grading submittal shall include all supporting documentation and be prepared using City standard title block, standard drawings and design manual.

83. All grading plan contours shall extend to minimum of 50 feet beyond property lines to indicate existing drainage pattern. All natural drainage traversing the site (historic flow) shall be conveyed through the site in a manner consistent with the historic flow or to one or a combination of the following: to a public facility; accepted by adjacent property owners by a letter of drainage acceptance; or conveyed to a drainage easement as approved by the City Engineer.

84. The grading plan shall show that no structures, landscaping, or equipment are located near the project entrances that could reduce sight distance. A Soil/Geotechnical Report is required for any land disturbance. In conjunction, a seismic study shall be submitted to identify earthquake faults, liquefaction and/or subsidence zones present on-site. A certified letter from a Registered Geologist or Geotechnical Engineer shall be submitted confirming the absence of this hazard prior to grading permit.

85. If the grading plan identifies alterations in the existing drainage patterns as they exit the site, a Hydrology and Hydraulic Report for review and approval by City Engineer shall be required prior to issuance of grading permits. All grading that modifies the existing flow patterns and/or topography shall be in compliance with Federal, State and Local law and be approved by the City Engineer.

86. A geotechnical investigation shall be performed on the site to identify any hidden earthquake faults, liquefaction and/or subsidence zones present on-site. A certified letter from a registered geologist or geotechnical engineer shall be submitted confirming the absence of this hazard prior to grading permit. The location of faults, active or inactive shall be shown on the plan sets. A certified geotechnical engineer and/or licensed geologist shall verify compliance with geotechnical recommendations and confirm that geotechnical conditions are consistent with finds in the geotechnical investigation.

87. Applicant shall mitigate to prevent any flooding and/or erosion downstream caused by development of the site and/or diversion of drainage.

88. All natural drainage traversing the site (historic flow) shall be conveyed through the site in a manner consistent with the historic flow or to one or a combination of the following: to a public facility; accepted by adjacent property owners by a letter of drainage acceptance; or conveyed to a drainage easement as approved by the City Engineer.

Permitting/Construction
Applicant’s: Page 12 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025

89. Applicant shall execute and submit grading and erosion control agreement, post grading security and pay permit fees as a condition of grading permit issuance.

90. No grading shall be performed without first having obtained a Grading Permit. A grading permit does not include the construction of retaining walls or other structures for which a Building Permit is required.

91. A preconstruction meeting with the City Engineering Inspector (Engineering Land Development Department) is required prior to commencement of any grading activity.

92. Hauling in excess of 5,000 cubic yards shall be approved by the City Council (LEMC

15.72.065). Prior to commencement of grading operations, applicant shall provide to the City a map of all proposed haul routes to be used for movement of export material. All such routes shall be subject to the review and approval of the City Engineer. Haul route shall be submitted prior to issuance of a grading permit.

93. All grading shall be done under the supervision of a licensed geotechnical engineer. Slopes steeper than 2 to 1 shall be evaluated for stability and proper erosion control and approved by the City.

94. Review and approval of the project sediment and erosion control plan shall be completed.

As warranted, a copy of the current SWPPP shall be kept at the project site and be available for review upon request.

95. Approval of the project Final Water Quality Management Plan (WQMP) for post construction shall be received prior to issuance of a grading permit.

96. As, applicable applicant shall obtain applicable environmental clearance from the Planning Department and submit applicable clearance document to the Engineering Department. This approval shall specify that the project complies with any and all required environmental mitigation triggered by the proposed grading activity.

PRIOR TO BUILDING PERMIT

97. Provide soils, geology and seismic report, including recommendations for parameters for seismic design of buildings, and walls prior to building permit.

PRIOR TO OCCUPANCY / FINAL APPROVAL

98. Traffic Management Plan shall be approved prior to issuance of occupancy.

99. Signal operational improvements shall be completed and the signal timing sheets shall be provided to the City.
100. Proof of acceptance of maintenance responsibility of slopes, open spaces, landscape areas, and drainage facilities shall be provided.
101. As applicable, applicant shall provide a digital copy of the amended Covenants, Conditions, and Restrictions (CC&Rs) to the Engineering Department prior to first occupancy.
102. In the event of the damage to City roads from hauling or other construction related activity, applicant shall pay full cost of restoring public roads to the baseline condition. 103. Applicant shall pay all outstanding applicable processing and development fees prior to occupancy and/or final approval.

Applicant’s: Page 13 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
104. Applicant shall submit documentation pursuant to City’s Security Release handout. 105. As applicable, applicant shall submit as-built all Engineering Department approved project plan sets. After City approval of paper copy, the developer/owner is responsible for revising the original mylar plans. Once the original mylars have been approved, the developer shall provide the City with a digital copy of the “as-built” plans in .tif format.

CITY OF LAKE ELSINORE FIRE MARSHAL
106. The applicant or developer shall provide fire hydrants in accordance with the following:
 Prior to placing any combustibles on site, provide an approved water source for firefighting purposes.
107. In all new buildings and structures which are 5,000 square feet or greater, an approved automatic sprinkler system shall be provided regardless of occupancy classification. Where Sections 903.2.1 – 903.2.21 of the California Fire Code have more restrictive requirements than those listed below, the more restrictive requirements shall take precedence. 108. Prior to issuance of Building Permits, the applicant/developer shall provide the Office of the Fire Marshal with an approved site plan for Fire Lanes and signage. (CFC 501.3) 109. Prior to issuance of Certificate of Occupancy, approval shall be required from the Office of the Fire Marshal to maintain, store, use, or handle hazardous materials regulated by the fire code and to install equipment used in connection with such activities. (CFC 105)

DEPARTMENT OF ADMINISTRATIVE SERVICES
Annex into the City of Lake Elsinore Community Facilities District No. 2015-2 (Maintenance Services)
110. Prior to issuance of a grading permit, the applicant shall submit an application to the Department of Administrative Services to initiate the annexation process into the Community Facilities District No. 2015-2 (Maintenance Services) or current Community Facilities District in place at the time of annexation to fund the on-going operation and maintenance of the public right-of-way landscaped areas and neighborhood parks to be maintained by the City and for street lights in the public right-of-way for which the City will pay for electricity and a maintenance fee to Southern California Edison, including parkways, street maintenance, open space and public storm drains constructed within the development and federal NPDES requirements to offset the annual negative fiscal impacts of the project. The annexation process shall be completed prior to issuance of the first certificate of occupancy for the project. Alternatively, the applicant may propose alternative financing mechanisms to fund the annual negative fiscal impacts of the project with respect to Maintenance Services.

Applicant shall make a non-refundable deposit of $15,000 or at the current rate in place at the time of annexation toward the cost of annexation, formation or other mitigation process, as applicable.

MITIGATION MONITORING AND REPORTING PROGRAM
111. The applicant shall comply with all mitigation measures identified in the Mitigation Monitoring & Reporting Program (Resolution No. 2015-087) (SCH # 2014051093).

Applicant’s: Page 14 of 18
Conditions of Approval
PA 2024-08/CUP 2024-04/CDR 2024-02
PC: October 21, 2025
I hereby state that I acknowledge receipt of the approved Conditions of Approval for the above named project and do hereby agree to accept and abide by all Conditions of Approval as approved by the City Council of the City of Lake Elsinore on TBD. I also acknowledge that all Conditions shall be met as indicated.

Date:

Applicant’s Signature:

Print Name:

Address:

Phone Number:

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Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
LEGEND
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

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©

FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

DESIGN CIVIL DEMOLITION PLAN
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NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
LEGEND
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

FIRE DEPARTMENT CIRCULATION
NORTH

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FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
LEGEND
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

DESIGN CIVIL SITE PLAN

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©

FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE., CA 92532

DESIGN CIVIL GRADING PLAN
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COMPACT
©

FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE., CA 92532

DESIGN UTILITY PLAN
NORTH

UTILITY LEGEND
SEWER

DOMESTIC WATER

OTHER UTILITY NOTES

STORM DRAIN

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

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COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT

COMPACT

COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT ©

FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
LEGEND
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

DESIGN CIVIL TRUCK TURN PLAN
NORTH

VICINITY MAP
SCALE: 1"=800'
NORTH

BOLLARDS - SEE
CIVIL PLANS (TYP.)
TRASH ENCLOSURE - SEE CIVIL PLANS (TYP.)
AIR AND WATER STATION - SEE CIVIL PLANS (TYP.)

VAPOR RECOVERY LOCATION/PAD - SEE
CIVIL PLANS (TYP.)
LIGHT POLE - SEE CIVIL PLANS (TYP.)
EXISTING TREE TO REMAIN, PROTECT IN PLACE (TYP.)
STOP SIGN - SEE CIVIL PLANS (TYP.)
FUEL CANOPY - SEE CIVIL PLANS (TYP.)

UNDERGROUND GAS TANKS - SEE
CIVIL PLANS (TYP.)

PROPERTY LINE

LIMIT OF LANDSCAPE IMPROVEMENTS
EASEMENT (TYP.)
TRANSFORMER - SEE CIVIL PLANS (TYP.)
SYMBOL QTY BOTANICAL / COMMON NAME CONT HEIGHT/SPREAD CAL. WUCOLS TREES
21 EXISTING TREE / TO REMAIN - - - -
2 EXISTING TREE TO BE REMOVED - - - -
7 GLEDITSIA TRIACANTHOS F. INERMIS / THORNLESS HONEY LOCUST 24" BOX 7`-8` HT. X 2`-3` SPR. 1" CAL. LOW 4 MAGNOLIA GRANDIFLORA / SOUTHERN MAGNOLIA 15 GAL. 7`-8` HT. X 2`-3` SPR. 1" CAL. MODERATE SYMBOL QTY BOTANICAL / COMMON NAME CONT. SPACING WUCOLS MATURE SIZE SHRUBS
15 AGAVE PARRYI / PARRY'S AGAVE 5 GAL. 3` O.C. LOW
25 CALLISTEMON VIMINALIS 'LITTLE JOHN' / LITTLE JOHN WEEPING BOTTLEBRUSH 5 GAL. 5` O.C. LOW 25 LANTANA MONTEVIDENSIS / PURPLE TRAILING LANTANA 5 GAL. 4` O.C. LOW 38 MUHLENBERGIA RIGENS / DEER GRASS 5 GAL. 3` O.C. MODERATE 30 OLEA EUROPAEA `MONTRA` / LITTLE OLLIE® OLIVE 5 GAL. 5` O.C. LOW 29 RHAPHIOLEPIS INDICA `BALLERINA` / BALLERINA INDIAN HAWTHORN 5 GAL. 4` O.C. MODERATE 50 ROSMARINUS OFFICINALIS 'PROSTRATUS' / DWARF ROSEMARY 5 GAL. 4` O.C. LOW VINES
2 FICUS PUMILA / CREEPING FIG 5 GAL. 96" O.C. MODERATE
SYMBOL QTY BOTANICAL / COMMON NAME CONT. SPACING WUCOLS

GROUND COVERS
4,952 SF 2"-4" CRUSHED ROCK TO MATCH EXISTING - - -
©

FOR REVIEW ONLY

NOT FOR
Kimley-Horn and Associates, Inc.

C 87934 CONSTRUCTION
SCALE: 1" = 20'

WHEN PRINTED AT FULL
SIZE 24"X36"
NORTH
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE, LAKE ELSINORE CA 92532

PRELIMINARY LANDSCAPE PLAN

VICINITY MAP
N.T.S.

CONCEPT PLANT SCHEDULE
IRRIGATION NOTE:

AN AUTOMATIC IRRIGATION SYSTEM SHALL BE INSTALLED TO PROVIDE 100% COVERAGE FOR ALL PLANTING AREAS SHOWN ON THE PLAN. THE WATER SUPPLY FOR THIS SITE IS A POTABLE WATER CONNECTION AND AN EXISTING IRRIGATION METER WILL BE UTILIZED FOR THE SITE EXPANSION. LOW VOLUME EQUIPMENT SHALL PROVIDE SUFFICIENT WATER FOR PLANT GROWTH WITH NO WATER LOSS DUE TO WATER CONTROLLERS, AND OTHER NECESSARY IRRIGATION EQUIPMENT. ALL POINT SOURCE SYSTEM SHALL BE ADEQUATELY FILTERED AND REGULATED PER THE MANUFACTURER'S RECOMMENDED DESIGN PARAMETERS. ALL IRRIGATION IMPROVEMENTS SHALL FOLLOW THE GUIDELINES SET FORTH BY THE CITY OF LAKE ELSINORE MUNICIPAL CODE.

I HAVE COMPLIED WITH THE CRITERIA OF THE WATER EFFICIENT LANDSCAPE ORDINANCE AND APPLIED THEM FOR THE EFFICIENT USE OF WATER IN THE LANDSCAPE AND IRRIGATION DESIGN PLAN.

RANDALL A. KOPFF JR, LLA 6633
LANDSCAPE NOTE:

THE SELECTION OF PLANT MATERIAL IS BASED ON CLIMATIC, AESTHETIC, AND MAINTENANCE CONSIDERATIONS. ALL PLANTING AREAS SHALL BE PREPARED WITH

APPROPRIATE SOIL AMENDMENTS, FERTILIZERS AND APPROPRIATE SUPPLEMENTS BASED UPON A SOILS REPORT FROM AN AGRICULTURAL SUITABILITY SOIL SAMPLE TAKEN FROM THE SITE. DECOMPOSED GRANITE SHALL FILL IN BETWEEN SHRUBS TO SHIELD THE SOIL FROM THE SUN, EVAPOTRANSPIRATION, AND RUN-OFF. ALL SHRUB BEDS SHALL BE MULCHED TO A 3" DEPTH TO HELP CONSERVE WATER, LOWER SOIL TEMPERATURE, AND REDUCE WEED GROWTH. THE SHRUBS SHALL BE ALLOWED TO GROW IN THEIR NATURAL FORMS. ALL LANDSCAPE IMPROVEMENTS SHALL FOLLOW THE GUIDELINES SET FORTH BY THE CITY OF LAKE ELSINORE MUNICIPAL CODE.

PARKING LOT TREES

PARKING LOT TREE REQUIREMENTS
1 TREE PROPOSED FOR EVERY 5 PARKING SPACES
13 PARKING SPACES / 5 PER TREE = 2 TREES
PROVIDED = 2 TREES

Page 1 of 1 ends

Date:1/29/2025
The magnitude of the differences betweendetailed analysis methods and fieldmeasurements varies. In general, differencesof less than 20% can be expected, but in extremecases, where a calculation method cannot handlethe complexity of the lighting system, they maybe greater. A more complete discussion of theuncertainties is available.

ANSI / IES LS-6-20
Lighting Science: Calculation of Light and its Effects
Designer: Joshua Watkins
Drawing #:

Provided BY:

Application Solution Center
[email protected] Parkland Blvd,Mayfield Heights, OH 44124Provided for:

Antonio Flores
Kimley-Horn
Walmart #2077 Lake Elsinore, CA Fuel Station
A250139A
GE EVOLVE LED AREA LIGHT (EALS) 5000K CCT
MOUNTING HEIGHT - 30 FT POLES, FT WALL MTD.

AT EXISTING LUMINAIRE LOCATIONS
TARGET: HIGH CRIME SPEC
10'x10' CALCULATION GRID SPACING
HORIZONTAL POINTS AT GRADE. VERTICAL POINTS AT 5' AFG.
50,000 HOURS SHOWN
A250139-Walmart #2077 Lake Elsinore, CA Fuel Station.AGI LED STATISTICS SHOWN ARE AT 50000 HOURS L93 RATING (~12 YEARS @ 12 HRS/DAY)L93 = OPERATING HOURS AT WHICH AN AVERAGE OF 7% OF INITIAL LUMENS HAVE BEEN LOST IN A TESTED POPULATION OF LED PLATFORMS.

THE POPULATION STILL EMITS 93% OF INITIAL LUMENS. THE LUMINAIRE HAS NOT FAILED. IT IS STILL OPERATING WITH A REDUCED LIGHT OUTPUT.IN COMPARISON, NON-LED LUMINAIRES ARE RATED WITH MEAN LUMENS MEASURED AT 40-50% OF RATED LIFE, DEPENDING ON TECHNOLOGY, AND RATED LIFE OF B50, WHERE B50 = OPERATING HOURS AT WHICH 50% OF A TESTED POPULATION OF LAMPS HAVE FAILED.

PROPERTY LINES BASED OFF PROVIDED LIGHTING RETROFIT SURVEY AND GOOGLE EARTH PRO. CALCULATION AREAS TREATED AS OPEN ANDEMPTY. NO TREES ARE CONSIDERED IN THE DESIGN, ACTUAL VALUES MAY VARY FROM CALCULATED VALUES SHOWN.

Luminaire ScheduleSymbol Qty Label Arrangement LLF Description Calculation SummaryLabel
Arr. Watts Arr. Lum. Lumens BUG Rating CalcType Units Avg Max Min Avg/Min Max/Min Fuel Zone Illuminance Fc 1.73 7.7 0.1 17.30 77.00
2 D1H4_30 D180 0.837 2-EALS035H4AF750NDD1BLCKF 27ft pole on 3ft base 280 40000 B3-U0-G31 T1H4_30 3 @ 90° 0.837 3-EALS035H4AF750NDD1BLCKF 27ft pole on 3ft base 420 60000 B3-U0-G3 Scale: 1 inch= 25 Ft.

VA
N
E C
C
C
C
C
C
C
C
B
FP
B
FP
Existing LED poles to remainand cover all low points shown Existing LED poles to remainand cover all low points shown Existing LED pole to remainand cover all low points shown D1H4_30
D1H4_30
T1H4_30

1.9 2.4 2.5 3.5 0.8 0.4

2.0 3.3 9.1

1.7 3.2 9.1 7.1 3.0

3.6 3.0

1.7 8.0 4.0 3.0

2.3 2.5

1.6 0.3

9.0 0.1 0.1 0.1 1.1 1.1 2.1

0.2 1.7

5.1 8.1 4.2 5.1 4.2 4.3 0.4 7.3 4.0 3.2 1.2 8.0

4.3 1.5

7.7 4.6

9.1 2.2 1.2 7.0 5.0 3.0

1.81.7 1.8

5.7 0.6

4.1 5.1 6.0 4.0 3.0

2.0 1.51.8

2.0 6.3 1.3 6.2 4.2

8.2 5.2 7.0 4.0 3.0

4.4 1.92.6

6.5 5.4 4.3

1.2 4.2 3.2 7.0 4.0 3.0

2.3 2.1 4.1 5.0 8.1 0.2 0.2 0.2 9.1 4.1

1.8 3.0 3.0 4.0 7.0 6.0

4.1 3.1 0.1 6.0 3.0 2.0

1.0 0.9

3.6 1.5

2.1 2.1 2.1 1.1 9.0 8.0 7.0

1.2 1.0

0.9 2.0 3.0 3.0 4.0 5.0 7.0

4.0 2.0

2.2 1.1

0.4 2.0

6.0 6.0 6.0 7.0 8.0 0.1 6.2 4.1 8.1

0.2 3.2

6.3 5.4 1.4 4.4 9.3 4.2 1.2 5.1 8.0

0.50.3 2.5

0.5 4.0 5.0 6.0 8.0 1.1 4.1 5.1

1.9 0.4 2.2

9.2 2.3 8.2 8.1 7.1 3.1 7.0 4.0 2.0

0.4 1.6

3.0 4.0 4.0 6.0 8.0

5.0 3.0 2.0

2.8 1.5

2.3 0.1 5.1 7.1 9.1 8.2 8.2 7.2 9.0 9.2 1.2

1.1 4.0 4.0 6.0 9.0 3.1 0.2 2.2 6.2

7.2 2.4 9.1 2.1 3.4 2.4 3.4 0.3 2.2 9.1 6.0 2.0

0.3 0.3

1.5 0.6

9.1 9.1 6.1 2.1 1.1 7.0 5.0 3.0

0.2 1.9

0.2 1.0 2.0 2.0 3.0 5.0 7.0 1.1 3.1

0.2 2.0

2.1 4.2

2.0 3.0

3.1 2.1 8.0 5.0 3.0 2.0

0.2 2.2

0.4 3.0 4.0 5.0 8.0 2.1 4.1 6.1 6.1 1.2 1.2

3.7 2.8

8.1 9.1 3.2 3.2 2.2 6.0 4.0 2.0

3.83.2 3.0

9.2 1.2 7.1 6.1 0.1 6.0 3.0 2.0

4.2 2.6

6.2 7.7 3.6

5.1 5.1 6.1 5.1 6.0 4.0 3.0

4.5 4.3

2.9 7.5

8.1 9.1 1.2 2.2 2.2 6.0 4.0 3.0

1.6 0.9

2.7 8.0 8.0 3.2 2.4 8.3 6.3 2.4 8.2 1.2 2.0 3.0 0.2 2.1

1.2 0.2 1.1 6.0 3.0 2.0

4.5 2.6

3.0 9.2 7.2 3.2 0.2 2.2

2.1 6.0 4.0 2.0

0.6 2.2

3.8 5.1 5.1 4.1 5.2 9.2 3.4 4.4 0.2 2.4 3.4

0.2 0.3 0.3 0.4 0.1 0.2 0.2 0.3 0.5 0.1 0.1 0.2 0.2 0.3 0.5 0.1 0.2 0.3 0.4 0.2 0.3 0.1 0.1 0.10.20.30.3 0.4 0.4 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.6 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.9 0.8 1.1 1.2 1.0 1.2 1.5 1.6 1.4 1.0 1.3 1.7 2.1 2.3 2.0 1.5 1.8 2.4 3.0 3.2 2.7 3.2 3.9 4.1 3.4 4.4 4.5 4.1 3.2 1.6 1.2 4.6 4.2 3.4 2.5 1.7 1.3 1.1 3.6 2.9 2.1 1.6 1.3 1.1 1.0 2.1 1.7 1.4 1.2 1.1 1.0 1.0 1.3 1.1 1.1 1.0 1.0 0.9 1.0 1.0 1.0 0.9 0.9 1.0 0.9 0.9 0.9 1.0 1.2 1.5 0.8 0.9 1.1 1.5 1.9 0.8 1.1 1.5 2.0 0.9 1.3 1.7 2.1 0.9 1.3 1.7 1.9 1.0 1.3 0.9 1.4 1.0 0.8 1.0 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.9 1.3 0.7 0.8 1.0 1.4 1.8 1.1 0.8 0.9 1.2 1.7 1.9 1.4 0.9 0.7 1.1 1.6 2.1 2.4 2.2 1.8 1.3 0.9 0.7 0.5 0.7 0.9 1.3 1.7 2.2 2.3 1.9 1.5 1.1 0.8 0.6 0.5 0.6 0.8 1.1 1.4 1.8 1.9 1.5 1.2 0.9 0.7 0.4 0.5 0.5 0.7 0.9 1.2 1.4 1.4 1.3 1.0 0.4 0.5 0.7 0.8 1.0 1.1 1.2 1.1 0.5 0.7 0.8 0.9 1.0 1.1 1.0 0.7 0.8 0.9 1.1 1.1 1.0 0.5 0.6 0.8 1.0 1.2 1.3 1.2 0.4 0.5 0.7 0.9 1.2 1.5 1.7 1.5 1.2 0.4 0.4 0.6 0.8 1.0 1.4 1.8 2.1 1.9 1.5 0.4 0.5 0.6 0.9 1.3 1.7 2.1 2.4 2.3 0.5 0.7 1.0 1.4 2.0 2.3 2.5 0.7 0.9 1.3 1.8 2.2 0.8 1.0 REVISIONS No. DATE

FUEL STATION
LAKE ELSINORE, CA STORE #2077

WALMART REAL ESTATE BUSINESS TRUST
©
PHOTOMETRIC SITE PLAN PH1.1

NOT FOR

CONSTRUCTION
NORTH
REVISIONS No. DATE

FUEL STATION
LAKE ELSINORE, CA STORE #2077
WALMART REAL ESTATE BUSINESS TRUST ©
LIGHT FIXTURE CUTSHEETS PH2.0

NOT FOR

CONSTRUCTION

Traffic Impact Analysis
For the:

Proposed Walmart Fuel Station
In the City of Lake Elsinore

August 2025

TRAFFIC IMPACT ANALYSIS

FOR THE PROPOSED

WALMART FUEL STATION

IN THE CITY OF LAKE ELSINORE
Prepared by:

Kimley-Horn and Associates, Inc.
1100 Town and Country Road, Suite 700
Orange, California 92868
August 2025
TABLE OF CONTENTS Page
INTRODUCTION ....................................................................................................................................................................... 1 Purpose and Study Objectives....................................................................................................................................... 1 Project Overview ................................................................................................................................................................ 1 ANALYSIS SCENARIOS AND METHODOLOGY ............................................................................................................. 4 Analysis Scenarios ............................................................................................................................................................. 4 Intersection Analysis – HCM Methodology .............................................................................................................. 4 Level of Service Standards .............................................................................................................................................. 6 Thresholds of Significance .............................................................................................................................................. 6 STUDY AREA .............................................................................................................................................................................. 6 AREA CONDITIONS ................................................................................................................................................................. 7 Existing Street System ...................................................................................................................................................... 7 Transit Service ..................................................................................................................................................................... 9 Existing Traffic Volumes ................................................................................................................................................. 9 Peak Hour Operating Conditions .......................................................................................................................... 10 Opening Year 2026 Conditions ........................................................................................................................................ 10 Peak Hour Operating Conditions ............................................................................................................................... 10 PROJECT TRAFFIC ................................................................................................................................................................ 15 Project Trip Generation ................................................................................................................................................. 15 Trip Distribution and Assignment............................................................................................................................. 15 OPENING YEAR 2026 PLUS PROJECT CONDITIONS ............................................................................................... 21 Peak Hour Operating Conditions ............................................................................................................................... 21 CUMULATIVE CONDITIONS .............................................................................................................................................. 24 Cumulative Projects ........................................................................................................................................................ 24 Opening Year 2026 Cumulative .................................................................................................................................. 24 Peak Hour Operating Conditions .......................................................................................................................... 24 Opening Year 2026 Cumulative with Project ....................................................................................................... 30 Peak Hour Operating Conditions .......................................................................................................................... 30 I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT ............................................. 33 RECOMMENDED IMPROVEMENTS ................................................................................................................................ 34 Opening Year 2026 Cumulative with Project ....................................................................................................... 34 DRIVEWAY QUEUING ANALYSIS .................................................................................................................................... 39 Driveway Queue Mitigation ......................................................................................................................................... 41 OFF-SITE (I-15 OFF RAMPS) QUEUING ANALYSIS .................................................................................................. 41 SITE ACCESS AND CIRCULATION ................................................................................................................................... 45 PARKING ASSESSMENT ...................................................................................................................................................... 45 SUMMARY OF FINDINGS AND CONCLUSIONS .......................................................................................................... 47 LIST OF FIGURES Page
Figure 1 – Vicinity Map ......................................................................................................................................................... 2 Figure 2 – Project Site Plan .................................................................................................................................................. 3 Figure 3 – Existing Lane Configuration and Traffic Control .................................................................................. 8 Figure 4 – Existing Condition Traffic Volumes .......................................................................................................... 11 Figure 5 – Opening Year 2026 Traffic Volumes ........................................................................................................ 13 Figure 6 – Project Trip Distribution............................................................................................................................... 17 Figure 7 – Project-Related Traffic Volumes ................................................................................................................ 18 Figure 8 – Pass-By Traffic Volumes................................................................................................................................ 19 Figure 9 – Total Project Traffic Volumes ..................................................................................................................... 20 Figure 10 – Opening Year 2026 with Project Traffic Volumes ........................................................................... 23 Figure 11 – Cumulative Project Locations .................................................................................................................. 26 Figure 12 - Cumulative Projects Traffic Volumes ..................................................................................................... 27 Figure 13 – Opening Year 2026 Cumulative Traffic Volumes ............................................................................. 28 Figure 14 – Opening Year 2026 Plus Project traffic Volumes ............................................................................. 31 LIST OF TABLES Page
Table 1 – Summary of Intersection Operation – Existing Conditions .............................................................. 12 Table 2 – Summary of Intersection operation OY 2026 ........................................................................................ 14 Table 3 – Summary of Project Trip Generation......................................................................................................... 16 Table 4– Summary of Intersection Operation – Opening Year 2026 Plus Project ...................................... 22 Table 5– Summary of Cumulative Project Trip Generation ................................................................................. 25 Table 6 – Summary of Intersection Operation – Opening Year 2026 Cumulative ...................................... 29 Table 7 – Summary of Intersection Operation – Opening Year 2026 Cumulative Plus Project ............ 32 Table 8 – Summary of Intersection Operation with Recommended Improvements................................. 36 Table 9 – Recommended Improvements with Coordinated vs. Uncoordinated Central Avenue. ........ 37 Table 10 – Summary of Project Fair Share .................................................................................................................. 38 Table 11 – Driveway Queueing with Recommended Improvements .............................................................. 43 Table 12 – Summary of I-15 Off Ramps Queue Length Analysis ........................................................................ 44 Table 13 – Summary of Parking Requirements ........................................................................................................ 46

APPENDICES
APPENDIX A: APPROVED SCOPING AGREEMENT
APPENDIX B: TRAFFIC COUNT DATA SHEETS
APPENDIX C: INTERSECTION ANALYSIS WORKSHEETS
APPENDIX D: CUMULATIVE PROJECT INFORMATION
APPENDIX E.1: INTERSECTION ANALYSIS WORKSHEET – RECOMMENDED IMPROVEMENTS APPENDIX E.2: INTERSECTION ANALYSIS WORKSHEET – RECOMMENDED IMPROVEMENTS WITH

COORDINATED INTERSECTIONS ON CENTRAL AVENUE
APPENDIX F: I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT APPENDIX G.1: DRIVEWAY AND OFF-SITE QUEUING ANALYSIS WORKSHEET APPENDIX G.2: DRIVEWAY QUEUING ANALYSIS WORKSHEET - RECOMMENDED IMPROVEMENTS Lake Elsinore Walmart Fuel Station - 1 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025

TRAFFIC IMPACT ANALYSIS

FOR THE PROPOSED

WALMART FUEL STATION

IN THE CITY OF LAKE ELSINORE

INTRODUCTION
Purpose and Study Objectives
This Traffic Impact Analysis has been prepared to address the traffic-related effects of the proposed Walmart Fuel Station at 29260 Central Avenue in the City of Lake Elsinore. This traffic study has been conducted in accordance with the requirements stated in the City of Lake Elsinore Traffic Impact Analysis Preparation Guide (June 2020, revised November 2022).

This report includes a description of existing traffic conditions in the surrounding area, estimated project trip generation and distribution, future traffic growth, and an assessment of project-related effects on the transportation system. Where necessary, circulation system improvements have been identified to address project-related effects at the study locations.

Project Overview
The applicant proposes to construct a new fuel station with twenty fueling positions and a 1,618 square-foot convenience store within the existing parking lot of a Walmart Neighborhood Market located east of the intersection of Central Avenue and Dexter Avenue. The project location is shown in Figure 1. The project site plan is shown on Figure 2. The project is anticipated to open in 2026.

Note that the convenience store square footage has increased since approval of the study Scoping Agreement (previously 1,556 square feet). The change in square footage does not impact trip generation, and therefore no changes are required to the previously approved scope.

The proposed project will be in an existing, shared-use parking lot. Existing ingress and egress will be facilitated via four existing driveways into the Walmart Neighborhood Market parking lot. Two full-access driveways, one on Cambern Avenue and one on Dexter Avenue, and two right-in-right-out driveways, one on Cambern Avenue and one on Central Avenue allow direct access to the proposed project.

PROPOSED PROJECT SITE Dexter Ave Cambern Ave
Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp
3rd St
Crane St
Corona Freeway (I-15) FIGURE 1 VICINITY MAP
- 2 -
FIGURE 2 PROJECT SITE PLAN
- 3 -
Lake Elsinore Walmart Fuel Station - 4 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025

ANALYSIS SCENARIOS AND METHODOLOGY
Analysis Scenarios
Based on the City of Lake Elsinore Traffic Impact Analysis Preparation Guide, the project will be evaluated in the morning and evening peak hours for the following conditions:
• Existing Conditions
• Opening Year 2026
• Opening Year 2026 with Project
• Opening Year 2026 Cumulative
• Opening Year 2026 Cumulative with Project
If the analysis shows that improvements are required based on project-related effect criteria, then the Opening Year 2026 Cumulative with Project scenario will be analyzed.

Intersection Analysis – HCM Methodology
This study includes evaluation of morning and evening peak hour operations at eight study intersections, including four project driveways. Peak hour intersection operations at study intersections and driveways were evaluated using Synchro 12 software per methods prescribed in the Highway Capacity Manual 7th Edition (HCM), consistent with the City of Lake Elsinore Traffic Impact Analysis Preparation Guide.

For signalized intersections, the HCM methodology estimates the average delay (in average seconds per vehicle) for each of the movements through the intersection, considering a number of factors, including the number of lanes, volume of traffic, and the signal timing phasing.

For unsignalized intersections, the HCM methodology analysis determines the average total delay for each vehicle making any movement from the stop-controlled minor street, as well as left turns from the major street. Delay values are calculated based on the relationship between traffic on the major street and the availability of acceptable gaps in the traffic stream through which conflicting traffic movements can be made.

HCM methodology will not analyze stop-controlled intersections with 4+ through lanes on the major street. In order to generate HCM results for intersection #5 (Driveway 1 at Central Avenue) a dummy intersection was created in between Intersections #1 and #5 to decrease the number of southbound through lanes from 4 to 3. The southbound through lanes are inaccessible via the project driveway due to a raised median; therefore, there will be no impact to LOS at Intersection #5.

The HCM delay forecast translates to a Level of Service designation, ranging from LOS A to LOS F. A summary of each Level of Service and the corresponding delay is provided in the following chart:

Lake Elsinore Walmart Fuel Station - 5 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025

LEVEL OF SERVICE DEFINITIONS
Level of
Service
Description
A
No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turns are made easily and nearly all drivers find freedom of operation.

B
This service level represents stable operation, where an occasional approach phase is fully utilized, and a substantial number are approaching full use. Many drivers begin to feel restricted within platoons of vehicles.

C
This level still represents stable operating conditions. Occasionally drivers may have to wait through more than one red signal indication, and backups may develop behind turning vehicles. Most drivers feel somewhat restricted but not objectionably so.

D
This level encompasses a zone of increasing restriction, approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups.

E
Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is seldom attained no matter how great the demand.

F
This level describes forced flow operations at low speeds, where volumes exceed capacity.

These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially, and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, both speed and volume can drop to zero.

LEVEL OF SERVICE CRITERIA

FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS
Level of
Service
Signalized Intersection
(Average delay per vehicle,
in seconds) 1
Unsignalized Intersections
(Average delay per vehicle,
in seconds) 2
A < 10 0 – 10
B > 10 – 20 > 10 – 15
C > 20 – 35 > 15 – 25
D > 35 – 55 > 25 – 35
E > 55 – 80 > 35 – 50
F > 80 > 50
1 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 19-8. 2 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 20-2.

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Traffic Impact Analysis August 2025
Level of Service Standards
The City of Lake Elsinore, in general, requires that peak-hour intersections operate at LOS “D” or better to be considered acceptable. Therefore, any City intersection operating at LOS “E” or LOS “F” will be considered deficient. However, LOS “E” will be considered acceptable in both the Main Street Overlay area and the Ballpark District Planning Districts in an effort to increase activity and revitalize these areas. Any intersection operating at LOS “F” will be considered deficient.

Thresholds of Significance
A project impact would be considered significant if the addition of project traffic causes the LOS to go from an acceptable to an unacceptable level.

STUDY AREA
This traffic study includes documentation of existing conditions, future conditions, and identification of project-related effects at the following study locations:

1. Cambern Avenue at Central Avenue

2. Dexter Avenue at Central Avenue

3. I-15 NB Ramps at Central Avenue

4. I-15 SB Ramps at Central Avenue
D1. Driveway 1 at Central Avenue
D2. Driveway 2 at Cambern Avenue
D3. Driveway 3 at Cambern Avenue
D4. Driveway 4 at Dexter Avenue
The study locations were established in consultation with City of Lake Elsinore staff through the Scoping Letter Agreement process. A copy of the approved Scoping Agreement is provided in Appendix A.

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AREA CONDITIONS
Existing Street System
Regional access to the site is provided primarily by the Corona Freeway (I-15). Direct access to the project site is provided via Central Avenue, Cambern Avenue and Dexter Avenue.

Existing lane configurations and intersection controls at the study intersections are shown in Figure

3. The following provides a description of the roadways surrounding the project site.

Central Avenue – Central Avenue is a six-lane roadway with three lanes in each direction within the project vicinity. Central Avenue is designated as an Augmented Urban Arterial in the project vicinity in the City of Lake Elsinore Circulation Element. On-street parking is prohibited along the roadway and the posted speed limits are 40 mph south of Intersection #2 (Dexter Avenue at Central) and 50 mph north of Intersection #2. There are no bike lanes provided on either side of the roadway.

Dexter Avenue – Dexter Avenue is a two-lane roadway with one lane in each direction within the project vicinity. On-street parking is prohibited along the roadway and the posted speed limit is 45 mph west of Intersection #2 and 35 mph east of Intersection #2. Dexter Avenue is designated as a Collector in the City of Lake Elsinore Circulation Element. There are no bike lanes provided on either side of the roadway.

Cambern Avenue – Cambern Avenue is a four-lane roadway with two lanes in each direction within the project vicinity. On-street parking is prohibited along the roadway and the posted speed limit is 40 mph. Cambern Avenue is designated as Secondary in the City of Lake Elsinore Circulation Element.

Dedicated bike lanes are provided in both directions along Cambern Avenue between Central Avenue and Driveway #3.

Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 8 -
LEGEND:
= Turn or Through Lane
= Signal
= Stop Sign
= Study Intersection

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

1. Cambern Ave
at Central Ave
D3. Driveway 3
at Cambern Ave
D4. Driveway 4
at Dexter Ave
D1. Driveway 1
at Central Ave OVL OVL
FIGURE 3

EXISTING LANE CONFIGURATION
AND TRAFFIC CONTROL OVL = Right Turn Overlap
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Transit Service
Transit service within the project area is provided by Riverside Transit Agency, which serves the cities of Riverside, Lake Elsinore, and other surrounding communities. The closest bus stop in the project vicinity is located at the intersection of Cambern Avenue and Central Avenue, approximately

0.25 miles north of the project site. A description of the bus routes serving the project area is provided below.

Route 8 – Route 8 operates within the communities of Lake Elsinore and Wildomar. Route 8 operates on weekdays from approximately 5:40 AM to 8:30 PM with approximately 60-minute headways (the time between bus arrivals). On the weekends, Route 8 operates from approximately 6:00 AM to 7:30 PM with approximately 60-minute headways.

Route 9 – Route 9 operates within the communities of Perris and Lake Elsinore. Route 9 operates on weekdays from approximately 6:00 AM to 8:00 PM with approximately 90-minute headways. On the weekends, Route 9 operates from approximately 6:00 AM to 7:30 PM with approximately 60-minute headway.

Existing Traffic Volumes
Existing morning peak hour and evening peak hour counts were conducted at the study intersections on a typical weekday in April 2025, while schools were in session. Counts were collected using pole mounted cameras, which were post-processed and reviewed for accuracy by count technicians prior to distribution. Peak hour intersection traffic count worksheets are provided in Appendix B. Existing morning and evening peak hour volumes are presented in Figure 4.

To verify legitimacy of data collected at the I-15 NB and SB ramp intersections, Kimley-Horn corresponded with the count collection team (Counts Unlimited) in June 2025. The count team rereviewed volumes at the intersections and found the volumes to be correct relative to what was observed. Additionally, the count team noted all lanes were open, and no construction or accidents occurred during the collection period. The count team noted that visually, higher-than-usual congestion was observed for vehicles heading toward Central Avenue (northbound), which may have factored into the collected volumes.

The observed congestion indicates the collected volumes are constrained, and do not reflect the true demand at the intersections. To properly account for demand, the additional vehicles queued at the I-15 NB and SB ramp intersections were added to the existing turning movement counts. Per discussion with the City, queued vehicle volumes were derived using measured peak hour queue lengths via Google Maps typical traffic data, consistent with the peak hours of the collected turning movement data. To maintain a conservative analysis, queue lengths were taken from the PM peak hour and applied to both peak hours, since the lengths appear greater. The lengths were assumed to be equivalent to lane/ramp capacity for the SB off-ramp and northbound through movement at the I-15 SB ramp intersection, and to the NB off-ramp and northbound through movement at the I-15 NB Lake Elsinore Walmart Fuel Station - 10 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
ramp intersection. The queue lengths were subsequently divided by 25 feet per vehicle to determine the number of queued vehicles. The queued vehicles were then distributed to either a left-turn, rightturn, or through movement where applicable, based on the existing movement distribution from the collected turning movement counts.

Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results of the intersection analysis for Existing Conditions are shown on Table 1. Copies of Existing Conditions intersection analysis worksheets are provided in Appendix C.

Review of this table indicates that the following study intersections would operate at an unacceptable Level of Service:
• #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
• #4 – I-15 SB Ramps at Central Avenue: AM – LOS E
Opening Year 2026 Conditions
The project opening year (the year the project would be constructed and occupied) is anticipated to be 2026. Based on consultation with City staff and RIVCOM link-level volume annual growth, an ambient growth rate of 2.0% per year to Opening Year 2026 was applied to existing traffic volumes.

It should be noted that RIVCOM link-level volume data was interpolated for years 2025 to 2026 for Central Avenue, Dexter Avenue, Collier Avenue, 3rd Street, and Camino Del Norte within the project vicinity. Interpolation encompassed a base model year of 2018 and a future model year of 2045. The resulting weighted average growth rate was 1.93%, which was rounded to 2.00% to maintain a conservative analysis. The link volumes for each roadway are included at the end of Appendix B. The resulting peak hour turning movement volumes at the study locations are shown in Figure 5.

Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 conditions. The results are shown on Table 2. Intersection analysis worksheets for Opening Year 2026 conditions are provided in Appendix C.

Review of this table indicates that with the addition of Cumulative Project traffic, the following study intersections would operate at an unacceptable Level of Service:
• #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
It should be noted that several intersections demonstrated a decrease in delay from Existing to Opening Year conditions. This is due to the use of 0.95 Peak Hour Factor (PHF) in Opening Year conditions per City guidelines. The 0.95 PHF results in an adjusted flow (Vehicles Per Hour) lower than Existing conditions, as existing PHFs were far lower than 0.95 for most approaches.

Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 11 -

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

EXISTING CONDITION

TRAFFIC VOLUMES
TABLE 1

SUMMARY OF INTERSECTION OPERATION

EXISTING CONDITIONS
Traffic AM Peak Hour PM Peak Hour
Int. # Intersection Control Delay LOS Delay LOS
1 Cambern Avenue at Central Avenue S 24.4 C 36.9 D
2 Dexter Avenue at Central Avenue S 31.9 C 24.1 C
3 I-15 NB Ramps at Central Avenue S 55.5 E 28.3 C
4 I-15 SB Ramps at Central Avenue S 56.0 E 50.0 D
5 Driveway 1 at Central Avenue U 26.1 D 26.1 D
6 Driveway 2 at Cambern Avenue U 9.2 A 10.4 B
7 Driveway 3 at Cambern Avenue U 11.3 B 15.1 C
8 Driveway 4 at Dexter Avenue U 15.3 C 17.0 C
Notes:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
- Bold and Shaded values indicate intersections operating at an unacceptable Level of Service - S = Signalized, U=Unsignalized
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Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 13 -
FIGURE 5
OPENING YEAR 2026

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

1. Cambern Ave
at Central Ave
D3. Driveway 3
at Cambern Ave
D4. Driveway 4
at Dexter Ave
D1. Driveway 1
at Central Ave
LEGEND:
= Study Intersection
= AM(PM) Peak Hour
Turning Movement
Volumes
Traffic AM Peak Hour PM Peak Hour
Int. # Intersection Control Delay LOS Delay LOS
1 Cambern Avenue at Central Avenue S 22.1 C 38.3 D
2 Dexter Avenue at Central Avenue S 27.8 C 23.3 C
3 I-15 NB Ramps at Central Avenue S 57.6 E 29.6 C
4 I-15 SB Ramps at Central Avenue S 49.9 D 46.3 D
5 Driveway 1 at Central Avenue U 22.7 C 22.7 C
6 Driveway 2 at Cambern Avenue U 9.0 A 10.3 B
7 Driveway 3 at Cambern Avenue U 10.3 B 13.9 B
8 Driveway 4 at Dexter Avenue U 11.8 B 15.8 C
- Bold and Shaded values indicate intersections operating at an unacceptable Level of Service - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.

Note:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections. - S = Signalized, U=Unsignalized
TABLE 2

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026
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PROJECT TRAFFIC
Project Trip Generation
Peak hour trips for the proposed project were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Trip rates are based on the following ITE Land Use Category:
• LU 944 – Gasoline/Service Station
It is recognized that not all inbound and outbound trips to the proposed project will be “new” trips on the roadway system in the vicinity of the project site. Some trips to the project site will consist of “pass-by” trips -- motorists who are already traveling on the surrounding roadways from one place to another. Common pass-by trips for a gas station would be individuals who stop at the project site on the way to work, home, or school. In this instance, pass-by trips would also encompass diverted link trips, where vehicles traveling on I-15 exit to make a stop at the fuel station, and enter back on to I-15 once fueling is complete.

Based on the latest version of the ITE Trip Generation Manual, 11th Edition, a pass-by rate of 63% in the morning peak hour and 57% in the evening peak hour were applied to the trips for the proposed land use. Since the Trip Generation Manual does not provide pass-by rates for daily trip generation, the average of the AM and the PM pass-by trip rate of 60% was applied.

The resulting trip rates and the project trip generation estimates are shown on Table 3. The project is estimated to generate approximately 1,376 trips daily, with 76 trips in the morning peak hour (38 inbound, 38 outbound) and 120 trips in the evening peak hour (60 inbound, 60 outbound).

Trip Distribution and Assignment
Trip distribution assumptions for the project were based on the proximity to regional and local roadways and existing travel patterns. Trip distribution percentages at each study intersection were applied to the project trip generation to determine the project trips through each intersection. Project trip distribution assumptions are shown in Figure 6. Based on the proposed project trip distribution, project trips were assigned through the study intersections. Figure 7 shows new project trips that would be added to the study intersections.

However, these trips do not include pass-by trips, which would typically be added to project driveways but not to non-adjacent study intersections; pass-by trips are assumed to be part of the existing flow of traffic until reaching the project site (or project vicinity with diverted trips). Pass-by trips are shown on Figure 8 and are added to the project-related volumes shown on Figure 7, in order to determine the total project trips at each study intersection. The total project trips are shown on Figure 9.

TABLE 3

SUMMARY OF PROJECT TRIP GENERATION

LAKE ELSINORE WALMART FUEL STATION
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Gasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91 Trip Generation Estimates
AM Peak Hour PM Peak Hour
Land Use Quantity Unit Daily In Out Total In Out Total
Gasoline/Service Station 20 Fueling Position 3,440 103 103 206 139 139 278 Pass-by/Diverted Link Trips (60% Daily, 63% AM, 57% PM) 1,2 -2,064 -65 -65 -130 -79 -79 -158 Net Trips 1,376 38 38 76 60 60 120
Total Project Trips 1,376 38 38 76 60 60 120
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.

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Dexter Ave Cambern Ave
Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp
3rd St
Crane St PROPOSED PROJECT SITE LEGEND:= Study Intersection = Trip Distribution= Pass-By Trip FIGURE 6 Distribution PROJECT TRIP DISTRIBUTION Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
- 18 -

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

1. Cambern Ave
at Central Ave
D3. Driveway 3
at Cambern Ave
D4. Driveway 4
at Dexter Ave
D1. Driveway 1
at Central Ave
FIGURE 7

PROJECT RELATED

TRAFFIC VOLUMES
LEGEND:
= Study Intersection
= AM(PM) Peak Hour
Turning Movement
Volumes
Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 19 -
FIGURE 8

PASS BY

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 20 -
FIGURE 9

TOTAL PROJECT

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

Traffic Impact Analysis August 2025
OPENING YEAR 2026 PLUS PROJECT CONDITIONS
Project-related traffic was added to the Opening Year 2026 traffic volumes, and the resulting morning and evening peak hour volumes are presented in Figure 10.

Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 With Project conditions. The results of the intersection analysis are shown on Table 4. Copies of intersection analysis worksheets for this scenario are provided in Appendix C.

Review of this table indicates that with the addition of Project traffic, the following study intersections would operate at an unacceptable Level of Service:
• #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
• #4 – I-15 SB Ramps at Central Avenue: PM – LOS E
AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS 1 Cambern Avenue at Central Avenue S 22.1 C 22.3 C 0.2 No 38.3 D 40.4 D 2.1 No 2 Dexter Avenue at Central Avenue S 27.8 C 33.3 C 5.5 No 23.3 C 29.5 C 6.2 No 3 I-15 NB Ramps at Central Avenue S 57.6 E 65.3 E 7.7 No 29.6 C 33.1 C 3.5 No 4 I-15 SB Ramps at Central Avenue S 49.9 D 51.9 D 2.0 No 46.3 D 56.4 E 10.1 Yes 5 Driveway 1 at Central Avenue
U 22.7 C 22.7 C 0.0 No 22.7 C 22.7 C 0.0 No
6 Driveway 2 at Cambern Avenue
U 9.0 A 9.0 A 0.0 No 10.3 B 10.4 B 0.1 No
7 Driveway 3 at Cambern Avenue
U 10.3 B 10.4 B 0.1 No 13.9 B 14.2 B 0.3 No
8 Driveway 4 at Dexter Avenue
U 11.8 B 14.4 B 2.6 No 15.8 C 19.0 C 3.2 No
- Bold and Shaded values indicate intersections operating at an unacceptable Level of Service With Project
Traffic
Control
Change
in
Delay
Substantial
Effect?
Change
in
Delay
- S = Signalized, U=Unsignalized
Substantial
Effect?
- Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.

TABLE 4

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026 WITH PROJECT CONDITIONS
Without Project With Project Without Project
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Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 23 -
FIGURE 10
OPENING YEAR 2026 WITH PROJECT

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

Traffic Impact Analysis August 2025

CUMULATIVE CONDITIONS
Cumulative Projects
In addition to ambient growth, Cumulative Project traffic volumes were added to existing traffic volumes. Information about Cumulative Projects in the area was provided by the City of Lake Elsinore. Cumulative Projects consist of any project that has been approved but is not yet constructed/occupied, and projects that are in various stages of the application and approval process but have not yet been approved. A summary of Cumulative Projects in the project vicinity and the trip generation associated with each is provided on Table 5. The locations of the Cumulative Projects are shown on Figure 11. Cumulative project trip generation and locations were previously approved by City staff as part of the Scoping Agreement.

Trip generation information for the Cumulative Projects was derived either from approved traffic studies, where available; or developed by Kimley-Horn if approved traffic studies were not available.

Likewise, trip distribution and assignment for the Cumulative Projects were either derived from approved traffic studies, where available; or were developed by Kimley-Horn if approved traffic studies were not available. Project information and trip distribution assumptions for Cumulative Projects are provided in Appendix D. Traffic volumes associated with Cumulative Projects were compiled for each of the study intersections and are shown on Figure 12.

Opening Year 2026 Cumulative
Trips generated by Cumulative Projects and the ambient traffic growth in Opening Year 2026 were added together to obtain traffic volumes for Opening Year 2026 Cumulative conditions and are shown in Figure 13.

Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the Opening Year 2026 Cumulative conditions. The results of the intersection analysis are shown on Table 6. Intersection analysis worksheets for this scenario are provided in Appendix C.

Review of this table indicates that with the addition of Cumulative Project traffic, the following study intersections would operate at an unacceptable Level of Service:
• #1 – Cambern Avenue at Central Avenue: PM – LOS F
• #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E • #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E Trip Generation Estimates
Proj # Description Land Use
Daily In Out Total In Out Total
Single-Family Detached Housing 1,306 DU 12,316 238 677 915 773 454 1,227 Single-Family Attached Housing 120 DU 864 18 40 58 39 29 68 Single-Family Detached Housing 745 DU 7,025 136 386 522 441 259 700 Single-Family Attached Housing 290 DU 2,088 43 96 139 94 71 165 Shopping Plaza (40-150k) 145.000 KSF 13,701 317 194 511 628 681 1,309 3 South Shore I & II Single-Family Detached Housing 921 DU 8,685 168 477 645 545 321 866 4 Lakeshore Town Center Shopping Center (>150k) 237.400 KSF 8,786 124 76 200 387 420 807 5 Fairway Business Park General Light Industrial 216.600 KSF 1,055 141 19 160 20 121 141 Multifamily Housing (Mid-Rise) 230 DU 1,044 20 66 86 55 35 90 Single-Family Attached Housing 84 DU 605 13 28 41 27 21 48 Single-Family Detached Housing 137 DU 1,292 25 71 96 81 48 129 7 Kassab Travel Center Travel Center 117.200 KSF 4,190 150 148 298 165 161 326 Hotel 97 Room 775 25 20 45 29 28 57
Strip Retail Plaza (<40k) 37.500 KSF 2,042 53 35 88 124 124 248 Single-Family Detached Housing 141 DU 1,330 26 73 99 83 49 132 Hotel 130 Room 1,039 34 26 60 39 38 77
Strip Retail Plaza (<40k) 29.500 KSF 1,606 42 28 70 97 97 194 Fast-Food Restaurant w/ Drive-thru 3.860 KSF 1,804 88 84 172 66 61 127 Strip Retail Plaza (<40k) 11.690 KSF 637 17 11 28 39 39 78 11 The Lakeview Plaza Shopping Plaza (40-150k) 43.000 KSF 4,063 94 58 152 186 202 388 12 Xebec Building Company General Light Industrial 51.000 KSF 248 33 5 38 5 29 34 13 North Elsinore Business Park General Light Industrial 95.000 KSF 463 62 8 70 9 53 62 Fast-Food Restaurant w/ Drive-thru 6.000 KSF 2,805 137 131 268 103 95 198 Convenience Store/Gasoline Station 16 Fueling Position 4,242 128 128 256 147 147 294 Automated Car Wash 4.100 KSF 0 0 0 0 29 29 58
Supermarket 43.000 KSF 4,035 73 50 123 192 192 384
15 Collier Commercial Properties General Light Industrial 11.900 KSF 58 8 1 9 1 7 8 16 Mason Motorsports General Light Industrial 25.500 KSF 124 17 2 19 2 14 16 Fast-Food Restaurant w/ Drive-thru 2.600 KSF 1,215 59 57 116 45 41 86 Coffee/Donut Shop w/ D.T. 0.630 KSF 336 28 27 55 12 12 24 18 The Bedrock Company General Light Industrial 39.780 KSF 194 26 4 30 4 22 26 19 Hampton Inn & Suites Hotel 101 Room 807 26 20 46 30 29 59 20 3rd & Cambern Apartments Multifamily Housing (Low-Rise) 75 DU 506 7 23 30 24 14 38 21 Starbucks Coffee Shop Coffee/Donut Shop w/ D.T. 4.400 KSF 2,348 193 185 378 86 86 172 22 Minthorn Industrial General Light Industrial 37.000 KSF 180 24 3 27 3 21 24 23 Collier Retail Shops Strip Retail Plaza (<40k) 7.200 KSF 392 10 7 17 24 24 48 24 Elsinore Heights Warehousing 555.000 KSF 949 73 22 95 28 72 100 25 Echo Suites Hotel Hotel 124 Room 991 32 25 57 37 36 73 Multifamily Housing (Low-Rise) 36 DU 243 3 11 14 12 7 19 Strip Retail Plaza (<40k) 2.900 KSF 158 4 3 7 10 10 20
27 Fleming and Sons Concrete Yard General Light Industrial 7.600 KSF 37 5 1 6 1 4 5 28 Baker Street Industrial General Light Industrial 1,000.500 KSF 4,872 651 89 740 91 559 650 Total Project Trips 100,150 3,371 3,415 6,786 4,813 4,762 9,575 Source:
1 Trip Generation from "Traffic Impact Study, Kassab Travel Center, City of Lake Elsinore, CA" from Dudek (April 2020). 1 Ramsgate
2 Spyglass Ranch
DU = Dwelling Unit, KSF = 1,000 Square Feet
26 Reflections Lake Elsinore
TABLE 5

SUMMARY OF CUMULATIVE PROJECTS TRIP GENERATION
8 North Peak Plaza
9 Nichols Ranch
14 Evergreen Development
17 Jack in the Box El Toro
Quantity Units
AM Peak Hour PM Peak Hour
6 Dexter Village
10 PDG Lake Elsinore
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June 2025
15 INTERSTATE 3rd St
2nd St
Central Ave
Crane St
Collier Ave
Dexter AveCambern Ave
Conard Ave
Riverside Dr
Pasadena St 3rd St
Chaney St Minthorn St
Camino del Norte
Main St
Rosetta Canyon Dr PROJECT SITE LEGEND: FIGURE 11 = Cumulative Project CUMULATIVE PROJECT LOCATIONS - 26 -
Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 27 -
FIGURE 12

CUMULATIVE PROJECTS

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 28 -
FIGURE 13
OPENING YEAR 2026 CUMULATIVE

TRAFFIC VOLUMES

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

1. Cambern Ave
at Central Ave
D3. Driveway 3
at Cambern Ave
D4. Driveway 4
at Dexter Ave
D1. Driveway 1
at Central Ave
LEGEND:
= Study Intersection
= AM(PM) Peak Hour
Turning Movement
Volumes
TABLE 6

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026 CUMULATIVE
Traffic AM Peak Hour PM Peak Hour
Int. # Intersection Control Delay LOS Delay LOS
1 Cambern Avenue at Central Avenue S 30.5 C 92.2 F
2 Dexter Avenue at Central Avenue S 34.5 C 29.7 C
3 I-15 NB Ramps at Central Avenue S 114.2 F 64.2 E
4 I-15 SB Ramps at Central Avenue S 72.5 E 76.0 E
5 Driveway 1 at Central Avenue U 28.7 D 26.8 D
6 Driveway 2 at Cambern Avenue U 9.9 A 11.6 B
7 Driveway 3 at Cambern Avenue U 10.5 B 14.6 B
8 Driveway 4 at Dexter Avenue U 15.3 C 19.4 C
Notes:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
- Bold and Shaded values indicate intersections operating at an unacceptable Level of Service.

Lake Elsinore Walmart Fuel Station
Traffic Impact Analysis
- 29 - Kimley-Horn and Associates, Inc.

August 2025
Lake Elsinore Walmart Fuel Station - 30 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
Opening Year 2026 Cumulative with Project
Project-related traffic from the proposed Lake Elsinore Walmart Fuel development was added to the Opening Year 2026 Cumulative traffic volumes, and the resulting Opening Year 2026 Cumulative with Project traffic volumes are shown on Figure 14.

Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours for Opening Year 2026 Cumulative with Project conditions. The results of the intersection analysis are shown in Table 7. Copies of intersection analysis worksheets for this scenario are provided in Appendix C.

Review of this table indicates the following study intersections would continue to operate at an unacceptable Level of Service with the addition of project traffic:

• #1 – Cambern Avenue at Central Avenue: PM – LOS F
• #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E • #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS F Dexter Ave
Cambern Ave Central Ave
I-15 NB Off Ramp
I-15 SB On Ramp
I-15 NB On Ramp
I-15 SB Off Ramp 3rd St Crane St

PROPOSED

PROJECT SITE
Corona Freeway (I-15)
- 31 -

2. Dexter Ave
at Central Ave

4. I-15 SB Ramps
at Central Ave

3. I-15 NB Ramps
at Central Ave
D2. Driveway 2
at Cambern Ave

1. Cambern Ave
at Central Ave
D3. Driveway 3
at Cambern Ave
D4. Driveway 4
at Dexter Ave
D1. Driveway 1
at Central Ave
FIGURE 14
OPENING YEAR 2026 CUMULATIVE PLUS PROJECT

TRAFFIC VOLUMES
LEGEND:
= Study Intersection
= AM(PM) Peak Hour
Turning Movement
Volumes
AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS 1 Cambern Avenue at Central Avenue S 30.5 C 30.5 C 0.0 No 92.2 F 93.7 F 1.5 Yes 2 Dexter Avenue at Central Avenue S 34.5 C 43.7 D 9.2 No 29.7 C 39.0 D 9.3 No 3 I-15 NB Ramps at Central Avenue S 114.2 F 124.2 F 10.0 No 64.2 E 75.5 E 11.3 No 4 I-15 SB Ramps at Central Avenue S 72.5 E 75.9 E 3.4 No 76.0 E 88.3 F 12.3 No 5 Driveway 1 at Central Avenue U 28.7 D 28.9 D 0.2 No 26.8 D 26.8 D 0.0 No 6 Driveway 2 at Cambern Avenue U 9.9 A 9.9 A 0.0 No 11.6 B 11.7 B 0.1 No 7 Driveway 3 at Cambern Avenue U 10.5 B 10.6 B 0.1 No 14.6 B 14.9 B 0.3 No8 Driveway 4 at Dexter Avenue U 15.3 C 17.4 C 2.1 No 19.4 C 24.4 C 5.0 No - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.

TABLE 7

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026 CUMUATIVE WITH PROJECT
Without Project With Project Change
in
Delay Traffic Control
Substantial
Effect?
Without Project With Project Change
in
Delay
Substantial
Effect?
Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.

Lake Elsinore Walmart Fuel StationTraffic Impact Analysis - 32 - Kimley-Horn and Associates, Inc.

August 2025
Lake Elsinore Walmart Fuel Station - 33 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT The City of Lake Elsinore, in cooperation with the California Department of Transportation (Caltrans), is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange located in Lake Elsinore. The I-15/SR-74 Interchange Improvement Project is needed to improve traffic conditions, reduce congestion at the interchange, and help alleviate traffic at surrounding local intersections within the Project area.

Per discussion with City staff and review of preliminary concept design plans published on the City’s website, the I-15/SR-74 (Central Avenue) Interchange Improvement Project proposes improvements to several study intersections analyzed as part of this TIA. Proposed improvements to the intersections are as follows:

Intersection #1: Cambern Avenue at Central Avenue
• NB Approach: Road widening includes adding a third though lane. • SB Approach: Road widening includes adding a second left turn lane, adding a third dedicated through lane and replacing existing dedicated right turn lane with a shared through-right turn lane.
• EB Approach: Road widening includes adding a second left turn lane and replacing existing shared through-right lane with a separate dedicated through lane and a dedicated right turn lane.
• WB Approach: Replacing existing dedicated right turn lane with a shared through-right turn lane and reducing the number of existing left turn lanes from two to one.

Intersection #2: Dexter Avenue at Central Avenue
• NB Approach: Road widening includes adding a second left turn lane and replacing the existing dedicated right lane with a shared through-right lane. • SB Approach: Replacing the existing four dedicated through lanes with two dedicated through lanes and a shared through-right lane. A hardscaped median is proposed which could accommodate a dedicated left turn lane in the future.
• WB Approach: Road widening includes adding a dedicated through lane.

Intersection #3: I-15 NB Ramps at Central Avenue
• NB Approach: Replacing existing left turn lane with a fourth through lane and eliminating northbound left turn movements with a hardscaped median. • SB Approach: Removing existing right turn lane and eliminating southbound right turn movements.
• EB Approach: Removing the existing I-15 NB on-ramp entirely and replacing with a northbound loop off-ramp that provides direct connectivity to SR-74 (Central Avenue) southbound.
• WB Approach: Replacing all existing lanes with three dedicated right turn lanes, eliminating all through and left turn movements with a new proposed median.

Lake Elsinore Walmart Fuel Station - 34 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
Intersection #4: I-15 SB Ramps at Central Avenue
• NB Approach: Replacing the existing dedicated right lane with a through-right turn lane. • SB Approach: Adding a third through lane.
• EB Approach: Adding a second dedicated left turn lane and replacing the shared left-throughright lane with a shared through-left turn lane. • WB Approach: On-ramp widening with an addition of a third lane.

Intersection #5: Driveway 1 at Central Avenue
• NB Approach: Adding a dedicated left turn lane.
• Signalization of southbound approach, eastbound approach, and northbound left turn.

Intersection #6: Driveway 2 at Central Avenue
• EB: Adding a dedicated right turn lane.

Furthermore, the project proposes additional improvements to the I-15 freeway and surrounding roadways/intersections which will significantly impact the operations at the study intersection.

Additional improvements are as follows:
• Adding a signalized I-15 NB hook on and off-ramps to the west of Dexter Avenue as a substitute for the eliminated I-15 NB on-ramp at Central Avenue. • The northbound hook off-ramp features a single lane exit from I-15 and provides one left and one right-turn lane at the Dexter Avenue intersection.

More information about this project is provided in Appendix F.

RECOMMENDED IMPROVEMENTS
Opening Year 2026 Cumulative with Project

Based on the City of Lake Elsinore LOS standards and criteria noted earlier in the report, it is shown that the LOS at the following intersections are unacceptable under Opening Year 2026 Cumulative with Project conditions:
#1 – Cambern Avenue at Central Avenue: PM – LOS F
#3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E Per discussion with City staff, the deficiencies observed at Intersections #3 and #4 will be alleviated with the improvements planned in the I-15/SR-74 Interchange Improvement Project mentioned earlier in this report. Therefore, no further mitigation will be proposed for Intersection #3 and #4.

Lake Elsinore Walmart Fuel Station - 35 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
Implementation of the following improvements are recommended to address the deficiencies at Intersection #1:
• Increase cycle length to 120 seconds
• Add protected eastbound left turn phasing
• Add westbound right turn overlap phasing
• Increase relative green time for phases four and seven A summary of the intersection operation before and after implementation of the recommended improvements is provided on Table 8. Copies of intersection analysis worksheets with improvements are provided in Appendix E.1.

To account for potential existing or future signal coordination along the studied corridor of Central Avenue, further LOS analysis was conducted with the improvements recommended above, where all signalized study intersections along Central Avenue were coordinated. The purpose of this analysis was to determine whether the recommended modified cycle length at Intersection #1 would negatively affect corridor coordination. Upon implementation of coordinated signal timing at Intersection #1 through #4, a 0.3 second delay increase and 3.6 second delay increase were observed at Intersection #1 and #2 respectively. Similarly, a 6.2 second delay decrease and 4.4 second delay decrease were observed at Intersection #3 and #4 respectively. The observed changes in delay were not significant enough to change the LOS designation previously observed at these intersections; subsequently, the recommended timing improvements would not negatively affect coordinated Central Avenue corridor signal timing, should it be present or implemented in the future. The results of the analysis are summarized in Table 9. Copies of intersection analysis worksheets with improvements on coordinated Central Avenue corridor are provided in Appendix E.2.

Recommended improvements may include a combination of fee payments to established programs (i.e., TUMF), construction of specific improvements, payment of a fair-share contribution toward future improvements, or a combination of these approaches. The fair share proportion for nonprogrammed improvements at deficient study intersections is shown on Table 10. For programmed improvements, the developer will pay into the regional transportation fee program.

Delay LOS Delay LOS Delay LOS
• Increase cycle length to 120 seconds • Add protected eastbound left turn phasing • Add westbound right turn overlap phasing • Increase relative green time for phases four and seven TABLE 8

SUMMARY OF INTERSECTION OPERATION

WITH RECOMMENDED IMPROVEMENTS
Peak
Hour
Proposed
Traffic
Control
With Project Int. # Intersection Improvements Without Project With Improvements OPENING YEAR 2025 CUMULATIVE PLUS PROJECT
- S = Signalized - Delay values for signalized intersections represent the sum of average vehicle delay on all intersection approaches. Notes: - Bold and Shaded values indicate intersections operating at an unacceptable Level of Service.

PM S 92.2 F 93.71 F D53.6 Cambern Avenue at Central Avenue Lake Elsinore Walmart Fuel StationTraffic Impact Study
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Analysis August 2025
Int. # Intersection Delay LOS Delay LOS
1 Cambern Avenue at Central Avenue S 53.6 D 53.9 D 0.3 No 2 Dexter Avenue at Central Avenue S 39.0 D 42.6 D 3.6 No 3 I-15 NB Ramps at Central Avenue S 75.5
E 69.3
E -6.2 No
4 I-15 SB Ramps at Central Avenue S 88.3
F 83.9
F -4.4 No
- Bold and Shaded values indicate intersections operating at an unacceptable Level of Service.

TABLE 9

SUMMARY OF INTERSECTION OPERATION
RECOMMENDED IMPROVEMENTS WITH COORDINATED VS. UNCOORDINATED CENTRAL AVENUE Traffic
Control
Uncoordinated Coordinated
Change
in Delay
Substantial
Effect?
Notes:- Intersection operation is expressed in average delay for signalized and unsignalized intersections.- Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.

OY 2026 CUMULATIVE PP PM SCENARIO
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August 2025
TABLE 10

SUMMARY OF PROJECT FAIR SHARE
OPENING YEAR 2025 CUMULATIVE
AM Peak Hour PM Peak Hour
Total Volume Total Project Total Volume Total Project
Int. # Intersection 2025 2026 Growth Trips %-age 2025 2026 Growth Trips %-age 1 Cambern Avenue at Central Avenue 2,959 3,579 620 12 1.9% 3,766 4,564 798 18 2.3% Notes:
- Fair Share percentage is to be applied to non-programmed improvements.

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August 2025
Lake Elsinore Walmart Fuel Station - 39 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025

DRIVEWAY QUEUING ANALYSIS
The 95th percentile queuing capacity was analyzed at the project driveways. The 95th percentile queue is defined as the queue length that has only a 5% probability of being exceeded during the analysis period: in other words, the typical worst-case queue. The goal of the analysis was to demonstrate the 95th percentile queue can be contained within the provided storage without disrupting the flow of traffic at surrounding drive aisles in the Walmart parking lot. The distance per vehicle was assumed to be 20 feet, to account for the length of the passenger vehicle and spacing from the next queued vehicle. For the 95th percentile queue, the following stop-controlled egress movements were evaluated for Opening Year 2026 Cumulative and Opening Year 2026 Cumulative with Project scenarios to compare and determine the impact of project related trips on driveway queuing.
• Westbound movements at Intersection #5 (Driveway 1 at Central Avenue) • Northbound movements at Intersection #6 (Driveway 2 at Cambern Avenue) • Northbound movements at Intersection #7 (Driveway 3 at Cambern Avenue) • Southbound movements at Intersection #8 (Driveway 4 at Dexter Avenue) The results of the analysis are summarized below. Driveway queuing analysis worksheets are provided in Appendix G.1.

Intersection #5 (Driveway 1 at Central Avenue)
• Queue Storage – 180 ft
Opening Year 2026 Cumulative
• Morning Peak Hour 95th Percentile Queue – 53 ft (just over 2 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 154 ft (just over 13 passenger vehicles) Opening Year 2026 Cumulative 2026 with Project
• Morning Peak Hour 95th Percentile Queue – 35 ft (just over 1 passenger vehicles) • Evening Peak Hour 95th Percentile Queue - 163 ft (just over 8 passenger vehicles) Intersection #6 (Driveway 2 at Cambern Avenue)
• Queue Storage – 100 ft
Opening Year 2026 Cumulative
• Morning Peak Hour 95th Percentile Queue – 49 ft (just over 2 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 71 ft (just over 3 passenger vehicles) Opening Year 2026 Cumulative with Project
• Morning Peak Hour 95th Percentile Queue – 50 ft (just under 3 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 68 ft (just under 4 passenger vehicles) Lake Elsinore Walmart Fuel Station - 40 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
Intersection #7 (Driveway 3 at Cambern Avenue)
• Queue Storage – 120 ft
Opening Year 2026 Cumulative
• Morning Peak Hour 95th Percentile Queue – 55 ft (just under 3 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 102 ft (just over 5 passenger vehicles) Opening Year 2026 Cumulative with Project
• Morning Peak Hour 95th Percentile Queue – 62 ft (just over 3 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 112 ft (just over 5 passenger vehicles) Intersection #8 (Driveway 4 at Dexter Avenue)
• Queue Storage – 390 ft (155 ft to the nearest driveway access) Opening Year 2026 Cumulative
• Morning Peak Hour 95th Percentile Queue – 529 ft (just over 26 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 484 ft (just over 24 passenger vehicles) Opening Year 2026 Cumulative with Project
• Morning Peak Hour 95th Percentile Queue – 465 ft (just over 23 passenger vehicles) • Evening Peak Hour 95th Percentile Queue – 415 ft (just over 20 passenger vehicles) Based on the HCM 95th percentile queueing analysis, it was found that the longest driveway queues are expected to be approximately 529 ft during AM peak hour under Opening Year 2026 Cumulative condition, on the southbound movement on Driveway #4 at Dexter Avenue. The existing storage lengths before intersecting with an internal drive aisle is 155 ft (to the nearest driveway access).

There may be instances where vehicle queues conflict with the on-site drive aisle.

At intersection #8 (Driveway 4 at Dexter Avenue), the excessive queuing is largely due to the diverted pass by trips exiting Driveway 4 via southbound right turn and attempting to make a westbound left turn at Intersection #2 (Dexter Avenue at Central Avenue) to get back on I-15 NB. Intersection #2 provides only one protected westbound left turn lane; the number of vehicles waiting to turn would fill the available lane capacity, resulting in a backup of vehicles on Driveway 4 who are unable to make the southbound right.

However, with the addition of the dedicated westbound through lane at Intersection #2 (Dexter Avenue at Central Avenue) and proposed new I-15 NB hook on and off-ramps to the west of Dexter Avenue (mentioned earlier as part of the I-15/SR-74 (Central Avenue) Interchange Improvement Project) it is expected that driveway queues at Intersection #8 (Driveway 4 at Dexter Avenue) will be reduced significantly, since vehicles can travel straight through Dexter Avenue to get to the I-15 NB on-ramp rather than waiting to make a westbound left turn. It should be noted that excessive westbound queuing is present both with and without the project at Intersection #2.

Lake Elsinore Walmart Fuel Station - 41 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025
Driveway Queue Mitigation
While the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project is projected to be completed by opening of the Walmart Fuel Station project, the timeline is subject to change and may experience delays. In the event the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project is not completed before opening of the proposed Walmart Fuel Station, the 95th percentile driveway queues may impact site circulation. The following intersection demonstrated a 95th percentile queue exceeding available storage:
• #8 - Driveway 4 at Dexter Avenue: PM (Opening Year 2026 Cumulative Plus Project) With the assumption that the proposed I-15/SR-74 (Central Avenue) Interchange Improvement project would not be completed before opening of the proposed Walmart Fuel Station, the following improvements are recommended to alleviate driveway queueing deficiencies mentioned above:

Intersection #2 (Dexter Avenue at Central Avenue)
• Increase cycle length to 120 seconds and increase relative green time for phase three (westbound left turn).

Increase cycle length to 120 seconds and increase relative green time for phase three would allow the westbound left turn queues at Intersection #2 to clear more frequently, thereby allowing southbound right turns from Driveway 4 to occur more frequently. Therefore, the timing adjustments at Intersection #2 in conjunction with the improvements at Intersection #1 would also reduce 95th percentile queues to be contained within available storage at Intersection #8. The 95th percentile queuing results before and after application of the improvements at Intersection #2 and the earlier mentioned improvements at Intersection #1 are shown in Table 11. Copies of driveway queuing analysis worksheets with improvements on are provided in Appendix G.2.

OFF-SITE (I-15 OFF RAMPS) QUEUING ANALYSIS
Queue lengths at the I-15 NB and SB off-ramps were assessed at the following locations under Existing, Opening Year 2026, Opening Year 2026 Plus Project, Opening Year 2026 Cumulative and Opening Year 2026 Cumulative Plus Project conditions:
• Intersection #3: I-15 NB Ramps at Central Avenue
o Westbound Left Turn
o Westbound Through Movements
o Westbound Right Turn
• Intersection #4: I-15 SB Ramps at Central Avenue
o Eastbound Left Turn
o Eastbound Through Movements
o Eastbound Right Turn
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Traffic Impact Analysis August 2025
Results of the I-15 NB and SB off-ramps queuing analysis are summarized in Table 12. Based on the results, all analyzed movements at both Intersections #3 and #4 will exceed the existing storage length under Opening Year 2026 Cumulative conditions and Opening Year 2026 Cumulative Plus Project conditions in the PM peak period.

However, with the proposed I-15 NB hook on and off-ramps to the west of Dexter Avenue, mentioned earlier as part of the I-15/SR-74 (Central Avenue) Interchange Improvement Project, it is expected that excessive queueing at Intersection #3 will be reduced significantly as a result of the separate northbound loop off-ramp providing direct southbound connectivity to Central Avenue, whereas the modified “existing” off-ramp would provide direct northbound connectivity to Central Avenue.

Similarly, it is expected that excessive queueing at Intersection #4 will be reduced significantly as a result of the additional lane, geometry adjustments and increased storage length for the southbound off-ramp. Off-site queuing analysis worksheets are provided in Appendix G.1 TABLE 11

SUMMARY OF DRIVEWAY QUEUEING WITH AND WITHOUT IMPROVEMENTS Without
Improvement
With
Improvement
Without
Improvement
With
Improvement
AM 529 57 465 200
PM 484 60 415 191
Driveway 4 (#8)
Notes:
- Shaded values indicate 95th percentile queue length exceeding existing storage.

SB 390
Intersection Movement
Storage Lane
Capacity
(ft/ln)
Peak Hour
Peak Hour Queue Length (ft/ln)
Opening Year 2026
Cumulative
Opening Year 2026
Cumulative Plus Project
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TABLE 12
SUMMARY OF I-15 OFF-RAMPS QUEUE LENGTH ANALYSIS
Average
Queue
95th
Percentile
Average
Queue
95th
Percentile
Average
Queue
95th
Percentile
Average
Queue
95th
Percentile
Average
Queue
95th
Percentile
AM 72 144 109 194 112 199 157 248 157 256
PM 150 331 152 318 177 346 310 355 322 375
AM 111 179 165 257 169 253 222 309 204 286
PM 391 1107 311 867 436 1190 1245 1423 1221 1546
AM 76 146 90 202 103 202 157 294 142 257
PM 159 340 153 318 186 364 128 398 267 498
AM 62 135 78 154 85 160 118 202 218 106
PM 91 179 106 196 96 182 281 438 292 333
AM 143 219 133 208 147 218 180 240 252 165
PM 149 224 168 238 163 240 1135 1994 1450 1466
AM 54 163 58 151 71 175 112 223 197 98
PM 36 120 50 150 41 138 196 428 90 334
Intersection Movement
Storage Lane
Capacity
(ft/ln)
Peak
Hour
Peak Hour Queue Length (ft/ln)
Existing Opening Year 2026 Opening Year 2026 Plus Project Opening Year 2026 Cumulative Opening Year 2026 Cumulative Plus Project WBL 330
- Shaded values indicate 95th percentile queue length exceeding existing storage.

WBR
330
Notes:

EBR 330
330
I-15 NB off ramp at
Central Avenue (#3)
EBT 1520
1300
I-15 SB off ramp at
Central Avenue (#4)
EBL
WBT
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August 2025
Lake Elsinore Walmart Fuel Station - 45 - Kimley-Horn & Associates, Inc.

Traffic Impact Analysis August 2025

SITE ACCESS AND CIRCULATION
Vehicular access to the project site would be provided via four existing driveways located on Central Avenue, Cambern Avenue, and Dexter Avenue. The existing driveways are one right-in right-out driveway at Central Avenue, one right-in right-out driveway at Cambern Avenue, one full-movement driveway at Cambern Avenue, and one full-movement driveway on Dexter Avenue, respectively.

Based on project trip generation and typical fueling times, there are expected to be no queues at the proposed fuel pumps on site, and thereby no impacts to site circulation in the immediate vicinity of the project.

PARKING ASSESSMENT
The City of Lake Elsinore Municipal Code has established regulations regarding minimum parking requirements for all development sites, based on the type of land use. This parking assessment will encompass the proposed Walmart Fuel Station and the adjacent existing Walmart Supercenter as the proposed project site is located in the shared parking lot with the existing Walmart Supercenter.

A summary of the City’s parking requirements for the project site is provided in Table 13. Per LEMC Section 17.148.030.D of the City of Lake Elsinore Municipal Code, the parking requirement for the proposed project site is 7 parking spaces and the required parking spaces for the Walmart Supercenter is 618. The total parking requirement for the existing Walmart Supercenter and the proposed project site is 625 parking spaces, resulting in a surplus of 1 parking space.

Parking Required
Unit Quantity Code 1 Parking
Proposed Convenience Store Building Area SF 1,618 0.004 7Existing Walmart Building Area w/ Garden Center SF 154,487 0.004 618 Total Land Use Area SF 156,105 0.004 625
625626
1 Source: City of Lake Elsinore Municipal Code, Section 17.148.030 TABLE 13

WALMART FUEL STATION - LAKE ELSINORE

SUMMARY OF PARKING REQUIREMENTS
Total Parking RequiredTotal Parking Proposed
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August 2025
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Traffic Impact Analysis August 2025

SUMMARY OF FINDINGS AND CONCLUSIONS
• The project site is located to the east of Central Avenue and Dexter Avenue intersection. • The project proposes to construct a new fuel station with twenty fueling positions and a 1,618 square-foot convenience store
• Vehicular access to the project site would be provided via one right-in right-out driveway at Central Avenue, one right-in right-out driveway at Cambern Avenue, one full-movement driveway at Cambern Avenue, and one full-movement driveway on Dexter Avenue. • Morning and evening peak hour operating conditions were evaluated at the study intersections for the following study scenarios:
o Existing Conditions
o Opening Year 2026
o Opening Year 2026 with Project
o Opening Year 2026 Cumulative
o Opening Year 2026 Cumulative with Project
• Under Existing Conditions, all study intersections currently operate at an acceptable LOS. • Under Opening Year 2026 Conditions, all study intersections would continue to operate at an acceptable LOS.
• Under Opening Year 2026 with Project conditions, all study intersections would continue to operate at an acceptable LOS.
• The project is estimated to generate approximately 1,376 net new daily trips with 76 net new trips in the AM peak hour and 120 net new trips in the PM peak hour. • Under Existing conditions, the following study intersections would operate at an unacceptable Level of Service:
o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
o #4 – I-15 SB Ramps at Central Avenue: AM – LOS E
• Under Opening Year 2026 conditions, the following study intersections would operate at an unacceptable Level of Service:
o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
• Under Opening Year 2026 Plus Project conditions, the following study intersections would operate at an unacceptable Level of Service:
o #3 – I-15 NB Ramps at Central Avenue: AM - LOS E
o #4 – I-15 SB Ramps at Central Avenue: PM – LOS E
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Traffic Impact Analysis August 2025
• Under Opening Year 2026 Cumulative conditions, the following study intersections would operate at an unacceptable Level of Service:
o #1 – Cambern Avenue at Central Avenue: PM – LOS F
o #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E o #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E • Under Opening Year 2026 Cumulative with Project conditions, the following study intersections would operate at an unacceptable Level of Service:
o #1 – Cambern Avenue at Central Avenue: PM – LOS F
o #3 – I-15 NB Ramps at Central Avenue: AM - LOS F, PM – LOS E o #4 – I-15 SB Ramps at Central Avenue: AM - LOS E, PM – LOS E • Recommended improvements were provided to address the deficiencies at Intersection #1- Cambern Avenue and Central Avenue, including the following:
o Increase cycle length to 120 seconds
o Add protected eastbound left turn phasing
o Add westbound right turn overlap phasing
o Increase relative green time for phases four and seven • Recommended improvements may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair-share contribution toward future improvements, or a combination of these approaches. • The City of Lake Elsinore, in cooperation with Caltrans, is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange. • Proposed improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange would reduce driveway, and off-site (I-15 Off Ramps) queueing deficiencies currently observed with existing lane configurations.
• Improvements are recommended at Intersection #2 (Dexter Avenue at Central Avenue) to alleviate driveway queuing deficiencies observed only in the event where the proposed I-15/SR74 (Central Avenue) Interchange Improvement project is not completed before the opening of the proposed Walmart Fuel Station. These potential improvements include the following:
o Increase cycle length to 120 seconds and increase relative green time for phase three (westbound left turn).
• Based on the City of Lake Elsinore Municipal Code, the parking requirement for both proposed project and the adjacent existing Walmart Supercenter would be 625 parking spaces. The proposed project would provide 65 spaces in addition to the 626 existing parking spaces, resulting in a surplus of 1 parking space, compared to City code.

APPENDIX A

APPROVED SCOPING AGREEMENT
Traffic Impact Analysis -23- May 2022
Preparation Guide
Exhibit B

SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY
This letter acknowledges the City of Lake Elsinore requirements for traffic impact analysis of the following project. The analysis must follow the City of Lake Elsinore Traffic Study Guidelines dated May 2020.

Case No. (i.e. TR, PM, CUP, PP)
Related Cases -
SP No. Provide SP No. and list of other approved or active projects within the SP.

EIR No.

GPA No.

CZ No.

Project Name:

Project Address:

Project Description:

Consultant Developer
Name:

Address:

Telephone:

A. Trip Generation Source: (ITE 11th Edition or other as approved)

Current GP Land Use Proposed Land Use
Current Zoning Proposed Zoning

Current Trip Generation Proposed Trip Generation (PCE)
In Out Total In Out Total
AM Trips

PM Trips

Internal Trip Allowance Yes No ( % Trip Discount)
Pass-By Trip Allowance Yes No ( % Trip Discount)
Internal and Pass-By trip allowance percentages shall be per NCHRP 684 and the ITE Trip Generation Manual. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure. Internal trips that use external streets shall be indicated on a report figure.

B. Trip Geographic Distribution: N % S % E % W %
(Attach exhibit for detailed assignment)
C. Background Traffic
Project Build-out Year:

Phase Year(s), if needed: _____________________________ Annual Ambient Growth Rate: %
Other area projects to be analyzed: (to be provided by the City planning department) Model/Forecast methodology
New fuel station with 20 fueling positions and a 1,556 square-foot convenience store within the existing parking lot of Walmart 2077.
29260 Central Avenue, Lake Elsinore, CA 92532
Lake Elsinore Walmart 2077 Fuel Station
Kimley-Horn and Associates, Inc.
1100 Town and Country Rd Suite 700, Orange, CA 92868
(714) 939-1030
Walmart, Inc.
29260 Central Avenue, Lake Elsinore, CA 92532
(951) 245-5990
Business District’s General Commercial (C2)
CUP (2024-04)
Commercial
38 38 76
60 60 120
(63% AM, 57% PM,
60% Daily, )
2025 2
25 20 30 25
Existing + Ambient Growth + Cumulative Projects + Project 15 15 35 35
Traffic Impact Analysis -24- May 2022
Preparation Guide
Exhibit B – Scoping Agreement – Page 2
D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.)

1. 2.

3. 4.

5. E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.)

1. 2.

3. 4.

5. E. Other Jurisdictional Impacts
Is this project within one-mile radius of another jurisdiction or a State Highway? Yes No If so, name of Agency:

F. Site Plan (please attach figure)
G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by City)

H. Existing Conditions
Traffic count data must be new or recent within 1 calendar year. Provide traffic count dates if using other than new counts. Date of counts:__________________________________________________ I. Traffic Study Requirements
Traffic Study Required: ___ ____________________________________________ Focused Study Required: ___ ____________________________________________ Except from Analysis: ___ ____________________________________________ Recommended by:
_____________________________ ________
Consultant’s Representative Date
Scoping Agreement Submitted on _____________
Revised on ___________________
Approved Scoping Agreement:
_________________________ ________
City of Lake Elsinore Engineering Date
Department

6. 7.

8. 9.

10. 6.

7. 8.

9. 10.

Central Avenue and Cambern Avenue
Central Avenue and Dexter Avenue
Central Avenue and I-15 Northbound On/Off-ramps
Central Avenue and I-15 Southbound On/Off-ramps
Central Avenue and Driveway 1
Cambern Avenue and Driveway 2
Cambern Avenue and Driveway 3
Dexter Avenue and Driveway 4
Caltrans
Timothy Chan, PE 8/20/2024
8/20/2024
Dallas Willey 4/9/2025
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 April 9, 2025
Paul Fizer, PE
City of Lake Elsinore
Senior Engineer
RE: Traffic Impact Analysis (TIA) Scope of Work for the Proposed Walmart Fuel Station at 29260 Central Ave in the City of Lake Elsinore
Kimley-Horn and Associates, Inc. is pleased to submit this Scope of Work for the proposed Walmart Fuel Station at 29260 Central Ave in the City of Lake Elsinore. The scope of the traffic impact analysis is summarized below. This scope of work is based on a review of the City of Lake Elsinore Traffic Impact Analysis Preparation Guide (June 2020, Revised November 2022).

Project Description
The applicant proposes to construct a new fuel station with twenty fueling positions and a 1,556 square-foot convenience store within the existing parking lot of a Walmart Neighborhood Market located east of the intersection of Central Avenue and Dexter Avenue. The project location is shown in Figure 1. The project site plan is shown on Figure 2. The project is anticipated to open in 2025.

The proposed project will be in an existing, shared-use parking lot. Existing ingress and egress will be facilitated via four existing driveways into the Walmart Neighborhood Market parking lot.

Two full-access driveways, one on Cambern Avenue and one on Dexter Ave, allow direct access to the proposed project. Two right-in-right-out driveways, one on Cambern Avenue and one on Central Avenue provide access to the parking lot.

Study Scenarios
The following study scenarios will be included for analysis:
· Existing Conditions
· Opening Year 2025
· Opening Year 2025 with Project
· Opening Year 2025 Cumulative
· Opening Year 2025 Cumulative with Project
It should be noted that while the project is anticipated to open at the end of 2025, ambient growth will still be applied consistent with a true opening year relative to existing conditions.

Traffic Growth
Opening Year 2025 traffic, without the addition of the proposed project traffic, will be determined by growing existing volumes by 2% per year, and by adding traffic from cumulative projects in the City to the study intersections. A list of cumulative projects was provided by the City and is summarized on Table 1, with the associated traffic for each cumulative project within a 2-mile radius of the project site. The location of these cumulative projects is provided on Figure 3.

WALMART FUEL STATION - STORE #7168 6056 W 13400 S., HERRIMAN, UT 84096 Trip Generation Estimates
Proj # Description Land Use
Daily In Out Total In Out Total
Single-Family Detached Housing 1,306 DU 12,316 238 677 915 773 454 1,227 Single-Family Attached Housing 120 DU 864 18 40 58 39 29 68 Single-Family Detached Housing 745 DU 7,025 136 386 522 441 259 700 Single-Family Attached Housing 290 DU 2,088 43 96 139 94 71 165 Shopping Plaza (40-150k) 145.000 KSF 13,701 317 194 511 628 681 1,309 3 South Shore I & II Single-Family Detached Housing 921 DU 8,685 168 477 645 545 321 866 4 Lakeshore Town Center Shopping Center (>150k) 237.400 KSF 8,786 124 76 200 387 420 807 5 Fairway Business Park General Light Industrial 216.600 KSF 1,055 141 19 160 20 121 141 Multifamily Housing (Mid-Rise) 230 DU 1,044 20 66 86 55 35 90 Single-Family Attached Housing 84 DU 605 13 28 41 27 21 48 Single-Family Detached Housing 137 DU 1,292 25 71 96 81 48 129 7 Kassab Travel Center Travel Center 117.200 KSF 4,190 150 148 298 165 161 326 Hotel 97 Room 775 25 20 45 29 28 57
Strip Retail Plaza (<40k) 37.500 KSF 2,042 53 35 88 124 124 248 Single-Family Detached Housing 141 DU 1,330 26 73 99 83 49 132 Hotel 130 Room 1,039 34 26 60 39 38 77
Strip Retail Plaza (<40k) 29.500 KSF 1,606 42 28 70 97 97 194 Fast-Food Restaurant w/ Drive-thru 3.860 KSF 1,804 88 84 172 66 61 127 Strip Retail Plaza (<40k) 11.690 KSF 637 17 11 28 39 39 78 11 The Lakeview Plaza Shopping Plaza (40-150k) 43.000 KSF 4,063 94 58 152 186 202 388 12 Xebec Building Company General Light Industrial 51.000 KSF 248 33 5 38 5 29 34 13 North Elsinore Business Park General Light Industrial 95.000 KSF 463 62 8 70 9 53 62 Fast-Food Restaurant w/ Drive-thru 6.000 KSF 2,805 137 131 268 103 95 198 Convenience Store/Gasoline Station 16 Fueling Position 4,242 128 128 256 147 147 294 Automated Car Wash 4.100 KSF 0 0 0 0 29 29 58
Supermarket 43.000 KSF 4,035 73 50 123 192 192 384
15 Collier Commercial Properties General Light Industrial 11.900 KSF 58 8 1 9 1 7 8 16 Mason Motorsports General Light Industrial 25.500 KSF 124 17 2 19 2 14 16 Fast-Food Restaurant w/ Drive-thru 2.600 KSF 1,215 59 57 116 45 41 86 Coffee/Donut Shop w/ D.T. 0.630 KSF 336 28 27 55 12 12 24 18 The Bedrock Company General Light Industrial 39.780 KSF 194 26 4 30 4 22 26 19 Hampton Inn & Suites Hotel 101 Room 807 26 20 46 30 29 59 20 3rd & Cambern Apartments Multifamily Housing (Low-Rise) 75 DU 506 7 23 30 24 14 38 21 Starbucks Coffee Shop Coffee/Donut Shop w/ D.T. 4.400 KSF 2,348 193 185 378 86 86 172 22 Minthorn Industrial General Light Industrial 37.000 KSF 180 24 3 27 3 21 24 23 Collier Retail Shops Strip Retail Plaza (<40k) 7.200 KSF 392 10 7 17 24 24 48 24 Elsinore Heights Warehousing 555.000 KSF 949 73 22 95 28 72 100 25 Echo Suites Hotel Hotel 124 Room 991 32 25 57 37 36 73 Multifamily Housing (Low-Rise) 36 DU 243 3 11 14 12 7 19 Strip Retail Plaza (<40k) 2.900 KSF 158 4 3 7 10 10 20
27 Fleming and Sons Concrete Yard General Light Industrial 7.600 KSF 37 5 1 6 1 4 5 28 Baker Street Industrial General Light Industrial 1,000.500 KSF 4,872 651 89 740 91 559 650 Total Project Trips 100,150 3,371 3,415 6,786 4,813 4,762 9,575 Source:
1 Trip Generation from "Traffic Impact Study, Kassab Travel Center, City of Lake Elsinore, CA" from Dudek (April 2020). 1 Ramsgate
2 Spyglass Ranch
DU = Dwelling Unit, KSF = 1,000 Square Feet
26 Reflections Lake Elsinore
TABLE 1

SUMMARY OF CUMULATIVE PROJECTS TRIP GENERATION
8 North Peak Plaza
9 Nichols Ranch
14 Evergreen Development
17 Jack in the Box El Toro
Quantity Units
AM Peak Hour PM Peak Hour
6 Dexter Village
10 PDG Lake Elsinore
Lake Elsinore Walmart 2077 Fuel Station
Scoping Agreement
- 4 - Kimley-Horn and Associates, Inc.

April 2025
15 INTERSTATE
3rd St
2nd St
Central Ave
Crane St
Collier Ave
Dexter Ave
Cambern Ave
Conard Ave
Riverside Dr
Pasadena St
3rd St
Chaney St
Minthorn St
Camino del Norte
Main St
Rosetta Canyon Dr LEGEND: = Cumulative Project

Page 6 ends

kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Study Methodology
Intersection Level of Service calculations will be based on the Highway Capacity Manual (7th Edition) and will be conducted using the Synchro 12 software. Intersection analysis parameters will be based on the assumptions and values presented in the City’s Traffic Impact Analysis Guidelines.

Project Trip Generation
Peak hour trips for the proposed project were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Trip rates are based on the following ITE Land Use Category:
• LU 944 – Gasoline/Service Station
It is recognized that not all inbound and outbound trips to the proposed project will be “new” trips on the roadway system in the vicinity of the project site. Some trips to the project site will consist of “pass-by” trips -- motorists who are already traveling on the surrounding roadways from one place to another. Common pass-by trips for a gas station would be individuals who stop at the project site on the way to work, home, or school. In this instance, pass-by trips would also encompass diverted link trips, where vehicles traveling on I-15 exit to make a stop at the fuel station, and enter back on to I-15 once fueling is complete.

The resulting trip rates and the project trip generation estimates are shown on Table 2. The project is estimated to generate approximately 76 trips in the morning peak hour (38 inbound, 38 outbound) and 120 trips in the evening peak hour (60 inbound, 60 outbound).

Study Intersections
The following study intersections are proposed, and are shown on Figure 4:

1. Central Avenue and Cambern Avenue

2. Central Avenue and Dexter Avenue

3. Central Avenue and I-15 Northbound On/Off-ramps

4. Central Avenue and I-15 Southbound On/Off-ramps
D1. Central Avenue and Driveway 1
D2. Cambern Avenue and Driveway 2
D3. Cambern Avenue and Driveway 3
D4. Dexter Avenue and Driveway 4
Kimley-Horn is aware of the impending I-15 and Central Avenue interchange improvement project, and will work with City staff to incorporate into the analysis as needed.

TABLE 2

SUMMARY OF PROJECT TRIP GENERATION

LAKE ELSINORE WALMART FUEL STATION
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Gasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91 Trip Generation Estimates
AM Peak Hour PM Peak Hour
Land Use Quantity Unit Daily In Out Total In Out Total
Gasoline/Service Station 20 Fueling Position 3,440 103 103 206 139 139 278 Pass-by/Diverted Link Trips (60% Daily, 63% AM, 57% PM) 1,2 -2,064 -65 -65 -130 -79 -79 -158 Net Trips 1,376 38 38 76 60 60 120
Total Project Trips 1,376 38 38 76 60 60 120
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.

Lake Elsinore Walmart 2077 Fuel Station
Scoping Agreement - 7 -
Kimley-Horn and Associates, Inc.

April 2025
LEGEND:Trip Distribution
Percentage XX% Study Intersection Pass-by/Diverted Link Trip Distribution Percentage ( XX% ) 4

Page 9 ends

kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Existing Traffic Counts
Existing traffic volumes will be collected and analyzed for each of the study intersections during weekday morning (7am-9am) and evening (4pm-6pm) peak hours.

Project Trip Distribution
Project trip distribution assumptions are shown on Figure 4.

On-Site Queueing, Circulation, Site Access, and Parking Project traffic will be analyzed for on-site circulation, site access, and fuel station queueing to determine if project traffic impacts any access points during peak study periods. The project’s proposed parking will also be evaluated.

Safety and Operational Analysis
The study will review the need for additional turn lanes and/or excessive queueing at the study intersections from the project or cumulative projects traffic. Furthermore, I-15 off-ramp queueing will be analyzed at study intersections #3 and #4.

Traffic Signal Warrant Analysis
A peak hour traffic signal warrant analysis at unsignalized study intersections will be conducted as part of the traffic study.

VMT Screening
With the passage of Senate Bill (SB) 743 by the California Legislature in September 2013, VMT has become an important indicator for determining if a new development will result in a “significant transportation impact” as required by the California Environmental Quality Act (CEQA). Under SB 743, the state Office of Planning and Research (OPR) was charged with developing new guidelines for evaluating transportation impacts under CEQA in order to replace methods measuring automobile delay and Level of Service. In response to this mandate, the Office of Planning and Research proposed, and the California Natural Resources Agency adopted CEQA Guidelines Section 15064.3, which indicates that VMT exceeding an applicable threshold of significance is the most appropriate measure for evaluating a project’s transportation impacts.

Section 15064.3 goes on to clarify that except for projects regarding roadway capacity, “…a project’s effect on automobile delay does not constitute a significant environmental impact.” The OPR further elaborates on VMT metrics within the Technical Advisory on Evaluating Transportation Impacts in CEQA document, published in December 2018. Subsequently, the City of Lake Elsinore, via the Traffic Impact Analysis Preparation Guide (June 2020) has established VMT screening thresholds of significance for projects within the City.

Page 10 ends

kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 The City’s VMT guidelines provide details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed analysis. The City’s screening criteria are as follows:

1. Transit Priority Area (TPA) Screening

2. Low VMT Area Screening

3. Project Type Screening
Transit Priority Area (TPA) Screening
High quality transit provides a viable option for many to replace automobile trips transit trips resulting in an overall reduction in VMT. Projects may be presumed to cause a less-thansignificant impact if they are located within a ½ mile of an existing major transit stop; and maintains a service interval frequency of 15 minutes or less during the morning and afternoon peak commute periods. The project is not located near an existing major transit stop and therefore does not meet the Projects near High Quality Transit Screening criteria.

The Projects near High Quality Transit Screening threshold is not met.

Low VMT Area Screening
A project located within a low VMT generating area as determined by the City’s guidelines and the Western Riverside Council of Governments (WRCOG) VMT Screening Tool would be considered to have a less-than-significant transportation impact. Based on the WRCOG VMT Screening Tool results (see Attachment 1), the proposed project is not located within a low VMT area (0% below City Baseline). Therefore, the project does not meet the Map-Based Screening criteria.

The Map-Based Screening threshold is not met.

Project Type Screening
Retail projects less than 50,000 square feet may be presumed to cause a less-than-significant impact if the project is local-serving as determined by the Transportation Department. Since the project will involve the construction of Local-serving gas station; therefore, the project would be screened out based on project type.

The Project Type Screening threshold is met.

In accordance with the Technical Advisory and with City of Lake Elsinore’s Guidelines, it is appropriate that the proposed project be presumed to result in a less-than-significant VMT impact and support the goals of SB 743. No further VMT assessment is anticipated.

Page 11 ends

kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 APPROVED:

By:
_____ .

Paul Fizer, PE
City of Lake Elsinore

APPENDIX B

TRAFFIC COUNT WORKSHEETS
File Name : 01_LKE_Cen_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
Cambern Avenue
Westbound
Central Avenue
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 16 294 8 318 15 6 7 28 12 204 3 219 9 2 7 18 583 07:15 AM 16 339 14 369 8 8 18 34 9 231 1 241 18 3 9 30 674 07:30 AM 24 371 12 407 15 6 10 31 10 180 44 234 14 12 12 38 710 07:45 AM 22 402 30 454 22 13 12 47 18 189 3 210 23 4 9 36 747 Total 78 1406 64 1548 60 33 47 140 49 804 51 904 64 21 37 122 2714 08:00 AM 22 341 42 405 31 29 17 77 30 147 81 258 35 11 17 63 803 08:15 AM 23 242 22 287 18 21 16 55 38 235 14 287 24 19 27 70 699 08:30 AM 19 294 16 329 12 6 7 25 40 214 10 264 31 15 18 64 682 08:45 AM 31 235 17 283 23 13 15 51 22 137 24 183 31 13 13 57 574 Total 95 1112 97 1304 84 69 55 208 130 733 129 992 121 58 75 254 2758 Grand Total 173 2518 161 2852 144 102 102 348 179 1537 180 1896 185 79 112 376 5472 Apprch % 6.1 88.3 5.6 41.4 29.3 29.3 9.4 81.1 9.5 49.2 21 29.8 Total % 3.2 46 2.9 52.1 2.6 1.9 1.9 6.4 3.3 28.1 3.3 34.6 3.4 1.4 2 6.9 Central Avenue
Southbound
Cambern Avenue
Westbound
Central Avenue
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 24 371 12 407 15 6 10 31 10 180 44 234 14 12 12 38 710 07:45 AM 22 402 30 454 22 13 12 47 18 189 3 210 23 4 9 36 747 08:00 AM 22 341 42 405 31 29 17 77 30 147 81 258 35 11 17 63 803 08:15 AM 23 242 22 287 18 21 16 55 38 235 14 287 24 19 27 70 699 Total Volume 91 1356 106 1553 86 69 55 210 96 751 142 989 96 46 65 207 2959 % App. Total 5.9 87.3 6.8 41 32.9 26.2 9.7 75.9 14.4 46.4 22.2 31.4 PHF .948 .843 .631 .855 .694 .595 .809 .682 .632 .799 .438 .861 .686 .605 .602 .739 .921 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_LKE_Cen_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: Cambern Avenue
Weather: Clear
Central Avenue
Cambern Avenue
Cambern Avenue
Central Avenue
Right
106
Thru
1356
Left
91 Out In Total
902 1553 2455
Right
55 Thru
69 Left
86 Out Total In
279 210 489
Left
96 Thru
751
Right
142
Out In Total
1507 989 2496
Left
96 Thru
46 Right
65 Total Out In
271 207 478
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:30 AM 07:45 AM 08:00 AM
+0 mins. 16 339 14 369 15 6 10 31 18 189 3 210 35 11 17 63 +15 mins. 24 371 12 407 22 13 12 47 30 147 81 258 24 19 27 70 +30 mins. 22 402 30 454 31 29 17 77 38 235 14 287 31 15 18 64 +45 mins. 22 341 42 405 18 21 16 55 40 214 10 264 31 13 13 57 Total Volume 84 1453 98 1635 86 69 55 210 126 785 108 1019 121 58 75 254 % App. Total 5.1 88.9 6 41 32.9 26.2 12.4 77 10.6 47.6 22.8 29.5 PHF .875 .904 .583 .900 .694 .595 .809 .682 .788 .835 .333 .888 .864 .763 .694 .907 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_LKE_Cen_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
Cambern Avenue
Westbound
Central Avenue
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 36 284 53 373 27 22 48 97 21 339 14 374 79 31 17 127 971 04:15 PM 48 280 28 356 20 32 60 112 22 331 14 367 79 32 20 131 966 04:30 PM 33 268 35 336 20 28 54 102 30 324 19 373 62 38 12 112 923 04:45 PM 41 261 33 335 18 28 64 110 21 300 14 335 68 31 20 119 899 Total 158 1093 149 1400 85 110 226 421 94 1294 61 1449 288 132 69 489 3759 05:00 PM 46 277 62 385 19 38 43 100 18 339 28 385 70 26 12 108 978 05:15 PM 36 231 35 302 17 29 51 97 27 315 18 360 47 29 10 86 845 05:30 PM 29 218 42 289 33 27 38 98 39 333 12 384 50 28 19 97 868 05:45 PM 32 232 40 304 18 19 36 73 42 342 15 399 63 26 13 102 878 Total 143 958 179 1280 87 113 168 368 126 1329 73 1528 230 109 54 393 3569 Grand Total 301 2051 328 2680 172 223 394 789 220 2623 134 2977 518 241 123 882 7328 Apprch % 11.2 76.5 12.2 21.8 28.3 49.9 7.4 88.1 4.5 58.7 27.3 13.9 Total % 4.1 28 4.5 36.6 2.3 3 5.4 10.8 3 35.8 1.8 40.6 7.1 3.3 1.7 12 Central Avenue
Southbound
Cambern Avenue
Westbound
Central Avenue
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 48 280 28 356 20 32 60 112 22 331 14 367 79 32 20 131 966 04:30 PM 33 268 35 336 20 28 54 102 30 324 19 373 62 38 12 112 923 04:45 PM 41 261 33 335 18 28 64 110 21 300 14 335 68 31 20 119 899 05:00 PM 46 277 62 385 19 38 43 100 18 339 28 385 70 26 12 108 978 Total Volume 168 1086 158 1412 77 126 221 424 91 1294 75 1460 279 127 64 470 3766 % App. Total 11.9 76.9 11.2 18.2 29.7 52.1 6.2 88.6 5.1 59.4 27 13.6 PHF .875 .970 .637 .917 .963 .829 .863 .946 .758 .954 .670 .948 .883 .836 .800 .897 .963 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_LKE_Cen_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: Cambern Avenue
Weather: Clear
Central Avenue
Cambern Avenue
Cambern Avenue
Central Avenue
Right
158
Thru
1086
Left
168
Out In Total
1794 1412 3206
Right
221
Thru
126
Left
77 Out Total In
370 424 794
Left
91 Thru
1294
Right
75 Out In Total
1227 1460 2687
Left
279
Thru
127
Right
64 Total Out In
375 470 845
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 05:00 PM 04:00 PM
+0 mins. 48 280 28 356 20 32 60 112 18 339 28 385 79 31 17 127 +15 mins. 33 268 35 336 20 28 54 102 27 315 18 360 79 32 20 131 +30 mins. 41 261 33 335 18 28 64 110 39 333 12 384 62 38 12 112 +45 mins. 46 277 62 385 19 38 43 100 42 342 15 399 68 31 20 119 Total Volume 168 1086 158 1412 77 126 221 424 126 1329 73 1528 288 132 69 489 % App. Total 11.9 76.9 11.2 18.2 29.7 52.1 8.2 87 4.8 58.9 27 14.1 PHF .875 .970 .637 .917 .963 .829 .863 .946 .750 .971 .652 .957 .911 .868 .863 .933 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_LKE_Cen_Dex AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: Dexter Avenue
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
Dexter Avenue
Westbound
Central Avenue
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 18 283 18 319 34 10 16 60 57 209 27 293 6 5 41 52 724 07:15 AM 15 329 13 357 24 19 5 48 60 225 18 303 14 5 46 65 773 07:30 AM 14 325 13 352 34 26 6 66 61 213 29 303 13 12 52 77 798 07:45 AM 11 354 34 399 34 48 7 89 89 228 31 348 7 19 72 98 934 Total 58 1291 78 1427 126 103 34 263 267 875 105 1247 40 41 211 292 3229 08:00 AM 11 347 45 403 29 82 3 114 108 236 37 381 21 25 118 164 1062 08:15 AM 19 266 17 302 32 58 3 93 93 286 36 415 26 51 143 220 1030 08:30 AM 13 301 21 335 36 24 7 67 61 237 36 334 14 28 101 143 879 08:45 AM 16 278 17 311 37 26 9 72 61 218 43 322 11 17 41 69 774 Total 59 1192 100 1351 134 190 22 346 323 977 152 1452 72 121 403 596 3745 Grand Total 117 2483 178 2778 260 293 56 609 590 1852 257 2699 112 162 614 888 6974 Apprch % 4.2 89.4 6.4 42.7 48.1 9.2 21.9 68.6 9.5 12.6 18.2 69.1 Total % 1.7 35.6 2.6 39.8 3.7 4.2 0.8 8.7 8.5 26.6 3.7 38.7 1.6 2.3 8.8 12.7 Central Avenue
Southbound
Dexter Avenue
Westbound
Central Avenue
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 11 354 34 399 34 48 7 89 89 228 31 348 7 19 72 98 934 08:00 AM 11 347 45 403 29 82 3 114 108 236 37 381 21 25 118 164 1062 08:15 AM 19 266 17 302 32 58 3 93 93 286 36 415 26 51 143 220 1030 08:30 AM 13 301 21 335 36 24 7 67 61 237 36 334 14 28 101 143 879 Total Volume 54 1268 117 1439 131 212 20 363 351 987 140 1478 68 123 434 625 3905 % App. Total 3.8 88.1 8.1 36.1 58.4 5.5 23.7 66.8 9.5 10.9 19.7 69.4 PHF .711 .895 .650 .893 .910 .646 .714 .796 .813 .863 .946 .890 .654 .603 .759 .710 .919 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_LKE_Cen_Dex AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: Dexter Avenue
Weather: Clear
Central Avenue
Dexter Avenue
Dexter Avenue
Central Avenue
Right
117
Thru
1268
Left
54 Out In Total
1075 1439 2514
Right
20 Thru
212
Left
131
Out Total In
317 363 680
Left
351
Thru
987
Right
140
Out In Total
1833 1478 3311
Left
68 Thru
123
Right
434
Total Out In
680 625 1305
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 15 329 13 357 34 48 7 89 89 228 31 348 7 19 72 98 +15 mins. 14 325 13 352 29 82 3 114 108 236 37 381 21 25 118 164 +30 mins. 11 354 34 399 32 58 3 93 93 286 36 415 26 51 143 220 +45 mins. 11 347 45 403 36 24 7 67 61 237 36 334 14 28 101 143 Total Volume 51 1355 105 1511 131 212 20 363 351 987 140 1478 68 123 434 625 % App. Total 3.4 89.7 6.9 36.1 58.4 5.5 23.7 66.8 9.5 10.9 19.7 69.4 PHF .850 .957 .583 .937 .910 .646 .714 .796 .813 .863 .946 .890 .654 .603 .759 .710 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_LKE_Cen_Dex PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: Dexter Avenue
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
Dexter Avenue
Westbound
Central Avenue
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 25 308 14 347 41 44 16 101 71 323 44 438 28 39 91 158 1044 04:15 PM 15 290 15 320 37 26 19 82 57 318 43 418 28 31 72 131 951 04:30 PM 21 244 18 283 37 33 26 96 46 313 40 399 19 20 71 110 888 04:45 PM 29 340 10 379 30 21 21 72 50 333 43 426 19 20 60 99 976 Total 90 1182 57 1329 145 124 82 351 224 1287 170 1681 94 110 294 498 3859 05:00 PM 22 265 15 302 41 42 19 102 72 344 50 466 19 23 51 93 963 05:15 PM 18 260 14 292 37 21 13 71 62 360 51 473 27 18 56 101 937 05:30 PM 18 251 19 288 42 34 13 89 74 335 56 465 22 30 64 116 958 05:45 PM 18 267 17 302 36 44 9 89 62 405 50 517 22 30 67 119 1027 Total 76 1043 65 1184 156 141 54 351 270 1444 207 1921 90 101 238 429 3885 Grand Total 166 2225 122 2513 301 265 136 702 494 2731 377 3602 184 211 532 927 7744 Apprch % 6.6 88.5 4.9 42.9 37.7 19.4 13.7 75.8 10.5 19.8 22.8 57.4 Total % 2.1 28.7 1.6 32.5 3.9 3.4 1.8 9.1 6.4 35.3 4.9 46.5 2.4 2.7 6.9 12 Central Avenue
Southbound
Dexter Avenue
Westbound
Central Avenue
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 22 265 15 302 41 42 19 102 72 344 50 466 19 23 51 93 963 05:15 PM 18 260 14 292 37 21 13 71 62 360 51 473 27 18 56 101 937 05:30 PM 18 251 19 288 42 34 13 89 74 335 56 465 22 30 64 116 958 05:45 PM 18 267 17 302 36 44 9 89 62 405 50 517 22 30 67 119 1027 Total Volume 76 1043 65 1184 156 141 54 351 270 1444 207 1921 90 101 238 429 3885 % App. Total 6.4 88.1 5.5 44.4 40.2 15.4 14.1 75.2 10.8 21 23.5 55.5 PHF .864 .977 .855 .980 .929 .801 .711 .860 .912 .891 .924 .929 .833 .842 .888 .901 .946 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_LKE_Cen_Dex PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: Dexter Avenue
Weather: Clear
Central Avenue
Dexter Avenue
Dexter Avenue
Central Avenue
Right
65 Thru
1043
Left
76 Out In Total
1588 1184 2772
Right
54 Thru
141
Left
156
Out Total In
384 351 735
Left
270
Thru
1444
Right
207
Out In Total
1437 1921 3358
Left
90 Thru
101
Right
238
Total Out In
476 429 905
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 05:00 PM 04:00 PM
+0 mins. 25 308 14 347 37 26 19 82 72 344 50 466 28 39 91 158 +15 mins. 15 290 15 320 37 33 26 96 62 360 51 473 28 31 72 131 +30 mins. 21 244 18 283 30 21 21 72 74 335 56 465 19 20 71 110 +45 mins. 29 340 10 379 41 42 19 102 62 405 50 517 19 20 60 99 Total Volume 90 1182 57 1329 145 122 85 352 270 1444 207 1921 94 110 294 498 % App. Total 6.8 88.9 4.3 41.2 34.7 24.1 14.1 75.2 10.8 18.9 22.1 59 PHF .776 .869 .792 .877 .884 .726 .817 .863 .912 .891 .924 .929 .839 .705 .808 .788 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_LKE_Cen_15N AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Northbound Ramps
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
I-15 Northbound Off Ramp
Westbound
Central Avenue
Northbound
I-15 Northbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 208 145 353 67 0 109 176 17 174 0 191 0 0 0 0 720 07:15 AM 0 285 116 401 73 0 138 211 9 192 0 201 0 0 0 0 813 07:30 AM 0 297 98 395 90 0 125 215 15 189 0 204 0 0 0 0 814 07:45 AM 0 366 88 454 123 1 113 237 11 213 0 224 0 0 0 0 915 Total 0 1156 447 1603 353 1 485 839 52 768 0 820 0 0 0 0 3262 08:00 AM 0 388 93 481 101 3 150 254 25 255 0 280 0 0 0 0 1015 08:15 AM 0 320 96 416 98 0 121 219 27 285 0 312 0 0 0 0 947 08:30 AM 0 332 117 449 85 1 91 177 30 256 0 286 0 0 0 0 912 08:45 AM 0 254 80 334 83 1 90 174 31 220 0 251 0 0 0 0 759 Total 0 1294 386 1680 367 5 452 824 113 1016 0 1129 0 0 0 0 3633 Grand Total 0 2450 833 3283 720 6 937 1663 165 1784 0 1949 0 0 0 0 6895 Apprch % 0 74.6 25.4 43.3 0.4 56.3 8.5 91.5 0 0 0 0
Total % 0 35.5 12.1 47.6 10.4 0.1 13.6 24.1 2.4 25.9 0 28.3 0 0 0 0 Central Avenue
Southbound
I-15 Northbound Off Ramp
Westbound
Central Avenue
Northbound
I-15 Northbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 366 88 454 123 1 113 237 11 213 0 224 0 0 0 0 915 08:00 AM 0 388 93 481 101 3 150 254 25 255 0 280 0 0 0 0 1015 08:15 AM 0 320 96 416 98 0 121 219 27 285 0 312 0 0 0 0 947 08:30 AM 0 332 117 449 85 1 91 177 30 256 0 286 0 0 0 0 912 Total Volume 0 1406 394 1800 407 5 475 887 93 1009 0 1102 0 0 0 0 3789 % App. Total 0 78.1 21.9 45.9 0.6 53.6 8.4 91.6 0 0 0 0 PHF .000 .906 .842 .936 .827 .417 .792 .873 .775 .885 .000 .883 .000 .000 .000 .000 .933 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_LKE_Cen_15N AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Northbound Ramps
Weather: Clear
Central Avenue
I-15 Northbound On Ramp
I-15 Northbound Off Ramp
Central Avenue
Right
394
Thru
1406
Left
0 Out In Total
1484 1800 3284
Right
475
Thru
5 Left
407
Out Total In
0 887 887
Left
93 Thru
1009
Right
0 Out In Total
1813 1102 2915
Left
0 Thru
0 Right
0 Total Out In
492 0 492
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 08:00 AM 07:00 AM
+0 mins. 0 366 88 454 90 0 125 215 25 255 0 280 0 0 0 0 +15 mins. 0 388 93 481 123 1 113 237 27 285 0 312 0 0 0 0 +30 mins. 0 320 96 416 101 3 150 254 30 256 0 286 0 0 0 0 +45 mins. 0 332 117 449 98 0 121 219 31 220 0 251 0 0 0 0 Total Volume 0 1406 394 1800 412 4 509 925 113 1016 0 1129 0 0 0 0 % App. Total 0 78.1 21.9 44.5 0.4 55 10 90 0 0 0 0
PHF .000 .906 .842 .936 .837 .333 .848 .910 .911 .891 .000 .905 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_LKE_Cen_15N PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Northbound Ramps
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
I-15 Northbound Off Ramp
Westbound
Central Avenue
Northbound
I-15 Northbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 304 110 414 62 0 144 206 7 284 0 291 0 0 0 0 911 04:15 PM 0 305 92 397 37 0 132 169 10 304 0 314 0 0 0 0 880 04:30 PM 0 280 84 364 39 0 144 183 6 291 0 297 0 0 0 0 844 04:45 PM 0 278 136 414 31 1 146 178 7 282 0 289 0 0 0 0 881 Total 0 1167 422 1589 169 1 566 736 30 1161 0 1191 0 0 0 0 3516 05:00 PM 0 237 120 357 54 0 160 214 16 292 0 308 0 0 0 0 879 05:15 PM 0 272 88 360 94 0 159 253 13 352 0 365 0 0 0 0 978 05:30 PM 0 259 80 339 78 0 152 230 12 343 0 355 0 0 0 0 924 05:45 PM 0 256 91 347 70 1 156 227 15 338 0 353 0 0 0 0 927 Total 0 1024 379 1403 296 1 627 924 56 1325 0 1381 0 0 0 0 3708 Grand Total 0 2191 801 2992 465 2 1193 1660 86 2486 0 2572 0 0 0 0 7224 Apprch % 0 73.2 26.8 28 0.1 71.9 3.3 96.7 0 0 0 0
Total % 0 30.3 11.1 41.4 6.4 0 16.5 23 1.2 34.4 0 35.6 0 0 0 0 Central Avenue
Southbound
I-15 Northbound Off Ramp
Westbound
Central Avenue
Northbound
I-15 Northbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 237 120 357 54 0 160 214 16 292 0 308 0 0 0 0 879 05:15 PM 0 272 88 360 94 0 159 253 13 352 0 365 0 0 0 0 978 05:30 PM 0 259 80 339 78 0 152 230 12 343 0 355 0 0 0 0 924 05:45 PM 0 256 91 347 70 1 156 227 15 338 0 353 0 0 0 0 927 Total Volume 0 1024 379 1403 296 1 627 924 56 1325 0 1381 0 0 0 0 3708 % App. Total 0 73 27 32 0.1 67.9 4.1 95.9 0 0 0 0
PHF .000 .941 .790 .974 .787 .250 .980 .913 .875 .941 .000 .946 .000 .000 .000 .000 .948 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_LKE_Cen_15N PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Northbound Ramps
Weather: Clear
Central Avenue
I-15 Northbound On Ramp
I-15 Northbound Off Ramp
Central Avenue
Right
379
Thru
1024
Left
0 Out In Total
1952 1403 3355
Right
627
Thru
1 Left
296
Out Total In
0 924 924
Left
56 Thru
1325
Right
0 Out In Total
1320 1381 2701
Left
0 Thru
0 Right
0 Total Out In
436 0 436
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 05:00 PM 04:00 PM
+0 mins. 0 304 110 414 54 0 160 214 16 292 0 308 0 0 0 0 +15 mins. 0 305 92 397 94 0 159 253 13 352 0 365 0 0 0 0 +30 mins. 0 280 84 364 78 0 152 230 12 343 0 355 0 0 0 0 +45 mins. 0 278 136 414 70 1 156 227 15 338 0 353 0 0 0 0 Total Volume 0 1167 422 1589 296 1 627 924 56 1325 0 1381 0 0 0 0 % App. Total 0 73.4 26.6 32 0.1 67.9 4.1 95.9 0 0 0 0
PHF .000 .957 .776 .960 .787 .250 .980 .913 .875 .941 .000 .946 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_LKE_Cen_15S AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Southbound Ramps
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
I-15 Southbound On Ramp
Westbound
Central Avenue
Northbound
I-15 Southbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 88 209 0 297 0 0 0 0 0 125 94 219 79 0 38 117 633 07:15 AM 128 232 0 360 0 0 0 0 0 114 111 225 80 0 46 126 711 07:30 AM 123 258 0 381 0 0 0 0 0 131 142 273 77 1 49 127 781 07:45 AM 140 347 0 487 0 0 0 0 0 138 105 243 83 0 64 147 877 Total 479 1046 0 1525 0 0 0 0 0 508 452 960 319 1 197 517 3002 08:00 AM 143 343 0 486 0 0 0 0 0 226 147 373 54 0 54 108 967 08:15 AM 133 299 0 432 0 0 0 0 0 209 123 332 104 0 54 158 922 08:30 AM 167 274 0 441 0 0 0 0 0 207 145 352 80 0 48 128 921 08:45 AM 102 232 0 334 0 0 0 0 0 177 99 276 80 0 39 119 729 Total 545 1148 0 1693 0 0 0 0 0 819 514 1333 318 0 195 513 3539 Grand Total 1024 2194 0 3218 0 0 0 0 0 1327 966 2293 637 1 392 1030 6541 Apprch % 31.8 68.2 0 0 0 0 0 57.9 42.1 61.8 0.1 38.1
Total % 15.7 33.5 0 49.2 0 0 0 0 0 20.3 14.8 35.1 9.7 0 6 15.7 Central Avenue
Southbound
I-15 Southbound On Ramp
Westbound
Central Avenue
Northbound
I-15 Southbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 140 347 0 487 0 0 0 0 0 138 105 243 83 0 64 147 877 08:00 AM 143 343 0 486 0 0 0 0 0 226 147 373 54 0 54 108 967 08:15 AM 133 299 0 432 0 0 0 0 0 209 123 332 104 0 54 158 922 08:30 AM 167 274 0 441 0 0 0 0 0 207 145 352 80 0 48 128 921 Total Volume 583 1263 0 1846 0 0 0 0 0 780 520 1300 321 0 220 541 3687 % App. Total 31.6 68.4 0 0 0 0 0 60 40 59.3 0 40.7
PHF .873 .910 .000 .948 .000 .000 .000 .000 .000 .863 .884 .871 .772 .000 .859 .856 .953 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_LKE_Cen_15S AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Southbound Ramps
Weather: Clear
Central Avenue
I-15 Southbound Off Ramp
I-15 Southbound On Ramp
Central Avenue
Right
0 Thru
1263
Left
583
Out In Total
1101 1846 2947
Right
0 Thru
0 Left
0 Out Total In
1103 0 1103
Left
0 Thru
780
Right
520
Out In Total
1483 1300 2783
Left
321
Thru
0 Right
220
Total Out In
0 541 541
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:00 AM 08:00 AM 07:45 AM
+0 mins. 140 347 0 487 0 0 0 0 0 226 147 373 83 0 64 147 +15 mins. 143 343 0 486 0 0 0 0 0 209 123 332 54 0 54 108 +30 mins. 133 299 0 432 0 0 0 0 0 207 145 352 104 0 54 158 +45 mins. 167 274 0 441 0 0 0 0 0 177 99 276 80 0 48 128 Total Volume 583 1263 0 1846 0 0 0 0 0 819 514 1333 321 0 220 541 % App. Total 31.6 68.4 0 0 0 0 0 61.4 38.6 59.3 0 40.7
PHF .873 .910 .000 .948 .000 .000 .000 .000 .000 .906 .874 .893 .772 .000 .859 .856 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_LKE_Cen_15S PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Southbound Ramps
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
I-15 Southbound On Ramp
Westbound
Central Avenue
Northbound
I-15 Southbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 108 258 0 366 0 0 0 0 0 202 70 272 108 2 32 142 780 04:15 PM 133 230 0 363 0 0 0 0 0 206 39 245 119 0 19 138 746 04:30 PM 113 197 0 310 0 0 0 0 0 208 70 278 94 1 20 115 703 04:45 PM 114 186 0 300 0 0 0 0 0 220 46 266 92 0 19 111 677 Total 468 871 0 1339 0 0 0 0 0 836 225 1061 413 3 90 506 2906 05:00 PM 83 187 0 270 0 0 0 0 0 215 63 278 112 1 21 134 682 05:15 PM 104 265 0 369 0 0 0 0 0 234 58 292 121 0 23 144 805 05:30 PM 112 234 0 346 0 0 0 0 0 248 57 305 137 1 26 164 815 05:45 PM 107 224 0 331 0 0 0 0 0 245 82 327 150 1 31 182 840 Total 406 910 0 1316 0 0 0 0 0 942 260 1202 520 3 101 624 3142 Grand Total 874 1781 0 2655 0 0 0 0 0 1778 485 2263 933 6 191 1130 6048 Apprch % 32.9 67.1 0 0 0 0 0 78.6 21.4 82.6 0.5 16.9
Total % 14.5 29.4 0 43.9 0 0 0 0 0 29.4 8 37.4 15.4 0.1 3.2 18.7 Central Avenue
Southbound
I-15 Southbound On Ramp
Westbound
Central Avenue
Northbound
I-15 Southbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 83 187 0 270 0 0 0 0 0 215 63 278 112 1 21 134 682 05:15 PM 104 265 0 369 0 0 0 0 0 234 58 292 121 0 23 144 805 05:30 PM 112 234 0 346 0 0 0 0 0 248 57 305 137 1 26 164 815 05:45 PM 107 224 0 331 0 0 0 0 0 245 82 327 150 1 31 182 840 Total Volume 406 910 0 1316 0 0 0 0 0 942 260 1202 520 3 101 624 3142 % App. Total 30.9 69.1 0 0 0 0 0 78.4 21.6 83.3 0.5 16.2 PHF .906 .858 .000 .892 .000 .000 .000 .000 .000 .950 .793 .919 .867 .750 .815 .857 .935 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_LKE_Cen_15S PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: I-15 Southbound Ramps
Weather: Clear
Central Avenue
I-15 Southbound Off Ramp
I-15 Southbound On Ramp
Central Avenue
Right
0 Thru
910
Left
406
Out In Total
1462 1316 2778
Right
0 Thru
0 Left
0 Out Total In
669 0 669
Left
0 Thru
942
Right
260
Out In Total
1011 1202 2213
Left
520
Thru
3 Right
101
Total Out In
0 624 624
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 05:00 PM 05:00 PM
+0 mins. 108 258 0 366 0 0 0 0 0 215 63 278 112 1 21 134 +15 mins. 133 230 0 363 0 0 0 0 0 234 58 292 121 0 23 144 +30 mins. 113 197 0 310 0 0 0 0 0 248 57 305 137 1 26 164 +45 mins. 114 186 0 300 0 0 0 0 0 245 82 327 150 1 31 182 Total Volume 468 871 0 1339 0 0 0 0 0 942 260 1202 520 3 101 624 % App. Total 35 65 0 0 0 0 0 78.4 21.6 83.3 0.5 16.2
PHF .880 .844 .000 .915 .000 .000 .000 .000 .000 .950 .793 .919 .867 .750 .815 .857 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_LKE_Cen_DW1 PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Central Avenue
E/W: Driveway 1
Weather: Clear
Groups Printed- Total Volume
Central Avenue
Southbound
Driveway 1
Westbound
Central Avenue
Northbound
Lake Elsinore Market Place
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 314 12 326 0 0 12 12 0 382 28 410 0 0 47 47 795 04:15 PM 0 266 11 277 0 0 4 4 0 341 32 373 0 0 45 45 699 04:30 PM 0 257 15 272 0 0 9 9 0 338 20 358 0 0 43 43 682 04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 Total 0 1169 51 1220 0 0 32 32 0 1407 99 1506 0 0 178 178 2936 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 05:45 PM 0 250 5 255 0 0 3 3 0 395 27 422 0 0 40 40 720 Total 0 1057 44 1101 0 0 32 32 0 1536 137 1673 0 0 159 159 2965 Grand Total 0 2226 95 2321 0 0 64 64 0 2943 236 3179 0 0 337 337 5901 Apprch % 0 95.9 4.1 0 0 100 0 92.6 7.4 0 0 100
Total % 0 37.7 1.6 39.3 0 0 1.1 1.1 0 49.9 4 53.9 0 0 5.7 5.7 Central Avenue
Southbound
Driveway 1
Westbound
Central Avenue
Northbound
Lake Elsinore Market Place
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 332 13 345 0 0 7 7 0 346 19 365 0 0 43 43 760 05:00 PM 0 272 11 283 0 0 6 6 0 359 32 391 0 0 38 38 718 05:15 PM 0 278 12 290 0 0 14 14 0 402 41 443 0 0 36 36 783 05:30 PM 0 257 16 273 0 0 9 9 0 380 37 417 0 0 45 45 744 Total Volume 0 1139 52 1191 0 0 36 36 0 1487 129 1616 0 0 162 162 3005 % App. Total 0 95.6 4.4 0 0 100 0 92 8 0 0 100
PHF .000 .858 .813 .863 .000 .000 .643 .643 .000 .925 .787 .912 .000 .000 .900 .900 .959 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_LKE_Cen_DW1 PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Central Avenue
E/W: Driveway 1
Weather: Clear
Central Avenue
Lake Elsinore Market Place Driveway
Driveway 1
Central Avenue
Right
52 Thru
1139
Left
0 Out In Total
1523 1191 2714
Right
36 Thru
0 Left
0 Out Total In
129 36 165
Left
0 Thru
1487
Right
129
Out In Total
1301 1616 2917
Left
0 Thru
0 Right
162
Total Out In
52 162 214
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:30 PM 05:00 PM 04:00 PM
+0 mins. 0 314 12 326 0 0 9 9 0 359 32 391 0 0 47 47
+15 mins. 0 266 11 277 0 0 7 7 0 402 41 443 0 0 45 45
+30 mins. 0 257 15 272 0 0 6 6 0 380 37 417 0 0 43 43
+45 mins. 0 332 13 345 0 0 14 14 0 395 27 422 0 0 43 43 Total Volume 0 1169 51 1220 0 0 36 36 0 1536 137 1673 0 0 178 178 % App. Total 0 95.8 4.2 0 0 100 0 91.8 8.2 0 0 100
PHF .000 .880 .850 .884 .000 .000 .643 .643 .000 .955 .835 .944 .000 .000 .947 .947 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_LKE_DW2_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 2
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Gated Construction
Driveway
Southbound
Cambern Avenue
Westbound
Driveway 2
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 27 0 27 0 0 5 5 0 12 7 19 51
07:15 AM 0 0 1 1 0 30 1 31 0 0 4 4 0 13 8 21 57
07:30 AM 0 0 1 1 0 26 1 27 0 0 2 2 0 28 11 39 69
07:45 AM 0 0 1 1 0 48 0 48 0 0 2 2 0 22 10 32 83
Total 0 0 3 3 0 131 2 133 0 0 13 13 0 75 36 111 260
08:00 AM 0 0 0 0 0 77 0 77 0 0 5 5 0 23 16 39 121
08:15 AM 0 0 2 2 0 53 1 54 0 0 8 8 0 41 11 52 116
08:30 AM 0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45 78
08:45 AM 0 0 0 0 0 52 0 52 0 0 9 9 0 23 24 47 108
Total 0 0 2 2 0 210 1 211 0 0 27 27 0 119 64 183 423
Grand Total 0 0 5 5 0 341 3 344 0 0 40 40 0 194 100 294 683 Apprch % 0 0 100 0 99.1 0.9 0 0 100 0 66 34
Total % 0 0 0.7 0.7 0 49.9 0.4 50.4 0 0 5.9 5.9 0 28.4 14.6 43 Gated Construction
Driveway
Southbound
Cambern Avenue
Westbound
Driveway 2
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 77 0 77 0 0 5 5 0 23 16 39 121
08:15 AM 0 0 2 2 0 53 1 54 0 0 8 8 0 41 11 52 116
08:30 AM 0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45 78
08:45 AM 0 0 0 0 0 52 0 52 0 0 9 9 0 23 24 47 108
Total Volume 0 0 2 2 0 210 1 211 0 0 27 27 0 119 64 183 423 % App. Total 0 0 100 0 99.5 0.5 0 0 100 0 65 35
PHF .000 .000 .250 .250 .000 .682 .250 .685 .000 .000 .750 .750 .000 .726 .667 .880 .874 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_LKE_DW2_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 2
E/W: Cambern Avenue
Weather: Clear
Gated Construction Driveway
Cambern Avenue
Cambern Avenue
Driveway 2
Right
2 Thru
0 Left
0 Out In Total
1 2 3
Right
1 Thru
210
Left
0 Out Total In
146 211 357
Left
0 Thru
0 Right
27 Out In Total
64 27 91
Left
0 Thru
119
Right
64 Total Out In
212 183 395
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 1 1 0 77 0 77 0 0 5 5 0 23 16 39
+15 mins. 0 0 1 1 0 53 1 54 0 0 8 8 0 41 11 52
+30 mins. 0 0 0 0 0 28 0 28 0 0 5 5 0 32 13 45
+45 mins. 0 0 2 2 0 52 0 52 0 0 9 9 0 23 24 47
Total Volume 0 0 4 4 0 210 1 211 0 0 27 27 0 119 64 183 % App. Total 0 0 100 0 99.5 0.5 0 0 100 0 65 35
PHF .000 .000 .500 .500 .000 .682 .250 .685 .000 .000 .750 .750 .000 .726 .667 .880 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_LKE_DW2_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 2
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Gated Construction
Driveway
Southbound
Cambern Avenue
Westbound
Driveway 2
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 1 1 0 103 1 104 0 0 27 27 0 45 35 80 212
04:15 PM 0 0 0 0 0 102 0 102 0 0 28 28 0 46 33 79 209
04:30 PM 0 0 0 0 0 98 0 98 0 0 27 27 0 73 27 100 225
04:45 PM 0 0 0 0 0 115 0 115 0 0 35 35 0 50 39 89 239
Total 0 0 1 1 0 418 1 419 0 0 117 117 0 214 134 348 885 05:00 PM 0 0 0 0 0 92 0 92 0 0 21 21 0 66 25 91 204
05:15 PM 0 0 0 0 0 105 0 105 0 0 35 35 0 53 34 87 227
05:30 PM 0 0 0 0 0 96 0 96 0 0 20 20 0 36 25 61 177
05:45 PM 0 0 0 0 0 78 0 78 0 0 26 26 0 46 28 74 178
Total 0 0 0 0 0 371 0 371 0 0 102 102 0 201 112 313 786 Grand Total 0 0 1 1 0 789 1 790 0 0 219 219 0 415 246 661 1671 Apprch % 0 0 100 0 99.9 0.1 0 0 100 0 62.8 37.2
Total % 0 0 0.1 0.1 0 47.2 0.1 47.3 0 0 13.1 13.1 0 24.8 14.7 39.6 Gated Construction
Driveway
Southbound
Cambern Avenue
Westbound
Driveway 2
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 0 0 0 98 0 98 0 0 27 27 0 73 27 100 225
04:45 PM 0 0 0 0 0 115 0 115 0 0 35 35 0 50 39 89 239
05:00 PM 0 0 0 0 0 92 0 92 0 0 21 21 0 66 25 91 204
05:15 PM 0 0 0 0 0 105 0 105 0 0 35 35 0 53 34 87 227
Total Volume 0 0 0 0 0 410 0 410 0 0 118 118 0 242 125 367 895 % App. Total 0 0 0 0 100 0 0 0 100 0 65.9 34.1
PHF .000 .000 .000 .000 .000 .891 .000 .891 .000 .000 .843 .843 .000 .829 .801 .918 .936 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_LKE_DW2_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 2
E/W: Cambern Avenue
Weather: Clear
Gated Construction Driveway
Cambern Avenue
Cambern Avenue
Driveway 2
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
410
Left
0 Out Total In
360 410 770
Left
0 Thru
0 Right
118
Out In Total
125 118 243
Left
0 Thru
242
Right
125
Total Out In
410 367 777
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:30 PM 04:30 PM
+0 mins. 0 0 1 1 0 103 1 104 0 0 27 27 0 73 27 100
+15 mins. 0 0 0 0 0 102 0 102 0 0 35 35 0 50 39 89
+30 mins. 0 0 0 0 0 98 0 98 0 0 21 21 0 66 25 91
+45 mins. 0 0 0 0 0 115 0 115 0 0 35 35 0 53 34 87
Total Volume 0 0 1 1 0 418 1 419 0 0 118 118 0 242 125 367 % App. Total 0 0 100 0 99.8 0.2 0 0 100 0 65.9 34.1
PHF .000 .000 .250 .250 .000 .909 .250 .911 .000 .000 .843 .843 .000 .829 .801 .918 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_LKE_DW3_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 3
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Gated Driveway
Southbound
Cambern Avenue
Westbound
Driveway 3
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 18 0 18 9 0 1 10 0 13 1 14 42
07:15 AM 0 0 0 0 1 19 0 20 10 0 3 13 0 11 2 13 46
07:30 AM 0 0 0 0 2 13 0 15 11 0 2 13 0 24 4 28 56
07:45 AM 0 0 0 0 5 40 1 46 7 0 5 12 0 18 3 21 79
Total 0 0 0 0 8 90 1 99 37 0 11 48 0 66 10 76 223
08:00 AM 0 0 0 0 5 52 0 57 19 0 4 23 0 20 3 23 103
08:15 AM 0 0 0 0 3 32 0 35 18 0 4 22 0 33 12 45 102
08:30 AM 0 0 0 0 2 12 0 14 9 0 3 12 0 24 5 29 55
08:45 AM 0 0 0 0 1 24 0 25 21 0 4 25 0 21 4 25 75
Total 0 0 0 0 11 120 0 131 67 0 15 82 0 98 24 122 335
Grand Total 0 0 0 0 19 210 1 230 104 0 26 130 0 164 34 198 558 Apprch % 0 0 0 8.3 91.3 0.4 80 0 20 0 82.8 17.2
Total % 0 0 0 0 3.4 37.6 0.2 41.2 18.6 0 4.7 23.3 0 29.4 6.1 35.5 Gated Driveway
Southbound
Cambern Avenue
Westbound
Driveway 3
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 2 13 0 15 11 0 2 13 0 24 4 28 56
07:45 AM 0 0 0 0 5 40 1 46 7 0 5 12 0 18 3 21 79
08:00 AM 0 0 0 0 5 52 0 57 19 0 4 23 0 20 3 23 103
08:15 AM 0 0 0 0 3 32 0 35 18 0 4 22 0 33 12 45 102
Total Volume 0 0 0 0 15 137 1 153 55 0 15 70 0 95 22 117 340 % App. Total 0 0 0 9.8 89.5 0.7 78.6 0 21.4 0 81.2 18.8 PHF .000 .000 .000 .000 .750 .659 .250 .671 .724 .000 .750 .761 .000 .720 .458 .650 .825 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_LKE_DW3_Cam AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 3
E/W: Cambern Avenue
Weather: Clear
Gated Driveway
Cambern Avenue
Cambern Avenue
Driveway 3
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
1 Thru
137
Left
15 Out Total In
110 153 263
Left
55 Thru
0 Right
15 Out In Total
37 70 107
Left
0 Thru
95 Right
22 Total Out In
192 117 309
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:30 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 2 13 0 15 19 0 4 23 0 20 3 23
+15 mins. 0 0 0 0 5 40 1 46 18 0 4 22 0 33 12 45
+30 mins. 0 0 0 0 5 52 0 57 9 0 3 12 0 24 5 29
+45 mins. 0 0 0 0 3 32 0 35 21 0 4 25 0 21 4 25
Total Volume 0 0 0 0 15 137 1 153 67 0 15 82 0 98 24 122 % App. Total 0 0 0 9.8 89.5 0.7 81.7 0 18.3 0 80.3 19.7 PHF .000 .000 .000 .000 .750 .659 .250 .671 .798 .000 .938 .820 .000 .742 .500 .678 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_LKE_DW3_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 3
E/W: Cambern Avenue
Weather: Clear
Groups Printed- Total Volume
Gated Driveway
Southbound
Cambern Avenue
Westbound
Driveway 3
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 9 35 0 44 46 0 5 51 0 37 11 48 143
04:15 PM 0 0 0 0 4 51 0 55 32 0 9 41 0 43 10 53 149
04:30 PM 0 0 0 0 4 33 0 37 40 0 9 49 0 59 9 68 154
04:45 PM 0 0 0 0 7 44 0 51 36 1 8 45 0 45 7 52 148
Total 0 0 0 0 24 163 0 187 154 1 31 186 0 184 37 221 594 05:00 PM 0 0 0 0 6 36 0 42 31 0 8 39 0 49 12 61 142
05:15 PM 0 0 0 0 6 47 0 53 30 0 6 36 0 47 11 58 147
05:30 PM 0 0 0 0 8 45 0 53 38 0 11 49 0 37 5 42 144
05:45 PM 0 0 0 0 6 30 0 36 27 0 11 38 0 44 6 50 124
Total 0 0 0 0 26 158 0 184 126 0 36 162 0 177 34 211 557 Grand Total 0 0 0 0 50 321 0 371 280 1 67 348 0 361 71 432 1151 Apprch % 0 0 0 13.5 86.5 0 80.5 0.3 19.3 0 83.6 16.4
Total % 0 0 0 0 4.3 27.9 0 32.2 24.3 0.1 5.8 30.2 0 31.4 6.2 37.5 Gated Driveway
Southbound
Cambern Avenue
Westbound
Driveway 3
Northbound
Cambern Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 9 35 0 44 46 0 5 51 0 37 11 48 143
04:15 PM 0 0 0 0 4 51 0 55 32 0 9 41 0 43 10 53 149
04:30 PM 0 0 0 0 4 33 0 37 40 0 9 49 0 59 9 68 154
04:45 PM 0 0 0 0 7 44 0 51 36 1 8 45 0 45 7 52 148
Total Volume 0 0 0 0 24 163 0 187 154 1 31 186 0 184 37 221 594 % App. Total 0 0 0 12.8 87.2 0 82.8 0.5 16.7 0 83.3 16.7 PHF .000 .000 .000 .000 .667 .799 .000 .850 .837 .250 .861 .912 .000 .780 .841 .813 .964 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_LKE_DW3_Cam PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 3
E/W: Cambern Avenue
Weather: Clear
Gated Driveway
Cambern Avenue
Cambern Avenue
Driveway 3
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
163
Left
24 Out Total In
215 187 402
Left
154
Thru
1 Right
31 Out In Total
61 186 247
Left
0 Thru
184
Right
37 Total Out In
317 221 538
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:45 PM 04:00 PM 04:30 PM
+0 mins. 0 0 0 0 7 44 0 51 46 0 5 51 0 59 9 68
+15 mins. 0 0 0 0 6 36 0 42 32 0 9 41 0 45 7 52
+30 mins. 0 0 0 0 6 47 0 53 40 0 9 49 0 49 12 61
+45 mins. 0 0 0 0 8 45 0 53 36 1 8 45 0 47 11 58
Total Volume 0 0 0 0 27 172 0 199 154 1 31 186 0 200 39 239 % App. Total 0 0 0 13.6 86.4 0 82.8 0.5 16.7 0 83.7 16.3 PHF .000 .000 .000 .000 .844 .915 .000 .939 .837 .250 .861 .912 .000 .847 .813 .879 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_LKE_DW4_Dex AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 4/Dexter Place
E/W: Dexter Avenue
Weather: Clear
Groups Printed- Total Volume
Driveway 4
Southbound
Dexter Avenue
Westbound
Dexter Place
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 0 9 11 0 44 1 45 4 0 0 4 4 24 2 30 90
07:15 AM 2 0 4 6 1 44 0 45 0 0 2 2 2 28 0 30 83
07:30 AM 1 0 5 6 0 41 1 42 4 0 1 5 6 37 0 43 96
07:45 AM 3 0 2 5 0 82 3 85 2 0 2 4 6 41 0 47 141
Total 8 0 20 28 1 211 5 217 10 0 5 15 18 130 2 150 410
08:00 AM 1 0 9 10 2 113 1 116 3 0 1 4 7 64 0 71 201
08:15 AM 2 2 9 13 0 68 2 70 2 1 1 4 8 78 0 86 173
08:30 AM 1 0 8 9 1 49 1 51 1 0 4 5 8 59 0 67 132
08:45 AM 1 1 7 9 0 50 2 52 4 1 1 6 7 46 1 54 121
Total 5 3 33 41 3 280 6 289 10 2 7 19 30 247 1 278 627
Grand Total 13 3 53 69 4 491 11 506 20 2 12 34 48 377 3 428 1037 Apprch % 18.8 4.3 76.8 0.8 97 2.2 58.8 5.9 35.3 11.2 88.1 0.7 Total % 1.3 0.3 5.1 6.7 0.4 47.3 1.1 48.8 1.9 0.2 1.2 3.3 4.6 36.4 0.3 41.3 Driveway 4
Southbound
Dexter Avenue
Westbound
Dexter Place
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 3 0 2 5 0 82 3 85 2 0 2 4 6 41 0 47 141
08:00 AM 1 0 9 10 2 113 1 116 3 0 1 4 7 64 0 71 201
08:15 AM 2 2 9 13 0 68 2 70 2 1 1 4 8 78 0 86 173
08:30 AM 1 0 8 9 1 49 1 51 1 0 4 5 8 59 0 67 132
Total Volume 7 2 28 37 3 312 7 322 8 1 8 17 29 242 0 271 647 % App. Total 18.9 5.4 75.7 0.9 96.9 2.2 47.1 5.9 47.1 10.7 89.3 0 PHF .583 .250 .778 .712 .375 .690 .583 .694 .667 .250 .500 .850 .906 .776 .000 .788 .805 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_LKE_DW4_Dex AM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 4/Dexter Place
E/W: Dexter Avenue
Weather: Clear
Driveway 4
Dexter Avenue
Dexter Avenue
Dexter Place
Right
28 Thru
2 Left
7 Out In Total
37 37 74
Right
7 Thru
312
Left
3 Out Total In
257 322 579
Left
8 Thru
1 Right
8 Out In Total
5 17 22
Left
29 Thru
242
Right
0 Total Out In
348 271 619
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:45 AM 08:00 AM 08:00 AM
+0 mins. 1 0 9 10 0 82 3 85 3 0 1 4 7 64 0 71
+15 mins. 2 2 9 13 2 113 1 116 2 1 1 4 8 78 0 86
+30 mins. 1 0 8 9 0 68 2 70 1 0 4 5 8 59 0 67
+45 mins. 1 1 7 9 1 49 1 51 4 1 1 6 7 46 1 54
Total Volume 5 3 33 41 3 312 7 322 10 2 7 19 30 247 1 278 % App. Total 12.2 7.3 80.5 0.9 96.9 2.2 52.6 10.5 36.8 10.8 88.8 0.4 PHF .625 .375 .917 .788 .375 .690 .583 .694 .625 .500 .438 .792 .938 .792 .250 .808 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_LKE_DW4_Dex PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 1
City of Lake Elsinore
N/S: Driveway 4/Dexter Place
E/W: Dexter Avenue
Weather: Clear
Groups Printed- Total Volume
Driveway 4
Southbound
Dexter Avenue
Westbound
Dexter Place
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 4 0 13 17 0 67 4 71 7 1 5 13 19 80 2 101 202
04:15 PM 4 0 13 17 1 81 5 87 2 0 1 3 11 64 1 76 183
04:30 PM 3 0 9 12 2 73 4 79 4 0 1 5 11 72 1 84 180
04:45 PM 2 0 9 11 3 59 6 68 3 0 1 4 7 61 0 68 151
Total 13 0 44 57 6 280 19 305 16 1 8 25 48 277 4 329 716 05:00 PM 2 0 11 13 1 79 5 85 2 0 1 3 13 73 0 86 187
05:15 PM 4 0 12 16 1 65 6 72 2 1 3 6 6 67 0 73 167
05:30 PM 5 0 7 12 1 70 12 83 4 1 1 6 16 78 1 95 196
05:45 PM 1 0 22 23 0 65 9 74 3 0 1 4 21 82 1 104 205
Total 12 0 52 64 3 279 32 314 11 2 6 19 56 300 2 358 755 Grand Total 25 0 96 121 9 559 51 619 27 3 14 44 104 577 6 687 1471 Apprch % 20.7 0 79.3 1.5 90.3 8.2 61.4 6.8 31.8 15.1 84 0.9 Total % 1.7 0 6.5 8.2 0.6 38 3.5 42.1 1.8 0.2 1 3 7.1 39.2 0.4 46.7 Driveway 4
Southbound
Dexter Avenue
Westbound
Dexter Place
Northbound
Dexter Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 0 11 13 1 79 5 85 2 0 1 3 13 73 0 86 187
05:15 PM 4 0 12 16 1 65 6 72 2 1 3 6 6 67 0 73 167
05:30 PM 5 0 7 12 1 70 12 83 4 1 1 6 16 78 1 95 196
05:45 PM 1 0 22 23 0 65 9 74 3 0 1 4 21 82 1 104 205
Total Volume 12 0 52 64 3 279 32 314 11 2 6 19 56 300 2 358 755 % App. Total 18.8 0 81.2 1 88.9 10.2 57.9 10.5 31.6 15.6 83.8 0.6 PHF .600 .000 .591 .696 .750 .883 .667 .924 .688 .500 .500 .792 .667 .915 .500 .861 .921 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_LKE_DW4_Dex PM
Site Code : 10825381
Start Date : 4/15/2025
Page No : 2
City of Lake Elsinore
N/S: Driveway 4/Dexter Place
E/W: Dexter Avenue
Weather: Clear
Driveway 4
Dexter Avenue
Dexter Avenue
Dexter Place
Right
52 Thru
0 Left
12 Out In Total
90 64 154
Right
32 Thru
279
Left
3 Out Total In
318 314 632
Left
11 Thru
2 Right
6 Out In Total
5 19 24
Left
56 Thru
300
Right
2 Total Out In
342 358 700
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:15 PM 04:00 PM 05:00 PM
+0 mins. 2 0 11 13 1 81 5 87 7 1 5 13 13 73 0 86
+15 mins. 4 0 12 16 2 73 4 79 2 0 1 3 6 67 0 73
+30 mins. 5 0 7 12 3 59 6 68 4 0 1 5 16 78 1 95
+45 mins. 1 0 22 23 1 79 5 85 3 0 1 4 21 82 1 104
Total Volume 12 0 52 64 7 292 20 319 16 1 8 25 56 300 2 358 % App. Total 18.8 0 81.2 2.2 91.5 6.3 64 4 32 15.6 83.8 0.6 PHF .600 .000 .591 .696 .583 .901 .833 .917 .571 .250 .400 .481 .667 .915 .500 .861 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
2018 2025 2026 2045 % Growth
CAM DEL NORTE 3,031.31 4,744.50 4,989.24 9,639.35 5.16%COLLIER AVE 12,771.54 15,567.24 15,966.62 23,554.94 2.57%DEXTER AVE 3,742.90 4,499.69 4,607.81 6,661.96 2.40%CENTRAL AVE 36,158.00 38,429.73 38,754.26 44,920.40 0.84%3RD ST 1,573.32 2,978.26 3,178.97 6,992.37 6.74% Weighted Average

1.93%

APPENDIX B

SUMMARY OF RIVCOM GROWTH RATE JUSTIFICATION
Lake Elsinore Walmart Fuel StationTraffic Impact Study
Kimley-Horn and Associates, Inc.

August 2025

APPENDIX C

INTERSECTION ANALYSIS

WORKSHEETS
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 46 65 86 69 55 96 751 142 91 1356 106 Future Volume (veh/h) 96 46 65 86 69 55 96 751 142 91 1356 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 130 62 88 126 101 81 112 873 165 106 1577 123 Peak Hour Factor 0.74 0.74 0.74 0.68 0.68 0.68 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 335 146 208 193 583 494 177 1685 840 135 1773 791 Arrive On Green 0.21 0.21 0.21 0.06 0.31 0.31 0.05 0.47 0.47 0.08 0.50 0.50 Sat Flow, veh/h 1202 699 992 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 130 0 150 126 101 81 112 873 165 106 1577 123 Grp Sat Flow(s),veh/h/ln 1202 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.3 0.0 6.7 3.1 3.4 3.2 2.8 14.8 4.7 5.1 34.7 3.7 Cycle Q Clear(g_c), s 8.3 0.0 6.7 3.1 3.4 3.2 2.8 14.8 4.7 5.1 34.7 3.7 Prop In Lane 1.00 0.59 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 0 354 193 583 494 177 1685 840 135 1773 791 V/C Ratio(X) 0.39 0.00 0.42 0.65 0.17 0.16 0.63 0.52 0.20 0.78 0.89 0.16 Avail Cap(c_a), veh/h 335 0 354 199 583 494 199 1685 840 226 1886 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 29.7 40.1 21.7 21.7 40.3 15.9 10.7 39.4 19.6 11.8 Incr Delay (d2), s/veh 3.4 0.0 3.7 7.0 0.6 0.7 5.3 0.3 0.1 9.5 5.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.9 1.5 1.5 1.2 1.2 5.2 1.4 2.4 13.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.8 0.0 33.4 47.1 22.4 22.4 45.6 16.2 10.8 48.8 25.0 11.9 LnGrp LOS C C D C C D B B D C B
Approach Vol, veh/h 280 308 1150 1806
Approach Delay, s/veh 33.6 32.5 18.3 25.5
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 10.6 45.1 8.9 22.1 8.4 47.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 5.4 7.1 16.8 5.1 10.3 4.8 36.7 Green Ext Time (p_c), s 0.7 0.1 6.2 0.0 0.7 0.0 6.6
Intersection Summary
HCM 7th Control Delay, s/veh 24.4
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 123 434 131 212 20 351 987 140 54 1268 117 Future Volume (veh/h) 68 123 434 131 212 20 351 987 140 54 1268 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 173 611 164 265 25 394 1109 157 61 1425 131 Peak Hour Factor 0.71 0.71 0.71 0.80 0.80 0.80 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 122 371 700 198 406 38 434 2346 728 78 1673 412 Arrive On Green 0.07 0.20 0.20 0.11 0.24 0.24 0.24 0.46 0.46 0.04 0.26 0.26 Sat Flow, veh/h 1781 1870 1585 1781 1683 159 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 96 173 611 164 0 290 394 1109 157 61 1425 131 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.5 7.0 17.0 7.7 0.0 12.2 18.4 12.8 5.1 2.9 18.0 5.7 Cycle Q Clear(g_c), s 4.5 7.0 17.0 7.7 0.0 12.2 18.4 12.8 5.1 2.9 18.0 5.7 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 122 371 700 198 0 444 434 2346 728 78 1673 412 V/C Ratio(X) 0.78 0.47 0.87 0.83 0.00 0.65 0.91 0.47 0.22 0.78 0.85 0.32 Avail Cap(c_a), veh/h 146 371 700 208 0 444 499 2346 728 166 1727 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 30.3 21.7 37.3 0.0 29.3 31.5 16.0 13.9 40.5 30.1 25.6 Incr Delay (d2), s/veh 20.6 0.9 11.7 22.5 0.0 3.4 18.9 0.7 0.7 15.1 4.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 3.0 12.4 4.5 0.0 5.6 9.7 4.7 1.8 1.5 6.8 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.9 31.2 33.4 59.8 0.0 32.7 50.4 16.7 14.6 55.6 34.3 26.0 LnGrp LOS E C C E C D B B E C C
Approach Vol, veh/h 880 454 1660 1617
Approach Delay, s/veh 35.8 42.5 24.5 34.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.8 43.4 13.5 21.0 24.9 26.3 9.9 24.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 4.9 14.8 9.7 19.0 20.4 20.0 6.5 14.2 Green Ext Time (p_c), s 0.0 8.7 0.0 0.0 0.5 2.2 0.0 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 31.9
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 407 5 475 93 1009 0 0 1406 394 Future Volume (veh/h) 0 0 0 407 5 475 93 1009 0 0 1406 394 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 652 0 353 106 1147 0 0 1496 419
Peak Hour Factor 0.87 0.87 0.87 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1430 0 636 136 2560 0 0 1922 597
Arrive On Green 0.40 0.00 0.40 0.08 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 652 0 353 106 1147 0 0 1496 419
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 11.0 0.0 14.1 4.8 11.9 0.0 0.0 21.2 18.4 Cycle Q Clear(g_c), s 11.0 0.0 14.1 4.8 11.9 0.0 0.0 21.2 18.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1430 0 636 136 2560 0 0 1922 597 V/C Ratio(X) 0.46 0.00 0.55 0.78 0.45 0.00 0.00 0.78 0.70 Avail Cap(c_a), veh/h 1430 0 636 238 3043 0 0 2111 655
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 0.0 19.0 37.3 13.2 0.0 0.0 22.6 21.7 Incr Delay (d2), s/veh 1.1 0.0 3.5 9.3 0.1 0.0 0.0 1.8 3.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 5.5 2.4 4.2 0.0 0.0 8.0 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.1 0.0 22.4 46.6 13.3 0.0 0.0 24.4 24.8 LnGrp LOS B C D B C C
Approach Vol, veh/h 1005 1253 1915
Approach Delay, s/veh 20.3 16.1 24.5
Approach LOS C B C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 37.0 45.2 10.3 35.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0
Max Q Clear Time (g_c+I1), s 16.1 13.9 6.8 23.2
Green Ext Time (p_c), s 3.6 10.4 0.1 7.7
Intersection Summary
HCM 7th Control Delay, s/veh 20.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 321 0 220 0 0 0 0 780 520 583 1263 0 Future Volume (veh/h) 321 0 220 0 0 0 0 780 520 583 1263 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 453 0 171 0 897 598 614 1329 0
Peak Hour Factor 0.86 0.86 0.86 0.87 0.87 0.87 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 966 0 430 0 1926 598 726 2255 0
Arrive On Green 0.27 0.00 0.27 0.00 0.38 0.38 0.21 0.63 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 453 0 171 0 897 598 614 1329 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 9.0 0.0 7.5 0.0 11.3 32.0 14.5 18.5 0.0 Cycle Q Clear(g_c), s 9.0 0.0 7.5 0.0 11.3 32.0 14.5 18.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 966 0 430 0 1926 598 726 2255 0
V/C Ratio(X) 0.47 0.00 0.40 0.00 0.47 1.00 0.85 0.59 0.00 Avail Cap(c_a), veh/h 966 0 430 0 1926 598 937 2472 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.8 0.0 25.3 0.0 20.0 26.4 32.2 9.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 2.7 0.0 0.2 36.8 5.8 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 0.0 2.9 0.0 4.1 17.0 6.3 5.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.4 0.0 28.0 0.0 20.1 63.2 37.9 9.4 0.0 LnGrp LOS C C C E D A
Approach Vol, veh/h 624 1495 1943
Approach Delay, s/veh 27.6 37.4 18.4
Approach LOS C D B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 21.8 36.0 27.0 57.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0
Max Q Clear Time (g_c+I1), s 16.5 34.0 11.0 20.5
Green Ext Time (p_c), s 1.3 0.0 1.8 12.4
Intersection Summary
HCM 7th Control Delay, s/veh 26.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 5 ends

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52
Future Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 64 92 64 92 91 91 86 86 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 176 0 0 56 0 1634 142 0 1324 57
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 662 - - 817 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 347 0 0 274 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 347 - - 274 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v25.64 21.48 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 347 274 -
HCM Lane V/C Ratio - - 0.508 0.205 -
HCM Control Delay (s/veh) - - 25.6 21.5 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 2.7 0.8 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 119 64 0 210 1 0 0 27 0 0 2
Future Vol, veh/h 0 119 64 0 210 1 0 0 27 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 88 88 68 68 92 75 92 75 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 135 73 0 309 1 0 0 36 0 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 104 - - 154
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 931 0 0 864
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 931 - - 864
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 9.02 9.18

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 931 - - - - 864
HCM Lane V/C Ratio 0.039 - - - - 0.003
HCM Control Delay (s/veh) 9 - - - - 9.2
HCM Lane LOS A - - - - A
HCM 95th %tile Q(veh) 0.1 - - - - 0
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 95 22 15 137 1 55 0 15 0 0 0
Future Vol, veh/h 0 95 22 15 137 1 55 0 15 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 65 65 67 67 92 76 92 76 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 146 34 22 204 1 72 0 20 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 180 0 0 310 - 90 322 429 102 Stage 1 - - - - - - 163 - - 249 249 -
Stage 2 - - - - - - 147 - - 73 180 -
Critical Hdwy - - - 4.14 - - 7.54 - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - 6.54 - - 6.54 5.54 -
Follow-up Hdwy - - - 2.22 - - 3.52 - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1393 - - 619 0 950 607 517 933 Stage 1 0 - - - - - 823 0 - 733 699 -
Stage 2 0 - - - - - 841 0 - 928 749 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1393 - - 609 - 950 584 508 933 Mov Cap-2 Maneuver - - - - - - 609 - - 584 508 -
Stage 1 - - - - - - 823 - - 720 687 -
Stage 2 - - - - - - 826 - - 909 749 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.84 11.34 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 659 - - 355 - - -
HCM Lane V/C Ratio 0.14 - - 0.016 - - -
HCM Control Delay (s/veh) 11.3 - - 7.6 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 0.5 - - 0 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
Existing AM 7:57 am 03/31/2025 Baseline Synchro 12 Report

Page 8 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 242 0 3 312 7 8 1 8 7 2 28
Future Vol, veh/h 29 242 0 3 312 7 8 1 8 7 2 28
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 92 92 69 69 92 92 92 71 92 71
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 37 306 0 3 452 10 9 1 9 10 2 39
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 462 0 0 306 0 0 840 849 306 844 844 457 Stage 1 - - - - - - 380 380 - 464 464 -
Stage 2 - - - - - - 460 469 - 380 380 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1099 - - 1254 - - 285 298 734 283 300 603 Stage 1 - - - - - - 642 614 - 579 564 -
Stage 2 - - - - - - 581 561 - 642 614 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1099 - - 1254 - - 253 285 734 267 287 603 Mov Cap-2 Maneuver - - - - - - 253 285 - 267 287 -
Stage 1 - - - - - - 616 589 - 576 562 -
Stage 2 - - - - - - 539 559 - 608 589 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.9 0.06 15.26 13.64

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 369 193 - - 13 - - 468
HCM Lane V/C Ratio 0.05 0.033 - - 0.003 - - 0.11
HCM Control Delay (s/veh) 15.3 8.4 0 - 7.9 0 - 13.6
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.4
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 279 127 64 77 126 221 91 1294 75 168 1086 158 Future Volume (veh/h) 279 127 64 77 126 221 91 1294 75 168 1086 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 310 141 71 81 133 233 96 1362 79 183 1180 172 Peak Hour Factor 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 367 332 167 136 686 581 156 1382 679 198 1616 721 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1016 1173 591 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 310 0 212 81 133 233 96 1362 79 183 1180 172 Grp Sat Flow(s),veh/h/ln 1016 0 1764 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.5 0.0 8.8 2.1 4.4 9.8 2.5 34.2 2.7 9.2 24.4 6.0 Cycle Q Clear(g_c), s 25.5 0.0 8.8 2.1 4.4 9.8 2.5 34.2 2.7 9.2 24.4 6.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 367 0 499 136 686 581 156 1382 679 198 1616 721 V/C Ratio(X) 0.84 0.00 0.42 0.60 0.19 0.40 0.62 0.99 0.12 0.92 0.73 0.24 Avail Cap(c_a), veh/h 367 0 499 154 686 581 192 1382 679 198 1616 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 26.3 42.5 19.4 21.2 42.2 27.2 15.5 39.6 20.0 15.0 Incr Delay (d2), s/veh 20.5 0.0 2.6 4.9 0.6 2.1 3.9 20.7 0.1 43.2 1.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 0.0 3.9 0.9 1.9 3.6 1.1 16.7 0.9 6.1 9.1 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.7 0.0 28.9 47.5 20.1 23.2 46.1 48.0 15.6 82.9 21.7 15.2 LnGrp LOS D C D C C D D B F C B
Approach Vol, veh/h 522 447 1537 1535
Approach Delay, s/veh 43.6 26.7 46.2 28.3
Approach LOS D C D C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.5 29.5 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 11.8 11.2 36.2 4.1 27.5 4.5 26.4 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8
Intersection Summary
HCM 7th Control Delay, s/veh 36.9
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 101 238 156 141 54 270 1444 207 76 1043 65 Future Volume (veh/h) 90 101 238 156 141 54 270 1444 207 76 1043 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 112 264 181 164 63 290 1553 223 78 1064 66 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 302 556 222 275 106 337 2324 721 100 2074 511 Arrive On Green 0.07 0.16 0.16 0.12 0.21 0.21 0.19 0.46 0.46 0.06 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1287 494 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 100 112 264 181 0 227 290 1553 223 78 1064 66 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1781 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.4 4.2 10.3 7.8 0.0 9.1 12.5 18.8 7.1 3.4 10.6 2.3 Cycle Q Clear(g_c), s 4.4 4.2 10.3 7.8 0.0 9.1 12.5 18.8 7.1 3.4 10.6 2.3 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 129 302 556 222 0 381 337 2324 721 100 2074 511 V/C Ratio(X) 0.78 0.37 0.47 0.82 0.00 0.60 0.86 0.67 0.31 0.78 0.51 0.13 Avail Cap(c_a), veh/h 248 378 620 338 0 450 495 2324 721 158 2074 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.1 29.6 20.0 33.7 0.0 28.0 31.1 16.9 13.7 36.8 21.8 18.9 Incr Delay (d2), s/veh 9.5 0.8 0.6 8.8 0.0 1.5 10.0 1.5 1.1 12.1 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 1.8 3.6 3.8 0.0 3.8 6.0 6.7 2.5 1.7 3.6 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.6 30.3 20.6 42.6 0.0 29.5 41.1 18.4 14.8 48.9 22.0 19.1 LnGrp LOS D C C D C D B B D C B
Approach Vol, veh/h 476 408 2066 1208
Approach Delay, s/veh 28.2 35.3 21.2 23.5
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.5 40.0 13.9 16.8 19.0 29.5 9.7 20.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 5.4 20.8 9.8 12.3 14.5 12.6 6.4 11.1 Green Ext Time (p_c), s 0.0 9.7 0.2 0.5 0.5 4.2 0.1 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 24.1
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 296 1 627 56 1325 0 0 1024 379 Future Volume (veh/h) 0 0 0 296 1 627 56 1325 0 0 1024 379 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 217 0 805 59 1395 0 0 1056 391
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 898 0 1599 76 2041 0 0 1579 490
Arrive On Green 0.50 0.00 0.50 0.04 0.40 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 217 0 805 59 1395 0 0 1056 391
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.7 0.0 14.1 2.7 18.8 0.0 0.0 15.0 18.8 Cycle Q Clear(g_c), s 5.7 0.0 14.1 2.7 18.8 0.0 0.0 15.0 18.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 898 0 1599 76 2041 0 0 1579 490
V/C Ratio(X) 0.24 0.00 0.50 0.78 0.68 0.00 0.00 0.67 0.80 Avail Cap(c_a), veh/h 898 0 1599 150 2452 0 0 1778 552
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.7 0.0 13.7 39.5 20.6 0.0 0.0 25.1 26.4 Incr Delay (d2), s/veh 0.6 0.0 1.1 15.7 0.6 0.0 0.0 0.8 7.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.9 1.5 7.1 0.0 0.0 5.7 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.3 0.0 14.9 55.2 21.3 0.0 0.0 25.9 33.7 LnGrp LOS B B E C C C
Approach Vol, veh/h 1022 1454 1447
Approach Delay, s/veh 14.3 22.6 28.0
Approach LOS B C C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 37.3 7.5 29.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 16.1 20.8 4.7 20.8
Green Ext Time (p_c), s 4.5 10.1 0.0 4.9
Intersection Summary
HCM 7th Control Delay, s/veh 22.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 520 3 101 0 0 0 0 942 260 406 910 0 Future Volume (veh/h) 520 3 101 0 0 0 0 942 260 406 910 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 643 0 79 0 1024 283 456 1022 0
Peak Hour Factor 0.86 0.86 0.86 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1423 0 633 0 1427 443 575 1767 0
Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.17 0.50 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 643 0 79 0 1024 283 456 1022 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 10.3 0.0 2.4 0.0 14.0 12.2 9.8 15.7 0.0 Cycle Q Clear(g_c), s 10.3 0.0 2.4 0.0 14.0 12.2 9.8 15.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1423 0 633 0 1427 443 575 1767 0 V/C Ratio(X) 0.45 0.00 0.12 0.00 0.72 0.64 0.79 0.58 0.00 Avail Cap(c_a), veh/h 1423 0 633 0 1777 552 891 2336 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.1 0.0 14.7 0.0 25.2 24.5 31.1 13.8 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.4 0.0 1.1 1.7 2.7 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 0.0 0.8 0.0 5.4 4.4 4.1 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.1 0.0 15.1 0.0 26.3 26.2 33.8 14.1 0.0 LnGrp LOS B B C C C B
Approach Vol, veh/h 722 1307 1478
Approach Delay, s/veh 17.8 26.3 20.1
Approach LOS B C C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 16.9 25.7 35.0 42.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 11.8 16.0 12.3 17.7
Green Ext Time (p_c), s 1.1 5.7 2.5 8.2
Intersection Summary
HCM 7th Control Delay, s/veh 21.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 5 ends

Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52
Future Vol, veh/h 0 0 162 0 0 36 0 1487 129 0 1139 52
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 64 64 64 91 91 91 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 180 0 0 56 0 1634 142 0 1324 60
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 662 - - 817 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 347 0 0 274 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 347 - - 274 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v26.08 21.48 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 347 274 -
HCM Lane V/C Ratio - - 0.519 0.205 -
HCM Control Delay (s/veh) - - 26.1 21.5 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 2.9 0.8 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 242 125 0 410 0 0 0 118 0 0 0
Future Vol, veh/h 0 242 125 0 410 0 0 0 118 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 89 89 89 84 84 84 25 25 25
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 263 136 0 461 0 0 0 140 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 199 - - 230
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 808 0 0 772
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 808 - - 772
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 10.39 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 808 - - - - -
HCM Lane V/C Ratio 0.174 - - - - -
HCM Control Delay (s/veh) 10.4 - - - - 0
HCM Lane LOS B - - - - A
HCM 95th %tile Q(veh) 0.6 - - - - -
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 184 37 24 163 0 154 1 31 0 0 0
Future Vol, veh/h 0 184 37 24 163 0 154 1 31 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 81 81 81 85 85 85 91 91 91 25 25 25
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 227 46 28 192 0 169 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 273 0 0 402 498 136 362 521 96 Stage 1 - - - - - - 250 250 - 248 248 -
Stage 2 - - - - - - 152 248 - 114 273 -
Critical Hdwy - - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy - - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1287 - - 533 472 887 569 458 942 Stage 1 0 - - - - - 732 699 - 734 700 -
Stage 2 0 - - - - - 835 700 - 878 683 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1287 - - 520 461 887 533 448 942 Mov Cap-2 Maneuver - - - - - - 520 461 - 533 448 -
Stage 1 - - - - - - 732 699 - 717 684 -
Stage 2 - - - - - - 815 684 - 843 683 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.13 15.07 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 559 - - 462 - - -
HCM Lane V/C Ratio 0.364 - - 0.022 - - -
HCM Control Delay (s/veh) 15.1 - - 7.9 0.1 - 0
HCM Lane LOS C - - A A - A
HCM 95th %tile Q(veh) 1.7 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
Existing PM 9:55 am 05/14/2025 Baseline Synchro 12 Report

Page 8 ends

Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 56 300 2 3 279 32 11 2 6 12 0 52
Future Vol, veh/h 56 300 2 3 279 32 11 2 6 12 0 52
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 92 92 92 79 79 79 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 65 349 2 3 303 35 14 3 8 17 0 74
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 338 0 0 351 0 0 790 825 350 808 809 321 Stage 1 - - - - - - 480 480 - 327 327 -
Stage 2 - - - - - - 310 345 - 480 481 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1221 - - 1208 - - 308 308 693 300 315 720 Stage 1 - - - - - - 567 554 - 686 648 -
Stage 2 - - - - - - 700 636 - 567 554 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1221 - - 1208 - - 257 286 693 273 293 720 Mov Cap-2 Maneuver - - - - - - 257 286 - 273 293 -
Stage 1 - - - - - - 529 518 - 683 645 -
Stage 2 - - - - - - 626 634 - 521 517 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.27 0.08 16.96 12.82

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 325 281 - - 17 - - 551
HCM Lane V/C Ratio 0.074 0.053 - - 0.003 - - 0.166
HCM Control Delay (s/veh) 17 8.1 0 - 8 0 - 12.8
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.6
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 47 66 88 70 56 98 766 145 93 1383 108 Future Volume (veh/h) 98 47 66 88 70 56 98 766 145 93 1383 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 49 69 93 74 59 103 806 153 98 1456 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 377 163 229 155 607 514 168 1638 801 126 1717 766 Arrive On Green 0.23 0.23 0.23 0.04 0.32 0.32 0.05 0.46 0.46 0.07 0.48 0.48 Sat Flow, veh/h 1257 703 990 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 118 93 74 59 103 806 153 98 1456 114 Grp Sat Flow(s),veh/h/ln 1257 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.7 0.0 4.8 2.2 2.3 2.2 2.4 13.2 4.4 4.5 29.9 3.3 Cycle Q Clear(g_c), s 5.7 0.0 4.8 2.2 2.3 2.2 2.4 13.2 4.4 4.5 29.9 3.3 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 377 0 392 155 607 514 168 1638 801 126 1717 766 V/C Ratio(X) 0.27 0.00 0.30 0.60 0.12 0.11 0.61 0.49 0.19 0.78 0.85 0.15 Avail Cap(c_a), veh/h 377 0 392 208 607 514 208 1707 832 235 1963 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.8 0.0 26.4 39.0 19.8 19.7 38.8 15.7 11.3 38.0 18.8 12.0 Incr Delay (d2), s/veh 1.8 0.0 2.0 3.7 0.4 0.5 3.6 0.2 0.1 9.8 3.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 2.0 1.0 1.0 0.8 1.1 4.6 1.3 2.2 10.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.6 0.0 28.4 42.8 20.2 20.2 42.5 15.9 11.4 47.9 22.2 12.1 LnGrp LOS C C D C C D B B D C B
Approach Vol, veh/h 221 226 1062 1668
Approach Delay, s/veh 28.5 29.5 17.8 23.0
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 9.9 42.4 7.7 23.3 8.0 44.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.3 6.5 15.2 4.2 7.7 4.4 31.9 Green Ext Time (p_c), s 0.5 0.1 5.8 0.0 0.6 0.0 8.4
Intersection Summary
HCM 7th Control Delay, s/veh 22.1
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 125 443 134 216 20 358 1007 143 55 1293 119 Future Volume (veh/h) 69 125 443 134 216 20 358 1007 143 55 1293 119 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 132 466 141 227 21 377 1060 151 58 1361 125 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 380 695 175 419 39 419 2379 738 74 1751 431 Arrive On Green 0.05 0.20 0.20 0.10 0.25 0.25 0.24 0.47 0.47 0.04 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1686 156 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 73 132 466 141 0 248 377 1060 151 58 1361 125 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 3.4 5.1 17.0 6.5 0.0 9.8 17.2 11.7 4.7 2.7 16.3 5.2 Cycle Q Clear(g_c), s 3.4 5.1 17.0 6.5 0.0 9.8 17.2 11.7 4.7 2.7 16.3 5.2 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 380 695 175 0 458 419 2379 738 74 1751 431 V/C Ratio(X) 0.78 0.35 0.67 0.81 0.00 0.54 0.90 0.45 0.20 0.78 0.78 0.29 Avail Cap(c_a), veh/h 149 380 695 213 0 458 511 2379 738 170 1768 435 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 28.6 18.7 37.0 0.0 27.3 31.0 15.1 13.2 39.7 28.1 24.1 Incr Delay (d2), s/veh 12.8 0.5 2.5 16.9 0.0 1.3 16.5 0.6 0.6 15.9 2.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 2.2 7.0 3.6 0.0 4.3 8.8 4.2 1.7 1.4 5.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.9 29.1 21.2 53.9 0.0 28.6 47.5 15.7 13.8 55.6 30.4 24.4 LnGrp LOS D C C D C D B B E C C
Approach Vol, veh/h 671 389 1588 1544
Approach Delay, s/veh 26.1 37.8 23.1 30.8
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.5 43.0 12.2 21.0 23.7 26.8 8.4 24.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 4.7 13.7 8.5 19.0 19.2 18.3 5.4 11.8 Green Ext Time (p_c), s 0.0 8.4 0.0 0.0 0.5 3.3 0.0 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 27.8
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 415 5 485 95 1029 0 0 1434 402 Future Volume (veh/h) 0 0 0 415 5 485 95 1029 0 0 1434 402 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 610 0 330 100 1083 0 0 1509 423
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1434 0 638 129 2552 0 0 1934 600
Arrive On Green 0.40 0.00 0.40 0.07 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 610 0 330 100 1083 0 0 1509 423
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 10.1 0.0 12.9 4.5 11.0 0.0 0.0 21.4 18.5 Cycle Q Clear(g_c), s 10.1 0.0 12.9 4.5 11.0 0.0 0.0 21.4 18.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1434 0 638 129 2552 0 0 1934 600 V/C Ratio(X) 0.43 0.00 0.52 0.78 0.42 0.00 0.00 0.78 0.70 Avail Cap(c_a), veh/h 1434 0 638 239 3052 0 0 2118 657
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 18.5 37.4 13.0 0.0 0.0 22.5 21.6 Incr Delay (d2), s/veh 0.9 0.0 3.0 9.6 0.1 0.0 0.0 1.8 3.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 5.0 2.3 3.9 0.0 0.0 8.0 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.6 0.0 21.5 47.0 13.1 0.0 0.0 24.2 24.7 LnGrp LOS B C D B C C
Approach Vol, veh/h 940 1183 1932
Approach Delay, s/veh 19.6 16.0 24.3
Approach LOS B B C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 37.0 45.0 9.9 35.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0
Max Q Clear Time (g_c+I1), s 14.9 13.0 6.5 23.4
Green Ext Time (p_c), s 3.4 9.7 0.1 7.7
Intersection Summary
HCM 7th Control Delay, s/veh 20.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 327 0 224 0 0 0 0 796 530 595 1288 0 Future Volume (veh/h) 327 0 224 0 0 0 0 796 530 595 1288 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 417 0 157 0 838 558 626 1356 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 967 0 430 0 1908 592 737 2254 0
Arrive On Green 0.27 0.00 0.27 0.00 0.37 0.37 0.21 0.63 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 417 0 157 0 838 558 626 1356 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 8.2 0.0 6.8 0.0 10.4 28.8 14.7 19.1 0.0 Cycle Q Clear(g_c), s 8.2 0.0 6.8 0.0 10.4 28.8 14.7 19.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 967 0 430 0 1908 592 737 2254 0
V/C Ratio(X) 0.43 0.00 0.37 0.00 0.44 0.94 0.85 0.60 0.00 Avail Cap(c_a), veh/h 967 0 430 0 1928 598 938 2474 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.5 0.0 25.0 0.0 19.9 25.7 32.0 9.2 0.0 Incr Delay (d2), s/veh 1.4 0.0 2.4 0.0 0.2 23.3 6.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 0.0 2.6 0.0 3.8 13.7 6.4 5.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.9 0.0 27.4 0.0 20.0 49.0 38.1 9.5 0.0 LnGrp LOS C C C D D A
Approach Vol, veh/h 574 1396 1982
Approach Delay, s/veh 27.0 31.6 18.5
Approach LOS C C B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 22.1 35.7 27.0 57.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0
Max Q Clear Time (g_c+I1), s 16.7 30.8 10.2 21.1
Green Ext Time (p_c), s 1.3 0.8 1.7 12.8
Intersection Summary
HCM 7th Control Delay, s/veh 24.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

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Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53
Future Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 39 0 1597 139 0 1223 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 612 - - 798 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 374 0 0 282 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 374 - - 282 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 22.7 19.79 0 0

HCM LOS C C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 374 282 -
HCM Lane V/C Ratio - - 0.464 0.138 -
HCM Control Delay (s/veh) - - 22.7 19.8 -
HCM Lane LOS - - C C -
HCM 95th %tile Q(veh) - - 2.4 0.5 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 121 65 0 214 1 0 0 28 0 0 2
Future Vol, veh/h 0 121 65 0 214 1 0 0 28 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 127 68 0 225 1 0 0 29 0 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 98 - - 113
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 939 0 0 919
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 939 - - 919
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 8.96 8.93

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 939 - - - - 919
HCM Lane V/C Ratio 0.031 - - - - 0.002
HCM Control Delay (s/veh) 9 - - - - 8.9
HCM Lane LOS A - - - - A
HCM 95th %tile Q(veh) 0.1 - - - - 0
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

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Lake Elsinore City CouncilJanuary 13, 2026

Lake Elsinore City Council
January 13, 2026