Agenda Report — Cerritos City Council, August 24, 2026 (part 1 of 2)

1 ~. '1',
--
r,i;
:~- ~"I.

Cerritos SA
~ITY f.JF ~Er\r\1Gf0$'" ; -Amenca;
*****
-~ =:t; SM CIVIC CENTF,R • I 8 125 81.00MFI ELD AVENUE 1111 P.O. BOX 3 130 • CERRITOS, CALIFORNIA 90703-3 13 0 "'
TO:

FROM:

INITIATED BY:

DATE:

SUBJECT:

LYNDA P. JOHNSON
MAYOR
PliONE: (562) 860-031 I • CERRITOS.GOV

AGENDA REPORT
Honorable Mayor and Members of the City Council
Robert A. Lopez, City Manager Prrl,,~
Kristin Aguila, Assistant City Manager..\.!.o..~0,
Sabrina Chan, Director of Community b-~veloP,ment.~
Amanda Acuna, Current Planning Manage~
August 24, 2026
2008
Recommendation by the Cerritos Planning Commission, on a vote of 4-0, to approve the following:

Review and consideration to waive full reading of and adopt A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING TENTATIVE PARCEL MAP NO. 84520, A

PROPOSAL BY UGM DEVELOPMENT LLC, ON BEHALF OF
LONGHORN STEAKHOUSE, TO SUBDIVIDE ONE (1) EXISTING
PARCEL INTO TWO (2) SEPARATE PARCELS. THE SUBJECT
PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL,
CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL {CR) (APN 7038-014-018).* Review and consideration to waive full reading of and adopt A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING PRECISE PLAN 2026-7, A PROPOSAL BY UGM

DEVELOPMENT LLC, ON BEHALF OF LONGHORN STEAKHOUSE,
FOR THE CONSTRUCTION OF A NEW 5,780-SQUARE-FOOT

STANDALONE RESTAURANT BUILDING WITH NEW
LANDSCAPING AND PARKING LOT IMPROVEMENTS. THE

PROJECT ALSO INCLUDES BUILDING FACADE UPGRADES TO

THE EXISTING MACY'S DEPARTMENT STORE BUILDING
LOCATED WITHIN THE PROJECT SITE. THE SUBJECT
PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL,
CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL (CR) (APN 7038-014-018).* *Pursuant to Section 15303 of the California Environmental Quality Act (CEQA) Guidelines, this project is categorically exempt from CEQA Review.

MARKE. PULIDO

MAYOR PRO TEM

J ENNIFER HONG

COUNCILMEM BER
SOPHIA M. TSE

COUNCILMEMBER

FRANK AURELIO YOKOYAMA

COUNCILMEMBER
2 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 2 ends

BACKGROUND
On August 5, 2026, the Planning Commission voted 4-0, with one Commissioner absent, to recommend that the City Council approve Precise Plan 2026-7 and Tentative Parcel Map No. 84520, a request by UGM Development LLC, on behalf of LongHorn Steakhouse, for the construction of a new 5,780-square-foot standalone restaurant within the Los Cerritos Center regional shopping center, located at 500 Los Cerritos Mall, Cerritos, California 90703. The proposed project includes the subdivision of one (1) existing parcel into two (2) separate parcels to accommodate the new restaurant development.

The project site encompasses approximately 11.11 acres and consists of the Macy's department store building and the surrounding parking areas located on the southern portion of the regional shopping center.

The proposed development includes the construction of a new LongHorn Steakhouse restaurant within an existing underutilized parking lot area immediately south of the existing Macy's department store. In conjunction with the new restaurant, the project includes associated parking lot modifications, upgraded landscaping, and fac;ade enhancements to the existing Macy's building, including repainting of the exterior.

Collectively, these improvements are intended to enhance the visual appearance of the project site, improve the pedestrian environment, and expand the dining options available within Los Cerritos Center while complementing the existing commercial development.

Location, Zoning and Surrounding Land Uses
The subject site is located on the southern portion of Los Cerritos Center, is developed with the existing Macy's department store and associated surface parking areas, and is zoned Regional Commercial (CR). The Los Cerritos Center is bordered to the north by 183rd Street, a 110-foot-wide arterial street, beyond which is the Plaza 183 shopping center zoned Regional Commercial (CR); to the west by the Interstate 605 San Gabriel River Freeway; to the south by South Street, a 110-foot-wide arterial street, beyond which are existing commercial properties zoned Regional Commercial (CR) and residential properties zoned Single-Family Residential (RS-5000); and to the east by Gridley Road, a 100-foot-wide arterial street, beyond which are existing commercial and residential properties within the City of Artesia, as well as additional commercial properties in the City of Cerritos zoned Regional Commercial (CR) (see Exhibit 3, Zoning and Location Map).

Existing Conditions
The subject property consists of an approximately 11.1-acre portion of Los Cerritos Center developed with the existing Macy's department store, originally approved under Precise Plan 1970-7, and associated surface parking areas. The southern portion of the property consists of an underutilized surface parking lot serving the Macy's department store. The existing parking area includes parking stalls, landscaped planters, parking lot lighting, pedestrian walkways, and internal drive aisles that provide vehicular and pedestrian circulation throughout this portion of the shopping center. 3 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 3 ends

TENTATIVE PARCEL MAP NO. 84520
The applicant is requesting approval of Tentative Parcel Map No. 84520 to subdivide one (1) existing parcel totaling approximately 11.1 acres into two (2) separate parcels (see Exhibit 8, Tentative Parcel Map). The purpose of tentative parcel map review is to identify conditions necessary to ensure that the proposed subdivision is consistent with the California Subdivision Map Act, Title 17 of the Cerritos Municipal Code, and sound planning and engineering practices. Approval of the Tentative Parcel Map will establish a separate legal parcel for the proposed LongHorn Steakhouse restaurant while allowing the existing Macy's department store and associated improvements to remain on the remainder parcel.

As proposed, the subdivision will create one parcel containing the new approximately 5,780-square-foot standalone restaurant and associated site improvements, while the second parcel will contain the existing Macy's department store and the remaining parking areas serving the shopping center. Reciprocal access, parking, utility, and other easement rights between the parcels will be maintained through the property's existing reciprocal easement agreements and shared access provisions to ensure continued integrated operation of Los Cerritos Center.

The proposed Tentative Parcel Map has been reviewed by the City Engineer for compliance with application requirements and has been found acceptable for City Council consideration and approval. Upon approval of the Tentative Parcel Map, a Final Map will be prepared and submitted for review and approval in accordance with the California Subdivision Map Act and Title 17 of the Cerritos Municipal Code. Approval and recordation of the Final Map will be required prior to release of occupancy, pursuant to Project Specific Condition of Approval 53, of the proposed entitlements.

PRECISE PLAN 2026-7
The applicant is requesting approval of Precise Plan 2026-7 for the construction of a new 5,780-square-foot standalone LongHorn Steakhouse restaurant within Los Cerritos Center (see Exhibit 9, Site Plan). The proposed development includes a single-story restaurant building, associated parking lot modifications, upgraded landscaping, pedestrian improvements, and related site enhancements. In addition, the project includes exterior fa~ade enhancements to the existing Macy's department store, consisting primarily of repainting the building and enhancing the surrounding landscaping. As part of the project, additional trees will also be planted throughout the parking lot areas east of the Macy's building.

Vehicle access to the proposed restaurant will continue to be provided through the existing internal circulation network of Los Cerritos Center, with access from South Street and Gridley Road. The restaurant will be constructed within an underutilized portion of the existing Macy's parking lot, with modifications to the parking stalls, drive aisles, landscaping, and pedestrian circulation while maintaining adequate parking and circulation for the shopping center.

The proposed restaurant building has been designed with contemporary architectural elements and enhanced building materials that complement the existing commercial 4 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 4 ends

development within Los Cerritos Center. Together with the proposed parking lot improvements, additional landscape planting, and Macy's fa<;ade enhancements, the project represents a continued investment in the shopping center by developing an underutilized portion of the site with a new restaurant opportunity. The project will expand the center's dining options, increasing the center's capacity for sales tax generation and, in turn, increasing sales tax revenue to the City.

Land Use Statistics
As shown in the table below, the proposed project complies with the applicable development standards of the CR zone.

Zoning
Project Site Area
New Macy's Parcel
Proposed LongHorn Restaurant Parcel
Building Area
Macy's Building
Proposed LongHorn Restaurant
Total
Building Coverage (50% maximum allowed)
Macy's Parcel
Proposed LongHorn Restaurant Parcel
Floor Area Ratio (2.00 maximum allowed)
Macy's Parcel
Proposed LongHorn Restaurant Parcel
Unbuilt Area
(Proposed LongHorn Parcel - Building Footprint Area)
Landscape
Required (15% of unbuilt area)
Existing - Landscaping on LongHorn Parcel Proposed Removed Proposed Added Proposed (15% of unbuilt area)
Required Parking - Los Cerritos Center
First 100,000 sq. ft. (5 spaces per 1,000 sq. ft.)
100,001- 500,000 sq. ft. (4.75 spaces per 1,000 sq. ft.) Over 500,000 sq. ft. (4.5 spaces per 1,000 sq. ft.)
Total Required
Current Parking Supply
CR

11.1 Acres 10.2 Acres

0.91 Acres
39,720 sq. ft.
166,116 sq. ft.

5.780 sq. ft.
171,896 sq. ft.
34%
15%

0.34 0.15
33,940 sq. ft.
5,091 sq. ft.
1,938 sq. ft.
1,273 sq. ft.
4,448 sq. ft.
5,113 sq. ft.
500 spaces
1,900 spaces

2.927 spaces
5,327 spaces 5,907 spaces
5 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 5 ends

Proposed Removed
Total Remaining
Architecture
- 85 spaces
5,822 spaces
The proposed building incorporates contemporary architectural style while utilizing highquality building materials that complement the existing character of Los Cerritos Center.

The building design features a combination of stone veneer, HardiePlank lap siding, textured stucco finishes, decorative wood accents, and metal canopies. Stone-clad architectural elements frame the primary customer entrance and accent the building corners, while changes in materials, wall planes, and parapet heights provide visual articulation along the building elevations. The building has also been designed with parapets of sufficient height to fully screen all rooftop mechanical equipment from public view, consistent with the requirements of the Cerritos Municipal Code.

Pursuant to Subsection 22.56.140 of the Cerritos Municipal Code, all building elevations within the CR zone are required to incorporate a minimum of forty percent (40%) enhanced materials and provide four-sided architectural treatment. Staff has determined that the proposed project satisfies these requirements through the incorporation of stone veneer, HardiePlank lap siding, decorative wood accents, metal canopies, and architectural detailing on all four building elevations, providing four-sided architectural treatment consistent with the requirements of the Cerritos Municipal Code.

Landscaping
The applicant has retained a California-licensed landscape architect who has prepared a conceptual landscape plan for the project site. The landscape plan proposes a variety of trees, shrubs, and groundcover designed to complement the proposed restaurant building and enhance the appearance of the existing Macy's property (see Exhibits 13 through 14, Conceptual Landscape Plans). As proposed, Desert Willow and Tuskegee Crape Myrtle trees will be planted throughout the project site, including around the restaurant building, within parking lot landscape planters, and along pedestrian walkways. In addition, new trees will be installed within existing parking lot landscape planters east of the Macy's building, improving the overall landscape character of this portion of Los Cerritos Center.

Landscape planters will incorporate a diverse mix of plant materials, including Pink Rockrose, Purple Hop Bush, Toyon, Red Hot Poker, English Lavender, Deer Grass, Marjorie Channon Pittosporum, and Mexican Bush Sage. The proposed landscape design provides new planting areas around the restaurant building, enhances existing parking lot landscaping, and integrates new landscaping with the proposed parking lot improvements and pedestrian walkways.

Pursuant to the Cerritos Municipal Code, a minimum of fifteen percent (15%) of the unbuilt area of the project site is required to be landscaped. Based on the proposed subdivision creating the LongHorn Restaurant parcel, the new parcel is required to provide a minimum of 5,091 square feet of landscaped area. The project will remove approximately 1,273 square feet of existing landscape area from portions of the existing parking lot, which currently contains approximately 1,938 square feet of landscaping. In its place, the project will install approximately 4,448 square feet of new landscaping 6 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 6 ends

surrounding the restaurant building, within parking lot landscape planters, and along pedestrian walkways. Combined with the retained landscaping, the new LongHorn parcel will provide approximately 5,113 square feet of landscaped area, representing approximately 15% of the unbuilt area of the site and satisfying the minimum landscaping requirements of the Cerritos Municipal Code. Staff finds that the proposed landscape improvements are consistent with the City's landscaping standards and will enhance the visual appearance of both the new restaurant site and the adjacent Macy's property.

Art in Public Places
The applicant is aware of the City's Art in Public Places requirement. In lieu of providing artwork for incorporation on-site, the applicant has indicated that they intend to pay the Art in Public Places fee totaling one percent of the valuation of the project for contribution into the Art in Public Places trust fund as required by the Cerritos Municipal Code.

CEQA COMPLIANCE
The project has been evaluated in accordance with the California Environmental Quality Act (CEQA) and the City's Environmental Impact Report Guidelines. The Cerritos Department of Community Development has determined that the proposed project is exempt from CEQA review, pursuant to Section 15303 of the State CEQA Guidelines.

Specifically, CEQA Guidelines Article 191 Categorical Exemptions, Section 15303, Class 3, addresses those exemptions related to new construction of small structures. Subsection (c) of the Class 3 exemption specifically applies to commercial buildings located within urbanized areas that do not exceed 10,000 square feet in floor area where all necessary public services and facilities are available and the surrounding area is not environmentally sensitive. The proposed project consists of the construction of a new 5,780-square-foot standalone restaurant building, associated parking lot and landscape improvements, and far,;:ade enhancements to the existing Macy's department store within the Los Cerritos Center regional shopping center. The proposed restaurant is well below the 10,000-square-foot threshold established under Section 15303(c), is located within a fully developed urbanized commercial area served by existing public infrastructure, and is not located within an environmentally sensitive area. Accordingly, the Cerritos Department of Community Development has determined that the project qualifies for a Class 3 Categorical Exemption pursuant to Section 15303(c) of the State CEQA Guidelines.

To evaluate potential transportation impacts, the City retained the services of a thirdparty consultant, Kimley-Horn and Associates, Inc. to prepare a Traffic Impact Analysis (TIA) and Vehicle Miles Traveled (VMT) Assessment in accordance with the Los Angeles County Public Works Transportation Impact Guidelines (see Exhibit 23, Traffic Impact Analysis and Vehicle Miles Traveled Assessment). The analysis concluded that the proposed project would not result in significant traffic or VMT impacts, with all study intersections operating at acceptable levels of service and the project resulting in a lessthan-significant VMT impact, consistent with the project's exemption under CEQA Guidelines Section 15303 (Class 3).
7 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 7 ends

Furthermore, the proposed project (i) by virtue of its location, will not impact a sensitive environmental resource of hazardous or critical concern; (ii) will not have a cumulative impact on the environment through successive projects of the same type, in the same place, over time; (iii) does not have any unusual circumstances that will have a significant effect on the environment; (iv) does not impact a scenic highway; (v) is not located on a hazardous waste site; and (vi) will not adversely impact a historical resource. Accordingly, none of the exceptions to categorical exemptions set forth in the CEQA Guidelines, Section 15300.2, apply to this project.

PUBLIC NOTICE
In accordance with Cerritos Municipal Code requirements, a notice of a public hearing regarding this item was posted at the City's four ( 4) designated posting boards on August 14, 2026 and mailed to owners of property within five hundred (500) feet of the subject property, at least ten (10) days prior to the public hearing on August 24, 2026.

FINDINGS
The Planning Commission has made the following findings related to Tentative Parcel Map No. 84250:

1. The proposed Tentative Parcel Map conforms with the goal and policies of the Cerritos General Plan. The proposed subdivision under Tentative Parcel Map No. 84520 would subdivide one (1) existing parcel into two (2) separate parcels, facilitating a standalone restaurant building with new landscaping and parking lot improvements and fa<;ade enhancements to the existing Macy's department store within the Los Cerritos Center regional shopping center. The subject property is designated Regional Commercial in the 2004 General Plan, which is intended to accommodate commercial uses serving a regional market. The proposed subdivision will facilitate development that is consistent with this land use designation by enhancing the commercial vitality of the shopping center through the introduction of a new restaurant use and improvements to the existing site.

The project is also consistent with Goal LU-7, which encourages high-quality infill development on underutilized properties, by allowing the development of an underutilized parking lot area with a complementary commercial use while incorporating upgraded architecture, landscaping, and site improvements that are compatible with the surrounding development.

2. The proposed tentative parcel map conforms with the applicable land use zone.

The subject property is planned to be zoned Regional Commercial (CR), and the proposed tentative parcel map and associated improvements will allow for the proposed standalone restaurant building to meet the site development standards set forth in Cerritos Municipal Code.

3. The conditions of approval attached to the agenda report are necessary to implement the intent and purpose of the Cerritos Municipal Code. Said conditions of approval clarify such areas as construction management, utilities, architectural treatment, privacy, and the type and location of various site elements. 8 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 8 ends

4. The proposed tentative parcel map conforms to the provisions set forth in Cerritos Municipal Code Chapter 17.16, Tentative Map.

5. Pursuant to Section 15303 of the California Environmental Quality Act (CEQA), the proposed project is exempt from CEQA review. Any potential adverse impact can be reduced to a level of insignificance through the standards of development included in the Development Code, the City's precise plan and design review process, other Municipal Code requirements, and the conditions of approval of Tentative Parcel Map No. 84520 and Precise Plan 2026-7.

The Planning Commission has made the following findings related to Precise Plan 2026-7:

1. The proposed Precise Plan conforms to the Cerritos General Plan. The subject property is designated in the 2004 General Plan as Regional Commercial, which is intended to provide for the conduct of business serving a regional area including primarily the retail sale of shopping goods and services and a variety of commercial and professional activities. It is further intended that these activities shall provide additional municipal revenue as well as business opportunities and employment opportunities for residents of the City. The proposed project is consistent with this designation, as it will introduce a new standalone restaurant that expands the commercial offerings within the Los Cerritos Center and is expected to increase patronage of the existing retail center. In addition, the project includes fac;ade enhancements and landscape improvements to the existing Macy's department store, improving the overall appearance of the property. Goal LU-7 of the 2004 General Plan calls for the promotion of infill development on underutilized parcels, and the proposed project has been designed to meet this goal by way of its design in the context of surrounding uses and the upgrade of improvements on the site.

2. The proposed precise plan conforms with the applicable land use zone. The subject property is zoned Regional Commercial (CR), and the resulting development from the proposed project will be a new restaurant building, which is listed as a permitted use in said zone in accordance with Cerritos Municipal Code Chapter 22.27. The proposed project meets the intensity and site development standards set forth in said chapter.

3. The associated conditions of approval of Precise Plan 2026-7 are necessary to implement the intent and purpose of the Cerritos Municipal Code. Said conditions of approval clarify such areas as construction management, utilities, architectural treatment, privacy, and the type and location of various site elements.

4. Pursuant to Section 15303 of the California Environmental Quality Act (CEQA) Guidelines, the project is exempt from CEQA review. Any potential adverse impact can be reduced to a level of insignificance through the standards of development included in the Development Code, the City's precise plan and design review process, other Municipal Code requirements, and the conditions of approval of Precise Plan 2026-7. Furthermore, the project (i) by virtue of its location, will not impact a sensitive environmental resource of hazardous or critical concern; (ii) will not have a cumulative impact on the environment through 9 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 9 ends

successive projects of the same type, in the same place, over time; (iii) does not have any unusual circumstances that will have a significant effect on the environment; (iv) does not impact a scenic highway; (v) is not located on a hazardous waste site; and (vi) will not adversely impact a historical resource.

Accordingly, none of the exceptions to categorical exemptions set forth in the CEQA Guidelines, Section 15300.2, apply to this project.

RECOMMENDATION
The Planning Commission recommends the following to the City Council:

1. Review and discuss Tentative Parcel Map No. 84520 and Precise Plan 2026-7, and conduct a public hearing; and

2. Waive full reading of and adopt a resolution captioned as follows, approving Tentative Parcel Map No. 84520:

A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING TENTATIVE PARCEL MAP NO. 84520, A PROPOSAL BY UGM DEVELOPMENT LLC, ON BEHALF OF LONGHORN STEAKHOUSE, TO SUBDIVIDE ONE (1) EXISTING PARCEL INTO TWO (2) SEPARATE PARCELS. THE SUBJECT PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL, CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL (CR) (APN 7038-014-018).

3. Waive full reading of and adopt a resolution captioned as follows, approving Precise Pian 2026-7:

A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING PRECISE PLAN 2026-7, A PROPOSAL BY UGM DEVELOPMENT LLC, ON BEHALF OF LONGHORN STEAKHOUSE, FOR THE CONSTRUCTION OF A NEW 5,780-

SQUARE-FOOT STANDALONE RESTAURANT BUILDING WITH NEW
LANDSCAPING AND PARKING LOT IMPROVEMENTS. THE PROJECT ALSO INCLUDES BUILDING FAc;ADE UPGRADES TO THE EXISTING MACY'S DEPARTMENT STORE BUILDING LOCATED WITHIN THE PROJECT SITE.

THE SUBJECT PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL, CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL (CR) (APN 7038-014-018).

Exhibit List

1. Proposed City Council Resolution - Tentative Parcel Map

2. Proposed City Council Resolution - Precise Plan

3. Zoning and Location Map

4. Aerial Map

5. Existing Property Condition (View Looking Northeast)

6. Existing Property Condition (View Looking East)

7. Existing Property Condition (View Looking West)

8. Tentative Parcel Map

9. Site Plan
10 LongHorn Steakhouse - 500 Los Cerritos Mall
Tentative Parcel Map No. 84520 & Precise Plan 2026-7
August 24, 2026

Page 10 ends

10. Enlarged Site Plan 11. Proposed Floor Plan 12. Proposed Roof Plan

13. Conceptual Landscape Plan - LongHorn Steakhouse's Lot

14. Conceptual Landscape Plan - Macy's Lot

15. LongHorn Steakhouse's South and North Elevations

16. LongHorn Steakhouse's East and West Elevations
17, LongHorn Steakhouse's Material & Color Board

18. Macy's North and West Elevations

19. Macy's South and East Elevations

20. Macy's Perspective Renderings 21. Macy's Perspective Renderings 22. Macy's Material & Color Board

23. Traffic Impact Analysis and Vehicle Miles Traveled Assessment

24. Conditions of Approval

25. Planning Commission Meeting Minutes Excerpt, August 5, 2026

26. Planning Commission Resolution - Tentative Parcel Map

27. Planning Commission Resolution - Precise Plan

28. Presentation Packet
11 CITY OF CERRITOS
RESOLUTION NO. 2026-_

A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING TENTATIVE PARCEL MAP NO. 84520, A PROPOSAL BY UGM DEVELOPMENT LLC, ON BEHALF OF LONGHORN STEAKHOUSE, TO SUBDIVIDE ONE {1) EXISTING PARCEL INTO TWO {2) SEPARATE PARCELS. THE SUBJECT PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL, CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL {CR) {APN 7038-014-018).

WHEREAS, an application for a development proposal has been duly filed by:

UGM Development, LLC
1000 Fourth Street, Suite 290
San Rafael, CA 94901
WHEREAS, A proposal has been submitted for approval of Precise Plan 2026-7 for the construction of a new 5,780-square-foot standalone restaurant within the Los Cerritos Center regional shopping center, located at 500 Los Cerritos Mall, Cerritos, California 90703 (APN 7038-014-018); and WHEREAS, the subject property is zoned Regional Commercial (CR); and WHEREAS, the property in question is described as follows:
"Parcel 1, as shown on Parcel Map No. 26794, in the City of Cerritos, County of Los Angeles, State of California, as per map recorded in Book 322, Pages 34 and 35, in the maps in the County Recorder's Office of Los Angeles County, California." WHEREAS, a public hearing to consider said report was set and held before the Planning Commission on the 5th day of August 2026 at the hour of 7:00 p.m., and appropriate testimony and comments have been made a part of the record; WHEREAS, the Planning Commission conducted a duly noticed public hearing on August 5, 2026, and after receiving the staff report, hearing all testimony, and considering all the evidence, adopted Resolution No. PC 2026-20 recommending approval of Tentative Parcel Map No. 84520; and
WHEREAS, a public hearing to consider said application was set and held before the Cerritos City Council on the 24th day of August 2026 at the hour of 7:00 p.m., and notice of the hearing was duly given.

NOW THEREFORE, THE CERRITOS CITY COUNCIL does find, determine and declare:

SECTION 1. All of the above recitals are incorporated herein. SECTION 2. The Cerritos City Council makes the following findings:

1. The proposed Tentative Parcel Map conforms with the goal and policies of the Cerritos General Plan. The proposed subdivision under Tentative Parcel Map No. 84520 EXHIBIT 1
Proposed City Council Resolution
Tentative Parcel Map No. 84520
12 would subdivide one (1) existing parcel into two (2) separate parcels, facilitating a standalone restaurant building with new landscaping and parking lot improvements and fac;ade enhancements to the existing Macy's department store within the Los Cerritos Center regional shopping center. The subject property is designated Regional Commercial in the 2004 General Plan, which is intended to accommodate commercial uses serving a regional market. The proposed subdivision will facilitate development that is consistent with this land use designation by enhancing the commercial vitality of the shopping center through the introduction of a new restaurant use and improvements to the existing site. The project is also consistent with Goal LU-7, which encourages highquality infill development on underutilized properties, by allowing the development of an underutilized parking lot area with a complementary commercial use while incorporating upgraded architecture, landscaping, and site improvements that are compatible with the surrounding development.

2. The proposed tentative parcel map conforms with the applicable land use zone.

4. The proposed tentative parcel map conforms to the provisions set forth in Cerritos Municipal Code Chapter 17 .16, Tentative Map.

SECTION 3. PURSUANT TO THE ABOVE FINDINGS, IT IS RESOLVED that the Cerritos City Council approves Tentative Parcel Map No. 84520, subject to all related conditions of approval.

PASSED, APPROVED and ADOPTED this 24th day of August 2026.

Lynda Provide Johnson, Mayor
ATTEST:

Cynthia Nava, City Clerk
13 CITY OF CERRITOS
RESOLUTION NO. 2026-_

A RESOLUTION OF THE CERRITOS CITY COUNCIL APPROVING PRECISE PLAN 2026-7, A PROPOSAL BY UGM DEVELOPMENT LLC, ON BEHALF OF LONGHORN STEAKHOUSE, FOR THE CONSTRUCTION OF A NEW 5,780-SQUARE-FOOT STANDALONE RESTAURANT BUILDING WITH NEW LANDSCAPING AND PARKING LOT IMPROVEMENTS. THE PROJECT ALSO INCLUDES BUILDING FAc;ADE

UPGRADES TO THE EXISTING MACY'S DEPARTMENT STORE BUILDING LOCATED WITHIN THE PROJECT SITE. THE SUBJECT PROPERTY IS LOCATED AT 500 LOS CERRITOS MALL, CERRITOS, CALIFORNIA, 90703, AND IS ZONED REGIONAL COMMERCIAL (CR) (APN 7038-014-018).

WHEREAS, an application for a development proposal has been duly filed by:

UGM Development, LLC
1000 Fourth Street, Suite 290
San Rafael, CA 94901
WHEREAS, A proposal has been submitted for approval of Precise Plan 2026-7 for the construction of a new 5,780-square-foot standalone restaurant within the Los Cerritos Center regional shopping center, located at 500 Los Cerritos Mall, Cerritos, California 90703 (APN 7038-014-018); and
WHEREAS, the subject property is zoned Regional Commercial (CR); and WHEREAS, the property in question is described as follows:
"Parcel 1, as shown on Parcel Map No. 26794, in the City of Cerritos, County of Los Angeles, State of California, as per map recorded in Book 322, Pages 34 and 35, in the maps in the County Recorder's Office of Los Angeles County, California." WHEREAS, a public hearing to consider said report was set and held before the Planning Commission on the 5th day of August 2026 at the hour of 7:00 p.m., and appropriate testimony and comments have been made a part of the record; and WHEREAS, the Planning Commission conducted a duly noticed public hearing on August 5, 2026, and after receiving the staff report, hearing all testimony, and considering all the evidence, adopted Resolution No. PC 2026- 21 recommending approval of Precise Plan 2026-7; and
WHEREAS, a public hearing to consider said application was set and held before the Cerritos City Council on the 24th day of August 2026 at the hour of 7:00 p.m., and notice of the hearing was duly given.

NOW THEREFORE, THE CERRITOS CITY COUNCIL does find, determine and declare:

SECTION 1. All of the above recitals are incorporated herein.

EXHIBIT 2
Proposed City Council Resolution
Precise Plan 2026-7
14 SECTION 2. The Cerritos City Council makes the following findings:

Goal LU-7 of the 2004 General Plan calls for the promotion of infill development on underutilized parcels, and the proposed project has been designed to meet this goal by way of its design in the context of surrounding uses and the upgrade of improvements on the site.

Furthermore, the project (i) by virtue of its location, will not impact a sensitive environmental resource of hazardous or critical concern; (ii) will not have a cumulative impact on the environment through successive projects of the same type, in the same place, over time; (iii) does not have any unusual circumstances that will have a significant effect on the environment; (iv) does not impact a scenic highway; (v) is not located on a hazardous waste site; and (vi) will not adversely impact a historical resource. Accordingly, none of the exceptions to categorical exemptions set forth in the CEQA Guidelines, Section 15300.2, apply to this project.

SECTION 3. PURSUANT TO THE ABOVE FINDINGS, IT IS RESOLVED that the Cerritos City Council approves Precise Plan 2026-7, subject to all related conditions of approval.

PASSED, APPROVED and ADOPTED this 24th day of August 2026.

Lynda Provide Johnson, Mayor
15 ATTEST:

Cynthia Nava, City Clerk
16 CR
Subject Property
500 Los Cerritos Mall
CR
CR
R
CR
CR
0 0::
>-
w
....I
C
a:
(!)
OJsclaimer: The City of Cerritos has pro-vided this map to give a vi$ual di.splay of GIS data compiled from numerous soui ces. To ensure absolute accuracy, please consult with Ctty Staff far updated information.

EXHIBIT 3
Zoning and Location Map
Precise Plan 2026-7
CR
CR
CR

SOUTH ST
CR
500' Radius
OS
·
,
G IS
Exhibit 3
17 Disclaimer: The City of Cenitos nas provi<fed thi$ map to giYe a visual display Qf GIS data compiled from numerous sources. To ensure absolute accuracy, please consult with City Stafflor upd'lted infonnalion.

EXHIBIT 4
Aerial Map
Precise Plan 2026-7
GIS
Exhibit 4
18 1 View of the existing parking lot looking northeast. m
>< :r -· er
;:;:

UI
EXHIBIT 5
Existing Property Condition (View Looking Northeast)
LongHorn Steakhouse - 500 Los Cerritos Mall
19 m
><
::r
s:
;:;:
0\
l View of the existing parking lot looking east.

EXHIBIT 6
Existing Property Condition (View Looking East)
LongHorn Steakhouse
- 500 Los Cerritos Mall
20 1 View of the existing parking lot looking west.
m
><
:r
;:
-·
,.
"
EXHIBIT 7
Existing Property Condition (View Looking West)
LongHorn Steakhouse - 500 Los Cerritos Mall
21 m
)(
::r
a=
;:;:
00 TENTATIVE PARCEL MAP 084520

IN THE CITY OF CERRITOS, COUNTY OF LOS ANGELES, STATE OF CALIFORNIA ·t, ... .w13::-=:·;_;____ . ... ' .. ~I 'I
, ---- I I ' '!' • I
~-, • ,-~ I\. \L.,_;.-11
·~1 ---L~a::- - - ::r=. ·t 1 , •-----, ..... ,r--Ja:i..:1 T,.g J 1 / - - -~ J· . I / I ~-·-~ - \I .. ' .-, I ' ' ',, ''I / / ,1~----- --- 1:/ \\ . ~- ,, ' '
7'iJ!~ / •• ••h= •1 J • • - . - .,_, II t . . / A--.:, I ~-"''If'-· ' , -::· 1 Ir · ,,_ S(lolt"t . __ !!!nr~ .. _, !~_, 1 /
\ -- a,t,1 J I / • ¢. E~ . r-- 15&"° f / -- . ' ~ \-' ' , / / - -- SOI.AR EA&IIENT ~GREIMENT • \ / .... , I r -\1 I l i / ----- r (APPU£S ro ROOf") \ I I lr;;;iffikc:oo&7!Nlt<J 1 ~ I \ / / - - -v~ - - _ ~.::::::::::1 =;:-;;.;::;;..---BWEIIIIGI \ I , I I ~
I . II
\\ ~,b ' ...-- ,
l , ,, I
1 /<\\ -~ - - - -- ~-~ _ _ ..J __ , _ _ (,, l 11 ~-~ '----',~f.--'--"Ji..,i} .l , •.. ' l \",' • - - ' ,,,._ • I \\ .. ., .:SI '""-~' ,,~ -1~•~Ll~IJ.1 .., . . - I I , - tr ' ,_. I I ~r 'l ~, \ \ "-.. I _.IJ I -~ ' s'.i • - - • • • I • - ~ · - - _J - -.=--- i r'. ' ';.,~ ,. ,~ \\'~~-ft " '" • '
\ ~-----
·..::... l ., "!"II
- , ,....J.!'l, .. -
t
,..}-~
.;;;c, 'll,
. .::=c:.. -~ _;:.-,-- ,. __ =:,i.-=--- -;: ' • ·-- -- ~ - ~-iu- t O I ~j I <Co '! I .-,=, ,._._~ .,. •~-- •' •• ' • 1 1\•~
\\; ~-"}
, I •
,o.O'E::11tMt
~• ~ -,.,:;;~-. ~----r- ' 'I . u.:.. "' , . ~r::.--: _.IL--,:::--____.;;:;-.~- i 1 of •· • · , ' . -. 1 i -~09 ~ l 96
, uNE_. r, -- _,,,--:: ----· , 1 \ .... . ...... \\ ' -, - ,. - - - . □ , , n --c: - --~- I , · t , - \ \ ~ '- '-~ • .:::-;~;;:.;:_i__;.,;:~_.;=---:°"'.:~:-:7 ·- . r=-:::-::'.~;;;::-~>Ai;~=T. :2 I . 1 , •" o:: t·
,,
• ,
,
'-
---c:== _, - Sub•ec • t P ro perty 1 \ i ;
: PROPOSED PARCEL 2 ~ (.!) ., ·1 \ \ -\::" ;:.-~- 1.,.,-:~~-='~--T-~~--;-- 10.21sAcREs _ k . l t. 1.- -""- : L_....,...~- - ~-- - . j so.ct 10 C/l •
• .; I . ~•,n;. ..l - - ' • - - . . . ., . • ' ' ),II... - ==- I ' I \ - - _,... - - ' \ I • ' . , -,.,. - ~ ' -, - - - 8J•f ~ i' I ·'''I - ~ • ~~ ~ f ~ \\ I ', I \ ' _ :_ ·_ •s~_"t _~J r';i 0, l I WI I \ ' I r( r I ,. ; t J I •
• I ' " ,o.o_~..n11 I l ◄ ~ ' l • .. ~ • ' - - 1 • \ \ • , PROPOSED PARCEL1 1 I - r ~ - - • \ \r
h
l i 0.912 ACRES ~ • tf·s [lOSllllCT~ 1· ) - - - -- •~~ I - -•- ' \ ~ i . "' ---~· :.::::--.:-t:'..._ -..~'!!.
lli -- --
. ----- -\-----.. .._
\ \ \ . / I 'I '\. , . I - ~(°): ' !NOT A PART! I ....__,,_,,.__ --,. -.. . •
t..
-=,-- 1
I
\
I
/
... 30',n ~~
~
:W
-...,
:J~f .
~~-
f ,:::,D
.. ~•,
U::J
r,:;; -/ ,
,
- _ ' . f ·1
___
' ~ • -------- ~ _ _ _ - -~~,n • _,n •~·.,, -'--. •-----.L..- ... - - NO•~ ...c.. ... 7" ~~ , ..

I ,.;::-
~---l J L -.-'Jl"W - - ""' - '!-
S\·lil•NIJ9'345, ' · -< --
.-. . 1
....,,,,, - . i...,,,. , .• ., - 'l
u ~
u, f2
~~ ~ \1 ACCESS EASCMENT - 0?./18 ._ .,;, • • ~19• ., ,--~ o "j-20!1s08' f? i!, ~ - -- ·•88m'J5"" ~ SOUTH STREET ·q ;i
17 1T ~ -- o, ill l."7 • .i, N0'2rOJ
U '~ ,.fo "-.~ ,-r : ,o " f ~ --=. t,..,
--:-=-- _.,,. ----------.. -;--=.: ....c. __
EXHIBIT 8
Tentative Parcel Map
LongHorn Steakhouse - 500 Los Cerritos Mall
22 '
l
\
I
I
:
,---.

I
I
en
0 ~ ::I:
ti5
a:
w
!ii
0\ C = I- nJ IU
.... a. :E
al Q) VI
......... 0
:c vi ~ >< t w
0 0
s
VI
u Q)
VI
Q)
Lt)
0 :::, ~ ..c
2 IU
C
(/)
0 I..
s
C
en
::i:::

Exhibit 9
23 ~
• 1 •
1,iu ~ f
• •
}:l?l : ·· ·· · '
. . '
'I"'!
cc=
ro ro
I- a. :::E
1-t (I) Vl
m ~ B
.... (/) ·-
::c 'lJ t >< Q) <I)
w

1..
oiu
Vl
C
~o
...J
UJ 0
Exhibit 10
Vl
Q)
LI')
0 0
::J ~ .c
2 ro
0 C
C'I
J:
0 1..

C
ti)
...J
24 f' '
r
I
-
L /1 I/ ' 0
~·-
1\ 1,. ____ __ _j
, -. ,-,
tf
\\
I/
.-------,
~--
' \\ ' 0
\\
\\ - - - ...I --
7 ~ i- ·-.,:,
0 ·O
0 A•::) • >
l ) .. '.)
?>< . ) .. l . .''•-"<..i
'/
. , 1"i--i
-~
' >'~
)
)
l., ./~
r,,. -,i
\. )
:-- -7 ( :- <.1
J ·r >,,.. <""\
~--~ -.-~: , _9 j (J
( ;, ,;:'> C
<.: '\
6 -<)
Bl
.-4 C = 'l"'I ro ro
I- a. ::E
.... I,_ 1/l
...
moo
0 :!=
:c LL.. t::
>< "'Cl Q) wwU
[8
EXHIBIT 11

V) (,I)
a.
0 0
__J
Cl.
eo
I.I')
0 I
0 ::::,
Vl
Q)
_s:::

QJ
ro
C
(/)
,µ
0 I,_
3 C
O'l
I
25 I
I
- -+ - -
EXHIBIT 12
0 :::i
VI
Q)
.::it.
.c
Q)
ro
C
CJ)
.µ
0 I...
:c
C
CJ')
.:l
26 ...
§ fj
u
i
'l""I
CV,.µ=
O CU
..J ::E
f- V) IJl
1-1 Q) 0 1:0 Vl .µ
'""' ::J ·c ::c O L.. >< ..c Q) w~U
CU Vl
Q) 0 Cl) ..J
L..
cO
0 C
Ol
I1
OJJ'l
Q) 0 Vl
..J ::J
I _g
c~ IB
a. .µ
Q) Cl)
a. C
cu L..
u 0
Vl I
"O Ol
cu
CC
0 ..J ..J
::J
cu
u
0 C
u
Q)
a.
.µ
Exhibit 13
27 /_
-OOSTIHG PROPERTY LINE ----------------------~------------ 0 0 ----------------------, ________ 0___ • I ,- I
---- ---- . ' ' '·' ' . ' ' --- 0 ' 0
. - ' •• '
\ 0 0 . . .- .! . . --- - ,------ J
\
PROPOSEDPRE~~~r"f'..:,~C ,. _ 1, --------
m
><
=-
-· tr
;:;
..
~
I " . ' ,
\ . b l'R-OPOSED IN Cfl()l}NO PLANTEl>l ~ I
\ 0 0 • 00~• a · 0 0 0 • • !
r:1 -~ I
I
\ @ ., 0 I
·---------\ @© 0 0 '.j (_6 ~--------------------·
' \
I
\ ,,,.-·)
0 ~ \"'
<-~ I
r;.;i (;) \ . .,./ ~.I
'i - •\ -
·,1, ~-c.
•.\('
' J -
~
.. :.
(-:-\
j
,·
..,
)
I
I
I
I
I. '._.> '-t"' {,.
-~-
\ (' * 0
\ • ) (if=" r:;-iic)"" t "
,\ ( ~,,, ~ • ~;~:""l~--,,,n- _,::-~::... -J~: -t< <V 0 . ,.- ' . 0 ! i
I ~~~= (._) t' '·
I
l
I ~ D . I
\ (,;i, \."') ~~~ I ,,.;• ·,.>i .

I I (~\ ,_,; ._, t • " j'. . . • . ~ :I
t:·1 I 1- ------__________ ',...._,_,! ,I I
\ I • - ·: ' I n . ,- •,; I
n t ,, _ ~Jl ,_. ·.:· I , O O I '\-"' ([) (j)., .• •J/ I L , • . • '-' ~-~~ \ (. '·• ,·. [ \ - , ; :; '; .. - , : ' L----------------,=-:::- -- --n --------------------------- - ~ EXHIBIT 14
Conceptual Landscape Plan - Macy's Lot
LongHorn Steakhouse - 500 Los Cerritos Mall
28 m
)(
:::T
-· C"
;:;:
....

UI
Front/South Elevation
Rear /North Elevation
+Mm,-
~
-+lf5r,--
.......
~
EXHIBIT 15
LongHorn Steakhouse's South and North Elevations
LongHorn Steakhouse - 500 Los Cerritos Mall
29 m
><
::r
c:r
-·
;;
....
0\
~
........
~
tfi-~o
Side/EJst Eh,vatlun
Side/West Elevation
~
- .. ~. - - ~,.2,Ut,
EXHIBIT 16
LongHorn Steakhouse's East and West Elevations
LongHorn Steakhouse - 500 Los Cerritos Mall
30 m
>< :::r
-· 2:
,.
....
.....
! "'" ! • I
v·· ·t ' . " ... ' . \
r , T
'' I'· . --~ A
-:.,, .... • ,. . ' ' t ...
,-.. ~\~.· \'' .• '\
~;:. n \ I .\ .,·
\ i
·,, ' .. -~ -~\, .
~-... ,ii,' .. . \ -. • , -v . .. ' ·,.. .. . .. .•!!. ,, ,. ,.,. "' ....... ~ .. ~- . "· ... "' - .. \
[7-Fr,l
[IT] ~ '
[ill 2
, ". .:\, (1. ~-T,'r "f "" .:-- l ' ~
!-."Ir.. , ·,,, ,i, •• I';' l
f i· {l/1 1~
1~ '•'•"• fl '~ ',b~ i ·1! •~
~
;\-1 .. ~ l! r. ,\,_ fj!-'rf-_ \ \ , .. '.•· ·.r. l.t; ,{•,, ' i~"'t;\" . ,~,I),.,,, ~j h f'-)1:'• l~·,!'., ,l',~\'.' \{\1~H1 ;.,;i .-'/· h'_'f;-' •,·, \ • •. '..t ,,,'' ... ~J,•I~ ·:,. ~x· \~:·1<.,1,,~~-- t;•;; .., 1;·,\'-.1•('~,.,.,~,:
\)ii \ • ..._i·i'.. ' ,\.. . 'l-\'' . ,, \
~'~ <} :: "-" ·-·~* ..... '~,,. ,,, '\ ~-,, s''-
-.i.l1~t_1_, .'· ·t·""•'•:· •. ,~ ...• t• r. 'i•. ,.. ~ '\ .~, f l •• ,• 1 h;'· •\'·\~/. ,':•· j',;·;(), P\':,, .. ,-.,·.
}-~·.1\
1'~\ r/i" \/.\f:' 1: t.r,•.j ... ~ •j 1.,1 J,, ',, • i 1•,;;~.:, ,.,,.;~ 1 1 '1·,\ :,'r
[ill 4 tsTNt i I
~
f ''; 4 (
• I .. \ • \ \ : \ • • • ill , ., •
I'"' •• ,. ·t / •
I • ~ • t,... p ' I
1, ' ·' • ~-.. ". '\" ' , •• 'I I
~ l 1' \._ JI • I ~
1 · -.. \ f ., W
If \1 (. I I \ • ,£ \ \ ~ t 4 I f' l .' .. I ' • , V : , ~ ~o f\\ ! • ~ ' ' " ,1. _ . _• ,, ••
,. , .... , .\, ... ,
...

I BR j 1 I
p IJII
EXTERIOR FINISH LEGEl>IO PAIN.,.
1 ... , .. --,,.-... ,...~ -- -.... --STAIN
--...,-_-,--~. - .....,., -,,,...,,. STO
NE
B::J --
~ 11')1,11~ ..... , J!EIGI: ".l,_
·0..11-.. ...... -"'CI SIDING
,~f' J
1 ....__ l'l ., ..,.. '2lNICNQ,W:: • r,
8TI ~ ls:l!ll.»"a'G~ .... BRICK --~ ~
ROOF
~ fV"a.Jolr. ,.0.!.tQ:fl,(;~
@El
::ID
EIFS "''.....,. ...,-;::-.... ~~ u .._,... 1.1.1-
~~u ~-..,a:a..~'61. ...__. --
,...,...,.,"t1.r,'ij.J:.t~• "'J..ll'.
~'Q.:~ "t).""'~
i:m:zJ "'"""' .. ..,
EXHIBIT 17
LongHorn Steakhouse's Material & Color Board
LongHorn Steakhouse - 500 Los Cerritos Mall
31 ;
I
I
j 111~1
=
I
2 =I~
m
><
=-
0"
-·
;:;:
....

CIO
I
_ J
_
+-~ - --- - -- - - 1 - ~ ~ ~
~ \ ~~ ~

I T' -I I I
I l
I I I ~trn 1111 ~ I [tlfil.ffl Ill I
I ' l1~11
I ~I ~rtfflH 11 • ~f'-~1~ I -~ · ~ I I I·· Y• 1 ~r LL
__ ,

WEST ELEVATION
I
2 3
4 5
lt"I
I I = p:n

NORTH ELEVATION
Repaint parapet Heron Plume (SW 6070)
Power wash exterior
LED retrofit pendant lights warm/soft white (3000K • 3500K) Restore stained glass back lighting
Repaint canopy bronze color to match storefront mullions EXHIBIT 18
Macy's North and West Elevations
LongHorn Steakhouse - 500 Los Cerritos Mall
32 m
><
~ -·
0'
~
....

U)
.----,--,,---.,.,
!I
~II~, 111 1
2) I
~ I
" -
IJIIl
I
6 2
I
I
[
IIIH 7
I I I u
,.--
!
m~c;,~tG)L_J<tt-'evl~
5 _ _
~
~
=
=
"""'
EAST [ LEVATION
~ -n
n1T
2 3
4 5
6 Repaint parapet Heron Plume (SW 6070)
Power wash exterior
11~11
._.. ~~Ill==

SOUTH ELEVATION
LED retrofit pendant lights warm/soft white (3000K - 3500K) Restore stained glass back lighting
Repaint canopy bronze color to match storefront mullions Repaint door to match brick facade12
EXHIBIT 19
Macy's South and East Elevations
LongHorn Steakhouse - 500 Los Cerritos Mall
33 m
><
J
tT
-·
;;
N
0 macy's
EXHIBIT 20
Macy's Perspective Renderings
LongHorn Steakhouse
- 500 Los Cerritos Mall
34 m
X
:::r
0"
-·
;:;:
~
....
mac~(·
.macy1
s
EXHIBIT 21
Macy's Perspective Renderings
LongHorn Steakhouse - 500 Los Cerritos Mall
35 m
)(
:r
-·
c:r
j:i:

IV
IV
1 - Parapet
Heron Plume
SW 6070
5 - Canopy Paint to
match existing storefront mullions
6 - Doors Paint to
match existing brick
facade
EXHIBIT 22
Macy's Material & Color
LongHorn Steakhouse - 500 Los Cerritos Mall
36 Kimley>>>Horn
Cerritos LongHorn Restaurant Project
Transportation Impact Analysis Report
k1mley '10rn com
500 LOS CERRITOS MALL,

CERRITOS, CA
MAY 2026
Prepared By:

Kimley>>> Horn
560 South I 1g1ie1oc1 Street S111te 20:iO I os Angel Exhibit 23 TIA & VMT Assessment
Precise Plan 2026· 7 Exhibit 23
37 Kimley>>>Horn

TABLE OF CONTENTS
I. Executive Summary ............ ................................................... .................. ............... ......... 1 II. Introduction ............................................................................................ ........................ 3 Ill. Project Description ................................................................................. ......................... 4 IV. Project Study Area ...................................................... ............ ........................................ 7 V. Trip Generation Forecast. ................................................................................ ... .............. 8 VI. Traffic Volumes, Distribution, And Assignment. ..................................................................... 12 VII. Traffic Impact Analysis ............... ..................... ...... .............. , ................................ ....... ..... 19 VIII. On-site cirulation analysis ........................ ............................................................... .......... 31 IX. Vehicle Miles Traveled Analysis ......................................................................................... 32 X. Conclusion ............................................................ ...... ...... ... ......... ...... ... ......... ..... .......... 34 XI. List of Appendices ............................................................ .............................. ........ ......... 36

FIGURES
Figure 1: Project Vicinity Map .................................................................................................................. 5 Figure 2: Project Site Plan ....................................................................................................................... 6 Figure 3: Existing Intersection Lane Geometry and Traffic Control ......................................................... 13 Figure 4: Existing Year {2026) Weekday PM Peak Hour Traffic Volumes ............................................... 15 Figure 5: Existing Year {2026) Weekend Mid-Day Peak Hour Traffic Volumes ....................................... 16 Figure 6: Project Trip Distribution .................................................. ......................................................... 17 Figure 7: Project Volumes ........................................................................... ........................................... 18 Figure 8: Related Project Location ......................................................................................................... 20 Figure 9: Opening Year (2028) Weekday PM Peak Hour Traffic Volumes ............................................ .. 26 Figure 10: Opening Year {2028) Weekend Mid-Day Peak Hour Traffic Volumes ..................................... 27 Figure 11: Opening Year Plus Project (2028) Weekday PM Peak Hour Traffic Volumes ......................... 29 Figure 12 : Opening Year Plus Project (2028) Weekend Mid-Day Peak Hour Traffic Volumes ..... ........... 30 TABLES
Table 1: Cerritos Long Horn Project Weekday Trip Generation ....................................................... .......... 9 Table 2: Cerritos LongHorn Project Weekend Mid-Day Trip Generation ................................................. 10 Table 3: Study Area Intersections .......................................................................................................... 12 Table 4a: Cerritos Long Horn Related Project Weekday Trip Generation - Chick-fil-A Expansion ............ 21 Table 4b: Cerritos Long Horn Related Project Weekday Trip Generation - Former Sears ....................... 21 Table Sa: Cerritos LongHorn Related Project Weekend Trip Generation - Chick-fil-A Expansion ........... 22 Table 5b: Cerritos LongHorn Related Project Weekend Trip Generation- Former Sears .................... .... 23 Table 6: Level of Service Thresholds (Signalized Intersections) ............................................................. 24 Table 7: Summary of Intersection Operations - Existing Year {2026) Conditions ............................... ..... 24 Table 8: Summary of Intersection Operations - Opening Year (2028) Conditions .... ............................... 25 Table 9: Summary of Intersection Operations - Opening Year (2028) Plus Project Conditions ............... 28 Table 10: Project SEO Model Inputs ............................ .................... .. .................................................... 32 Table 11: Existing Year (2019) Boundary VMT. ...................................................................................... 33 krmley-horn com ,j,3<) South f 1gueroa Street Suite 20:.,0 Los Angeles CA ~100 ii ?13 261 4D-!C 38 Kimley>>>Horn

LIST OF APPENDICES
AppendixA-Scoping Form
Appendix B-Internal Capture Worksheets
Appendix C - Traffic Count Worksheets
Appendix D - List of Cumulative Projects Appendix E - Level of Service Worksheets k1mley-l10°n corn f)o:.J Snuth f ,gueroa Street Suite 20:i:.J Los 1\ngeles Ci\ 9()()17 213 251 4040 39 Kimley>>>Horn page 1
I. EXECUTIVE SUMMARY
Kimley-Horn and Associates, Inc. ("Kimley-Horn") was contracted by City of Cerritos (the "City) to prepare a Transportation Impact Analysis ("TIA") for the proposed LongHorn Restaurant to be located at 500 Los Cerritos Center ("the Project") in the City of Cerritos, CA The proposed development consists of a LongHorn Restaurant on an approximate 5,780 square feet (SF) site. This transportation impact analysis has been prepared in accordance with the Los Angeles County Public Works ("LACPW') Transportation Impact Guidelines, dated July 2020 ("Guidelines") and the Project's Scoping Form approved by the LACPW on March 41h, 2026. The Scoping Form is included in Appendix A. • The proposed Project consists of a LongHorn Restaurant on approximate 5,780 square feet (SF) site. Site access will primarily be provided externally via one (1) signalized, full-movement driveway on South Street. To enter the Cerritos Mall, there are seven (7) other entrance driveways in addition to the South Street driveway. Some are signalized driveways and others are right-turn-in/out only driveways. Internal site access will be provided by several drive aisles within the Los Cerritos Center.
• This TIA analyzed seven (7) study intersections in the vicinity of the Project Site. The study intersections include:

1. South Street and Studebaker Road (signalized)

2. South Street and 1-605 Freeway Southbound Ramps (signalized)

3. South Street and 1-605 Freeway Northbound Ramps (signalized)

4. South Street and Los Cerritos Center (Landmark Square) (signalized)

5. South Street and Gridley Road (signalized)

6. Gridley Road and 183rd Street (signalized)

Study intersections 2 and 3 operate at LOS C and study intersections 1, 4, 5, 6, and 7 operate at LOS D during the Weekend MD peak hours.
• For the Scenario 3 - Opening Year (2028) Plus Project Conditions, indicate that all the study Intersections except for intersection 4 see no change in LOS for the Weekday PM peak hour and Weekend MD peak hour. For study Intersection 3 there is a 0.1 second change in delay from Opening Year {2028) Conditions to Opening Year {2028) Plus Project Conditions for the Weekday PM peak hour but no change in LOS for the Weekend MD peak hour. For Intersection 4, there is a

0.4 second change from Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions for the Weekday PM peak hour, but for the Weekend MD peak hour, there is an improvement in delay from Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions.
• Based on LACPWs Guidelines, all seven study intersections will operate at acceptable levels of seNice as identified in LACPW Guidelines during the PM weekday and MD weekend peak hours under Scenario 2 - Opening Year (2028) conditions or Scenario 3 - Opening Year (2028) Conditions.
k1rnlev-horn corn :113 261 .10,10
40 Kimley>>>Horn page2
• The total VMT in the study area for Existing Year (2026) Plus Project conditions reduces compared to the Existing Year (2026) conditions. Therefore, the Project's VMT impact is considered to be less than significant.
k1mley-horn com 6/CiO Sodh ~1gueroa Street Suite 7050 Los Angeles CA 9001,· 7 13 2131 4040 41 Kimley >>> Horn page 3
II. INTRODUCTION
Kimley-Horn and Associates, Inc. ("Kimley-Horn") was contracted by City of Cerritos (the "City") to prepare a Transportation Impact Analysis ("TIA") for the proposed LongHom Restaurant to be located at 500 Los Cerritos Center ("the Project") in the City of Cerritos, CA The proposed development consists of a LongHorn Restaurant on an approximate 5,780 square feet (SF) site. This impact analysis has been prepared in accordance with the Los Angeles County Public Works ("LACPW') Transportation Impact Guidelines, dated July 2020 ("Guidelines") and the Project's Scoping Form approved by the LACPW on March 4th, 2026. The Scoping Form is included in Appendix A. k1mley-horn com ofirJ So1Jtt1 1gueroa Str,,et Suit!: ?D!JO I os Angeles CA 9001 :· 71 'l 7;:, 1 404G 42 Kimley>>>Horn page4
Ill. PROJECT DESCRIPTION
The Project proposes the development of a LongHorn Restaurant on an approximate 5,780 square feet (SF) site at the address of 500 Los Cerritos Center, Cerritos, California 90703. The Project will be constructed in the southeast portion of an existing parking lot on the Macy's parcel in the Los Cerritos Center. Site access will primarily be provided externally via one (1) signalized, full-movement driveway on South Street. To enter the Los Cerritos Center, there are seven (7) other entrance driveways in addition to the South Street driveway. Some are signalized driveways and others are right-turn-in/out only driveways.

Internal site access will be provided by several drive aisles within the Los Cerritos Center. The Project Opening Year is 2028.

The Project vicinity map is provided in Figure 1. The Project Site plan is shown in Figure 2. k1rnley-t1orn corn Gr:iO South l-19ueroa Street Suite )05ll Los 1\ngeles CA ~KlO' • 213 251 4040 43 Legend
0 Sch<iolAo;essPOints • -~!l;r/ Playgrounds
44 F.)l,IS'flMG,».Cf'S6ll!l[)ING
N
Kimley
>>> Horn EB NOT TO SCALE
l,U£
...,.,...,.,. _ _, IC.I• - •-•
= _,_,,, ,. __ , _ _,
- ~ o.,r,,,tc-
= _,,_,_Ill =
-
.. -.....
c:::::::::J ......
-
.....
c:::::::::J
,-----, ,--"--"~ = ,__..,_ .. ..,.,,_,.., c:::::::::J
. ...,.,_ .... "-·•
I I I
C
...
0 ::: ..
1!; :

E
::2 .,
:1 u1• !.: .:
~~i;;
I
3 I L 0 ~1·
iH
~It
9 I
b
~ii' ~"
0 5
Ii
etri'
FIGURE2

PROJECT SITE PLAN

CERRITOS LONGH

O RN TRANSP

ORTATION IMPACT ANALYSIS REPORT
45 Kimley >>> Horn page7
IV. PROJECT STUDY AREA
The proposed Project is located on South Street between the Interstate 605 ramps to the West and the intersection of Girdley Road and South Street to the East. The main driveway to access the Project is the north leg of the intersection of South Street and Los Cerritos Center (Landmark Square). An overview of the existing street system near the proposed Project is described below.

Regional Access
Regional access to the Project Site is provided by the Interstate 605 (1-605) Freeway. The 1-605 is an northsouth freeway that extends from the Interstate 405 (1-405) Freeway near Seal Beach to Duarte in the San Gabriel Valley. The northbound and southbound ramps on South Street provide direct access to the Project Site from the west via South Street.

Local Roadway Descriptions
The following descriptions of the roadways in the Project area are from the LA County Master Plan of Highways, developed by the County of Los Angeles Department of Public Works.

South Street
South Street is an east-west major highway with generally three lanes in each direction of travel. Within the vicinity of the Project site, South Street has a speed limit of 40 miles per hour (mph) with sidewalks located on both sides and does not feature any bicycle facilities. At the Project driveway entrance, vehicles may enter either from the two eastbound left-turn lanes, or the combined through and right-turn lane in the northbound and westbound directions.

Studebaker Road
Studebaker Road is a north-south major highway that typically provides two travel lanes in each direction.

Studebaker Road has a speed limit of 40 mph with sidewalks located on both sides and does not provide any bicycle facilities.

Gridley Road
Gridley Road is a north-south secondary highway that typically provides three travel lanes in each direction.

Gridley has a speed limit of 35 mph with sidewalks located on both sides and does not provide any bicycle facilities.
k1mley-horn com
46 Kimley>>>Horn page 8
V. TRIP GENERATION FORECAST
A trip generation forecast was conducted based on the LAC PW TIA Guidelines. The estimate of Project trip generation is provided below. Weekday daily and PM peak hour trips and weekend daily and MD peak hour trips were estimated for the Project using trip generation rates from the Institute ofTransportation Engineers (ITE) publication entitled Trip Generation, 12th Edition for the ITE land use code #932 (High-Turnover (Sit- Down) Restaurant). The weekday evening and weekend mid-day peak hours correspond to the peak hours of the adjacent street system. The trip generation estimate is shown below in Table 1 and Table 2. kimley horn com
47 Kimley >>> Horn page 9
Table 1; Cerritos LongHorn Project Weekday Trip Generation 600 0 0 0 32 21 53
-108 0 0 0 -11 -7 -19

21.5% Dail , 0% AM, 43% PM 1 -106 0 0 0 -9 -6 -15
386 0 0 0 12 8 20
Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 12th Edition. 2 See NCHRP 684 lntemal Capture Worksheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 820 (Shopping Center> 150,000 SF)) 3 The prospective High-Turnover (Sit-Down) Restaurant tenant will be open between 11 :00 AM and 10:00 PM. The restaurant would not operate during the AM peak hour. period.
48 Kimley >>> Horn page 10
Table 2: Cerritos LongHorn Project Weekend Mid-Day Trip Generation 64 -109 -12 -11 -23
-106 -9 -9 -18
Total 389 12 11 23
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 12th Edition. 2 See NCHRP 684 Jntemal Capture Worksheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 620 (Shopping Center> 150,000 SF)) 49 Kimley >>> Horn page 11
As shown in Table 1, the project trip generation is 600 daily weekday vehicle trips with 53 trips in the PM peak hour before application of pass-by trips or internal capture reductions. It should be noted that the LongHorn restaurant will not be open during the AM peak hour, therefore anticipated trip generation would be zero during this period. As shown in Table 2, the weekend project trip generation is 604 daily weekend vehicle trips with 64 trips in the MD peak hour before application of pass-by trips or internal capture reductions.

Internal capture credits are applied to projects where some of the trips generated by the project are expected to be captured by other land uses within the project. Since the Project is located adjacent to the Los Cerritos Center, internal capture can be applied. The total mall square footage is 1,279,000 SF and was included in the calculations; furthermore, the adjacent commercial uses were excluded. As a result, the internal capture used in this analysis is likely an underestimation of existing conditions. Internal capture rates are from the ITE publication entitled Trip Generation Manual, 12th Edition. In the weekday PM peak hour, 30% of incoming trips and 40% of outgoing trips are expected to be generated internally. In the weekend MD peak hour, 30% of incoming trips and 42% of outgoing trips are expected to be generated internally. Internal capture worksheets are shown in Appendix B.

Based on the latest version of the JTE Trip Generation Manual, 12th Edition (2025), a pass-by rate of 43% in the weekday evening and weekend mid-day peak hours was applied to the trips for the proposed HighTurnover (Sit-Down) restaurant. Based on the Project's location relative to local arterials with high through volumes, the proportion of pass-by trips is assumed to accurately reflect the conditions at this site.

After the internal capture and pass-by trips are accounted for the Project is estimated to generate approximately 386 trips daily, with 20 trips during the weekday evening peak hour (12 inbound, 8 outbound) and approximately 389 trips daily, with 23 trips during the weekend mid-day peak hour (12 inbound, 11 outbound).
713 7G 1 4CY-0
50 Kimley>>> Horn page 12
VI. TRAFFIC VOLUMES, DISTRIBUTION, AND ASSIGNMENT
Study Area
The Project Site will primarily be accessed by one (1) signalized, full-movement driveway on South Street.

To enter the Los Cerritos Center, there are seven (7) other entrance driveways in addition to the South Street driveway. Some are signalized driveways and others are right-turn-in/out only driveways.

Based on the Scoping Form, seven (7) study intersections were identified in proximity to the Project Site that would be used by vehicles accessing the site. The study area for the Project was identified in consultation with the City of Cerritos. The seven study intersections are listed below in Table 3. Existing lane configuration and traffic control for the study intersections are illustrated in Figure 3.

Table 3: Study Area Intersections
Intersection # Northbound/Southbound Eastbound/Westbound Signalized 1 Studebaker Road South Street Yes
2 1-605 Southbound Ramps South Street Yes
3 1-605 Northbound Ramps South Street Yes
4 Los Cerritos Center South Street Yes (Landmark Square) 5 Gridley Road South Street Yes
6 Gridley Road 183rd Street Yes
7 Studebaker Road 183rd Street Yes
k1rnley-horn com 660 Soutt1 ~'lJL,erod St,eet Suite 20:;0 Los Ancwles CA 0001; :'13 2S1 4040 51 ,
: ;:
~, ; • 1-... • • ·.,. .~
, -·
Kimley>»Horn EB NOTTO SCALE

EXISTING INTERSECTION LANE CONFIGURATION
"" \._ JH-l --
I R ,_
,. \._ JlLi -
I ~
-
--
_I I~ _i~
-
-
, 11!( - ' -- 'j(
11111
Yll -
I ,
-
-
~-=:j I
- ,t-- -' rttr Grtll9yRdlSCIAh8t Gtdi,yRd6 1Ul'dSt
"" L JJH -
I -;r. __
-' I
-- rtfr
~Rd&.ln,tSt
FIGURE3

EXISTING INTERSECTION LANE GEOMETRY AND TRAFFIC CONTROL

CERRITOS LONGHORN TRANSPORTATION IMPACT ANALYSIS REPORT 52 Kimley>>>Horn page 14
Traffic Volumes
Existing Year {2026) PM peak hour turning movement counts were collected at study intersections #1-7 on Thursday, February 26, 2026. Existing Year (2026) Mid-Day peak hour turning movement counts were collected at study intersections #1-7 on Saturday, February 28, 2026. The determined weekday PM Peak Hour is 5:00 PM - 6:00 PM and the weekend MD Peak Hour for the Project is 12:00 PM - 1 :00 PM. Figure 4 and Figure 5 illustrates the Existing Year (2026) Weekday PM peak hour traffic volumes and Existing Year {2026) Weekend Mid-Day peak hour traffic volumes at the seven study intersections respectively.

Traffic count worksheets are shown in Appendix C.

Project Trip Distribution and Traffic Assignments
The vehicle trip distribution pattern for the Project was developed based on the configuration of the roadway system, access to nearby freeways, and regional destinations for trips. Figure 6 provides the Project Trip Distribution for the proposed land use. Project traffic shown on Table 1 and Table 2 were distributed to the street system within the study area based on the trip distribution percentages shown in Figure 6. The resulting Project-related peak hour turning movements are also shown in Figure 7. k1rnley-r101 n corn 660 South F1guerrx1 St1eet Suite 20::,0 I us Ang,,lcs C1\ G001--: ?13 261 4040 53 Figure 4 - Existing Year (2026) Weekday PM Peak Hour Traffic Volumes -
Studebaker Road &
10 1--&0SSouth& • 1-605 North & • Los Cerritos Center & South Street South Street South Street South Stru t i L 475 1 I ! j - 907 ' i ... ! ; 2 * "' • 129 - 969 ;:: I!:? Lm .) J l • .) l.. rn _ 1004 .) I l.. /il -1254 -- Sol.fchktfft i ..... , .... § SouthSUH1 -
- ti 5-M!IJNt -·
- SoutllSllHC
] i r r l 1 1 <90_; 1 1 Ir 145 _J F.i 51 1148 - :;; !:; J 1 i ... J 812 - I as,- z 1S4 • .; li91 ' 1322 _ ¥ .§ "-.. o..n•: .... / ' 0wnu: nu / '- OllttttH: J.Z5J / ' OvwrtH: mt _/ • • Grldley Road & • Grldley Road & St11debaker Road & South Street 183rd Street 183rd Street J Lm r
L 111 ] L 261
i - 861 - 491 ! - 496 < 114 E * , 155 :ff :il !3 i , 210 J I l.. .) I l.. .) 1 l rlil l•l l•l llltd 5trMt -·- 11"""-'
l~ '""""''"' I itl ,.,,..,_ l~ ,.,,. ...... i I r ' I r J i I r 151 _J 0 308 _J 1 ; F.i Iii 133 _J i E i g I ... 815 - { 362 - f 427 - 148 7 .. 211, 144 1 ' o.n:111:im / ' OWnnt:nu / ' Otn:tall: "'° / j .. rz,~-· LE G
END . " ·•·· :, ,, ., • . ,., • ; : ... N cerm - 1 ,.
@ - • > ' ~~:::::,J~ '. Intersection ID ! ) ' ! ' j .. ' ' ' ' ("""''' ., ·-· ,:11,-,c.,.,1.>,, ® i ,. ,t.rt1S\• ' xx Weekday PM St"«-' ; ' i l : .::e-r,-: ....-~ , ' :
.. • •••• ; ,_ t
Cerritos LongHorn TIA Kimley >>>Horn
54 Figure 5 - Existing Year (2026) Weekend Mid-Day Peak Hour Traffic Volumes 10 St11debaker Road & • 1-&0SSouth &
-
1-605 North &
-
Los Cerritos Center &
South street South Street South Street South Street
J L6&3 1 i • i z - 761 § I ' ! [:; 51 l r 105 _ 793 m ::; L 75 .) j L .) L .) J L a ti] r iJ - 972 5olltll.SttHt _ 1458 -- South Street • ~Strw~t -- 1iJ $ol;Ul5creet -·- I l _,._ i l I r r • l 1 r 162 ..J 1 ; :! 766 J ! m ::; .: .li i i .. 8 860 - f 1017 - 1227 - 93 7 '" I 1673 _ ¥ 145 7 § '\... Onn,N:- / '\... Dwuall: .uu / '\... owr,,u,.,.. / '- OWJd: ..., ./ • Gridley Road & • Gridley Road & • studebalter Road & South Street 183rd Street 183rd Street i L lS4 l L &2 l L ,11 1 - 792 j - 399 j - 394 ; r 103 !i! ::l r 211 * t r 291 .) J L J J L .) J L fifl -
- r~ llJldSttttt r• llWSu-t -·- I~ Wnl- I~ ,.,,.,.,... Li l 1 r l r ' l l t r 36! J ., * 100 ..J ; 49 .J J ::; :ll J I :!l 904 - t 313- ! 360 - 112 7 '!I 100 7 310 7 '"
'\... o..rof: - / '- OYetoH: ZDl ./ '\... Owtrall: JJOZ / ~~
,.-
LEGEND " • .. • Nc,
m,
• Intersection ID .,..,,.,, ~r @ ' ......... . . .... ; ,- ...... ··· xx Weekend MD ·- .. A~t C'l l<I ' ' .. •u ,.,~ ' _ .... . .
.. ••••• 'r ,l• ~\ Cerritos LongHorn TIA Kimley >>>Horn 55 ~-
.. _,..
-
, -'
,.

I
I
Kimley>»Horn NOTTO SCALE.
f!I
f--.....
-~•'II :::::::
11'1,11111-+ J
!
-- r f
f -·- J •
- -11
===1 EE
PROJECT MER!ECTIONS

PAOJECTSITE
XXX( Y'IX) t< "-'OUnll n,pQII~
FIGURE6

PROJECT TRIP DISTRIBUTION

CERRITOS LONGHORN TRANSPORTATION IMPACT ANALYSIS REPORT 56 Figure 7 - Project Volumes (Weekday PM & Weekend MD) • Studebaker Road &
-
l-605South&
-
1-605 North & • Los Cerritos Center & "\ South Street South Street South Street South Street J L O(OJ 1 1 • ] ! - 1c11 I 6" j 0 , O(OI 0 g - 1(11 0 L 2(21 J I L l•l J L il _ 3(51 J I L r.- - 0(01 .......... Sout:h.krwt:1 --· I~ .
-- --· _,._ -- 1iJ SouchSOHI 8 i I r i r • i I r
0(0) .J I] i §: 0 1 10(10) .J J 0 0 i i j a 1 c 1(11 - 1(1) - 0(0) - ! O(OJ 1 ' 717) - O(OJ 1 i '- / '\. ./ '\... ./ ' / • Gridley Road & -
Gridley Road & • Studebaker Road & South Stl'fft 183rd Street 183rd Stl'fft J L O(oJ a L 0(01 ] L 0101 j - 1(1) f - 0(0} i -0101 0 &'
, O(OI i I I 0(0) 0 0 0 c i 1 ll(01 } J I L J I L J I L r~ -- r~ ·-- f•l llltdSctect -- Li 183n:1Sttttt ,..,.. ...... LiJ l I r l I r ] l I r 0(01 .J l 6" 0(01 .J J 0 i i O(OI .J a; " 0 15' t 15' 15' 1(11 - f 0(0) - j 0(01 - 0(01 1 O(OJ 1 0(01 1 .. '- / '\... ./ '\... /
•
...
• : LEGEND N , ~rru . .., • Intersection ID ... ... ,•~· ·• .~ : @ · I h._-.,.. "' --- . ..

XX(XX) Weekday PM - , .. _"_· ; . ~J .. Acus, .. : '.. , , ,. Jw·, I {Weekend MD) .. ,..,.. '' ! .. ••••• t .., • • , Cerrit os l ongHorn TIA Kimley >>> Horn 57 Kimley >>> Horn page 19
VII. TRAFFIC IMPACT ANALYSIS
The study intersections were analyzed using the 7th edition of the Transportation Research Board Highway Capacity Manual (HCM) methodology and Synchro 12 modeling software per the Scoping Form. This study provides analysis of the following three (3) scenario conditions in accordance with the Scoping Form:
• Scenario 1: Existing Year (2026) Conditions
• Scenario 2: Opening Year (2028) Conditions*
• Scenario 3: Opening Year (2028) Plus Project Conditions "The annual ambient growth rate is 0.37% and is based on the most recent SCAG Regional Transportation Model. Opening Year Conditions traffic volumes were calculated by applying the growth rate for two years between 2026 and 2028 to existing conditions and addition of background trips associated with the list cumulative projects provided by the City of Cerritos.

Related Project Trip Generation and Assignment
As per the latest direction and information provided by City staff on May 131\ 2026, a total of two related projects were identified within a one-half mile (2,640) radius of the Project to be included in this analysis.

The first related project is an expansion of an existing Chick-fil-A proposing restaurant, which proposes to remodel its existing restaurant and expand it by 360 square feet {SF) at 18605 Gridley Road. The second related project is the existing vacant Sears site, which has been vacant for several years. The existing Sears building is 277,560 SF and is located at 100 Los Cerritos Mall. Currently, there are no plans to redevelop the Sears site prior to the Opening Year (2028} scenario. However, in order to provide a conservative analysis, this TIA incorporates the vacant Sears site in the Opening Year (2028) and Opening Year (2028) Plus Project Conditions scenarios. The locations of the related projects are shown in Figure

8. The analysis further incorporates trip generation from known development projects within one-half mile (2,640 feet) radius of the proposed Project's farthest outlying study intersection. A list of cumulative projects was provided by the City of Cerritos on March 27th, 2026 and is provided in Appendix D. A trip generation forecast was conducted based on the LACPW TIA Guidelines. The estimate of related project trip generation is provided below. Weekday daily and PM peak hour trips and weekend daily and MD peak hour trips were estimated for the Project using trip generation rates from the Institute of Transportation Engineers (ITE) publication entitled Trip Generation, 12th Edition for the ITE land use code #934 (Fast-Food Restaurant with Drive-Through Window) and ITE land use code #875 (Department Store). The weekday evening and weekend mid-day peak hours correspond to the peak hours of the adjacent street system. The trip generation estimate is shown below in Table 4 and Table 5.

Traffic volumes from related projects {approved and pending projects expected to be built by the year 2028 with in one-half mile (2,640 feet) radius of the proposed development) were added to the study intersections to simulate cumulative traffic conditions with expected new growth in development in the area.

I 11nle,-hom corn 21:l 7G1 40-11)
58 N
Kimley>»Horn EB NOTTO SCALE

PFIOJECTSITE
RELATED PROJEcrn 9lTe3

FIGURES

RELATED PROJECT LOCATION

CERRITOS LONGHORN TRANSPORTATION IMPACT ANALYSIS REPORT 59 Kimley>>>Horn page 21
Table 4a: Cerritos LongHom Related Project Weekday Trip Generation - Chick-fil-A Expansion Tnp Gencratron Rates'
Land Use ITE Code Unit AM Peak Hour' PM Peak Hour
Daily In Out Total In Out Total
Land Use Quantrty Dally
Fast-Food Restaurant with Drive-Through Window
Total Trips Before Internal Capture/Pass-by Reductions
Pass-By Trips . High-Turnover (Sit-Down) Restaurant (50% Daily, 50% AM, 55% PM)1 -81 Total Project Trips 80
• Source: Institute of Transportation Engineers (ITE) Trip Generation Manuai 12th Edition.

Trip Generation Estimates
PM Peak Hour
In Out
5 -3
3 2
2 The prospective Fast-Food Restaurant with Drrv~ Through Window would not operate in the AM peak hour.

Table 4b: Cerritos LongHorn Related Project Weekday Trip Generation - Former Sears Total T ternal Ca ture/Pass- eductions 6,351 271 270
lnterna % Dail Oo/o AM, 24% 2 -762 -65 -65
0% AM 10% PM 1 -559 -21 -21
5,030 185 185
' Source: Institute of Transportation Engineers (ITE) Trip Generation Manuat 12th Edition, 2 See NCHRP 684 Internal Capture Worksheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 820 (Shopping Center> 150,000 SF)) 3 The prospective Department Store tenant would not operate in the AM peak hour.

Total
11 -6
5 541
-130
-41
370
60 Kimley >>> Horn page 22
Table 5a: Cerritos LongHom Related Project Weekend Trip Generation - Chick-fil•A Expansion T np Generation Rates' ITE
land Use Code Unit Saturday Midday
In Out Total
g 5 50.74
Trip Generation Estunates
Land Use Quantity Unit Saturday Midday
In Out Total
Fast Food Restaurant 1th e- rough INindo 0 36 KS 9 9 18 Total Trips Before Internal Capture/Pass-by Reductions 9 9 18 Pass-By Trips - High-Turnover (Sit-Down) Restaurant (50% Daily, 50% AM, 55% PM)' -5 -4 -9 Total Project Trips 4 5 9
.. 1 Source: Institute of Transportation Engineers (ITE) Tnp GeneraNon Manuat 12th Edition . 61 Kimley >>> Horn page 23
Table Sb: Cerritos LongHom Related Project Weekend Trip Generation- Former Sears 7,050 508 450 958
·1,022 -147 -131 -278
Pass-B Restaurant 10% Dail , 10% MD 1 -603 -36 -32 -68
Total 5,425 325 288 612
' Source: Institute of Transponabon Engineers (ITE) Tnp Generation ManuaL 12th Edition. 2 See NCHRP 684 Internal Capture Worksheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 820 (Shopping Center > 150,000 SF))
62 Kimley >>> Horn page 24
1 2
3 4
5 6
7 Intersection Analysis Methodology
Per the Scoping Form, intersections #1-7 were analyzed using the ]1h edition of the Transportation Research Board Highway Capacity Manual (HCM) methodology and Synchro 12 modeling software.

Operating conditions are expressed in terms of LOS. LOS designations range from LOS "A" to "F," with LOS "A" representing comfortable, free-flowing traffic conditions with minimal delays and LOS "F" representing congested conditions with long delays. A description of each LOS using HCM methodology is presented in Table 6.

Table 6: Level of Service Thresholds (Signalized Intersections) LOS Control Delay (sec/veh) Description
A 10 or less Little or no delay.

B Between 10 and 15 Short traffic delav.

C Between 15 and 25 Average traffic delays.

D Between 25 and 35 Long traffic delays.

E Between 35 and 50 Very Iona traffic delays.

F Greater than 50 Extreme traffic delays with intersection capacity exceeded.

Source: HCM Guidelines (7'h Edition, 2022).

Scenario 1 - Existing Year (2026) Conditions LOS Analysis Table 7 presents a summary of the Existing Year (2026) conditions and the corresponding LOS for each study intersection. The LOS worksheets for Existing Year (2026) conditions are provided in Appendix E.

Table 7: Summary of Intersection Operations- Existing Year (2026) Conditions Existing Year (2026)
Signalized Intersections Weekday PM Peak Hour Weekend MD Peak Hour Delay LOS Delay LOS
Studebaker Road South Street 42.5 D 36.9 D
1-605 Southbound Ramps South Street 23.5 C 27.3 C
1-605 Northbound Ramps South Street 23.0 C 24.9 C
Los Cerritos Center South Street 29.0 C 38.3 D
Gridley Road South Street 45.8 D 47.7 D
Gridley Road 183rd Street 40.1 D 43.7 D
Studebaker Road 183rd Street 44.8 D 45.5 D
The Existing Year (2026) Conditions traffic analysis results presented in Table 7 indicate that study intersections 2, 3, and 4 operate at LOS C and study intersections 1, 5, 6, and 7 operate at LOS D during the Weekday PM peak hour. Study intersections 2 and 3 operate at LOS C and study intersections 1, 4, 5, 6, and 7 operate at LOS D during the Weekend MD peak hours.

All seven intersections will operate at acceptable levels of seNice as identified in City and County Guidelines under existing conditions.
k1mley-how com
63 Kimley>>>Horn page 25
Scenario 2-Opening Year (2028} Conditions LOS Analysis
Table 8 presents a summary of Opening Year (2028) conditions and the corresponding LOS for each study intersection. Figure 9 illustrates Weekday PM peak hour traffic volumes and Figure 10 illustrates Weekend MD peak hour traffic volumes at the study intersections. The LOS worksheets for Opening Year (2028) conditions are provided in Appendix E.

Table 8: Summary of Intersection Operations - Opening Year (2028) Conditions Opening Year (2028)
Signalized Intersections Weekday PM Peak Weekend MD Peak Hour Hour Delay LOS Delay LOS
1 Studebaker Road South Street 44.1 D 39.8 D
2 1-605 Southbound Ramps South Street 29.5 C 28.9 C
3 1-605 Northbound Ramps South Street 24.8 C 26.8 C
4 Los Cerritos Center South Street 29.8 C 41 .0 D (Landmark Square) 5 Gridley Road South Street 43.6 D 56.3 E
6 Gridley Road 183rd Street 41.1 D 47.5 D
7 Studebaker Road 183'd Street 45.5 D 48.6 D
The Opening Year (2028) conditions traffic analysis results presented in Table 8 indicate that study intersections 2, 3, and 4 operate at LOS C and study intersections 1, 5, 6, and 7 operate at LOS D during the Weekday PM peak hour. Study intersections 2 and 3 operate at LOS C, study intersections 1, 4, 6, and 7 operate at LOS D, and study intersection 5 operates at LOS E during the Weekend MD peak hour.

All seven intersections will operate at acceptable levels of service as identified in City and County Guidelines under existing conditions.
krmley horn com 213 261 4040
64 Figure 9- Opening Year (2028) Weekday PM Peak Hour Traffic Volumes /. Studebaker RDad &
-
l-605South&
-
1-605 North a 0 Lo.I Cerritos Center & South Stnlet South Street South Street South Street ] L s2& l i • !
j - 917 ¥ ¥
e i1! i 1 I ruo i § _..., ::: i L 11s j I L r~ j L I il - 10S2 Soold\Stll!@t j I l. ! 1341 -- ....,,..,... iel - ....,,..,,., -- Lil -- -- I iJ 1 S...l'lSltNt 18J
iJ 1 r r sos .J i 1 I r
156 .J ... i;: 5 1169 - ., ii: :i. ...
} N l j g 821 - .a an - 15s 1 !
191 • 1 ¥ 1337 _ ¥ !
'- Otr,n,Jl:,«m / ' 0V'ff'Clll:4JR / ' OW,,,•: ..,, / '- owron: DJ.J / /. Gridley Road a /. Gridley Road & • Studebaker Road & South Street 183rd Street 183rd Street f L 212 L 112 l L 273 - 871 j - 507 1 -s11 :! s !l ili 1!l r 249 r 11s r 156
j I L J I L .J I L "' f,1 .....,,._ ,., WNtSll'MI [8~ 113:tdStffft ........... 1iJ .......... I U ,.,,,, ...... l iJ
1 I r 7 I r l 7 I r
320 ...J Ei :;; 143 ...J ; ffl 153 .J E (; i ] l Ji
824 - !; 376 - f 451 - I ., 295 • 146 • 150 • .i;
' Otl«a/l! Jt.W / "-- OWnrtl: !#161 / ' Overall: 11:M- / • ~· ·•
N e.'"' LEGEND l ·• "· ,, ... l :
! -~ ' ' .@:· • Intersection ID I ' "'·"C';'."'!I" ' ' 1 ' ' '' . : I ! ·~ , ... "'.: ..... : f ! ,...-........ ' " ,. Artut~ xx Weekday PM ; ~,,.." ' l 0:« r.: :1-l ' . i "?-M<'~ ' . "' . . • •••• •·• i - I . . ,_ .

Cerritos Long Horn TIA Kimley )>>Horn
65 Figure 10 - Opening Year (2028) Weekend Mid-Day Peak Hour Traffic Volumes 0 Studebaker Road & • 1-605 South & • 1105North& • Los CerrllDs Center & SouthStrfft South Strfft South Street South Street l Lm I 1 ! j - 769 5 ¥ ' g ; ;: a i !;: 'E r 106 _ 802 :!I " ll L 1s .) I L .) L .) I L I ., r ~-1041
r., _ ,ssa ........... -- '"""',_ 8 ,_,.,.,.,. -- iJ ............. -- 1 1 ( lollilllkrNt 1iJ VI r r 797 ...J t • 1 r 180 ...J a f.: a 1255 - ! !! ::; ,;; I 1 ! I
170 - 1042 - 151 1 ]
... 1692 _ ' _§ '\.. -- / '\.. .,,,.,.e ..., / '\.. Ovffrlll:SlU / '\.. OWrall: ,NU ./ -
Grldley Road & • Gridley Road & / . Studebaker Road & South Street 183rd Street 183rd Street L 221 j L53 j L a20 i - 901 i -m I - 412 5 :;: ij! r 359 1104 ill r 211 I;! J I L .) l L J I L I• •l ........... f•l llJ<'d-• t8 ,.,.. ...... .....,..., ... iJ 11 ..... Sftflt 18,J JQtd:St1~ • 1 r 1 r r J 1 1 r 387 _J :;; 115 _J ! so _J gj :Ji ti J " .. i J 914 - t" 330 - f 398 - i 101 1 ! 414 > "' 113,
'\.. OYentl: 407 ./ '\.. OWNM: JOII ./ '\.. ,,.,..,.. Ba / ' ~·~:,
·• LEGEND ! ... ., ... ,. . ,., , ' • ,~ . ' . ; Ncem t ' : ' : .... @: 0 , "'~~~:;•,- j r Intersection ID i ' ' .. 1, ; ' ' ~-- u <-~ 1 xx Weekend MD 1-... ~· ., ,·. Anula .. i 1 ( Vfl~l•ull ; ' .. ••••• . ' ':' -~~;; ! Cerritos LongHorn TIA Kimley >>) Horn
66 Kimley >>) Horn page 28
Scenario 3 - Opening Year (2028) Plus Project Conditions LOS Analysis.

Figure 11 illustrates Weekday PM peak hour traffic volumes and Figure 12 illustrates Weekend MD peak hour traffic volumes at the study intersections. The LOS worksheets for Opening Year (2028) plus project conditions are provided in Appendix E.

Table 9 presents a summary of Opening Year (2028) plus project conditions and the corresponding LOS for each study intersection.

Table 9: Summary of Intersection Operations - Opening Year (2028) Plus Project Conditions Opening Year (2028)
Conditions
Opening Year (2028) Plus
Project Conditions Change in Delay
Signalized Intersection Weekday PM Weekend MD Weekday PM Weekend MD Weekday PM Weekend MD Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Delay
1 Studebaker Road South Street 44.1 D 39.8 D 44.2 D 39.8 D 0.1 2 1-605 Southbound Ramps South Street 29.5 C 28.9 C 29.6 C 28.9 C 0.1 3 1-605 Northbound Ramps South Street 24.8 C 26.8 C 24.9 C 26.9 C 0.1 Los Cerritos Center 4 (Landmark Square) South Street 29.8 C 41.0 C 30.2 C 40.4 D 0.4 5 Gridley Road
6 Gridley Road
South
Street
183rd
Street

43.6 D 56.3

41.1 D 47.5
E 43.6 D 58.6 E 0
D 41.1 D 47.5 D 0
7 Studebaker Road 183rd Street 45.5 D 48.6 D 45.5 D 48.6 D 0 The Opening Year (2028) Conditions and Opening Year (2028) Plus Project Conditions traffic analysis results are presented in Table 9. For study intersections 1, 2, and 3 there is a 0.1 second change in delay and for study intersection 4 there is a 0.4 second change in delay from Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions for the Weekday PM peak hour. Study intersections 5, 6, and 7 see no change in LOS for Weekday PM peak hour. Study intersections 1, 2, 6, and 7 see no change in LOS for Weekend MD peak hours. Study intersections 3, 4, and 5 see changes of 0.1, -0.6, 2.3, and second change in delay, respectively, for Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions.

All seven intersections will operate at acceptable levels of service as identified in City and County Guidelines under existing conditions.
? 1 '\ 2C 1 404fJ
Delay
0 0

0.1 -0.6

2.3 0
0 67
Figure 1l - Opening Year Plus Project (2028) Weekday PM Peak Hour Traffic Volumes -
Studebaker Road & • l-605 South & • 1-605 North & • los cerritos center & South Street South Straet South Su.at South Street l L 526 j i i j - 918 ! ' ii :l :!l " f i iri i " i } r 130 _ 981 ::: :£ L us J I l f•l J l el - 1055 bit.So.1t J I l :§ 1340 .....,,,_ -- r,i,i - ..... .,_ -
- I u Sot,,t:t'ISl:.,...t -- I tJ -- I ~
I ) I r ' r 515 _J • ' I r 155 .J .. ! gt J N 1 i 1161 - 8 122- 1173 - 156 • m, l ! 1344 - ! !
'- OWrrdk at1 / '- Ot,enzfl: 417f / '\.... o..r.n,-, / '\.... ow,,.,e. nso 7 -
Cirldley Road & • Gridley Road & • Studebaker Road & South Street 183rd Street 183rd Street l Lm J L112 J L 213 j - sn i - 507 .. - S11 !i! :l i [;; !!l I r us .. 1156 I r , •• J I L r 8n J I L f
0l J ) l r• -- 113rdSttH1 llll'd51er-Mt -- l U 1Ut11Strfft I ~ lllrdSCrttC 1i i I r ' 1 r l ' I r 320 _J .: 143 .J & 'i 153 .J I, 3 l J J N 825 - f 376 - 451 - l 150. 295 """\ 146 """\ " '- OvdrtR: BIZ _/ '- OvetoH: .s, / '- Ovenrll: .IDf / .. ~;;;-
LE
GEND . • ' . • ' Nc~rr,, • •~ ..... , _,,,, ; ® Intersection ID ' ' ' ' , : '. . --- ····- Weekday PM .. _ ..,.. ~, xx An'!!Slil ''""~' : : : ' .,....,..,., ... ~-- ' ••••• .. ' . ' .. Cerritos LongHorn TIA Kimley
>>>Horn
68 Figure 12 - Opening Year Plus Project (2028} Weekend Mid-Day Peak Hour Traffic Volumes Studebaker Road & • l-605 South & 0 1,,605 North & 0 Los Cerritos Center & South Street South Street South Street South st ... et l L772 J j j j - 769 ' LS06 ' L 1116 :! lll i r 106 ii "' _ 802 _ 1041 :!l - L 1• .J l L ., J I L r• f•l r 6 .J J L f~ -1588 _,._ --· ~ s,~c1 ...... ,_ 18J ........... ....,,....., Li J Scl<JthSitlftt 1iJ - ·- ] ; I r '"l r 801 _J • i I r 1llO _J f; !S :a 1255 - ! ::; ; ) - i i 155 1 ! 871l- .a 1042 - 1692 - e j ' ' ... " 491 """\ 480"""\ § '- ---
/ '- Onnlll: ""° / '- 0-06: .,,, / '- Ovuall: fUl /
• Gridley Road & • Gridley Road &
-
Studebaker Road &
South Street 183rd Street 183rdSt...et
l L 221 f L 63 l L 328 l - 801 - 422 l - 412 i:i .. i r ,,, :I! r 104 ::; ::: r 211 ! .J I L l•l J I L ri~ J l L f• -- l&JrdStrNt IIJnlSnc,
...... , ..... 1iJ 11JN5,f'ttt l 11JrfWN1 l U
i I r i I r j i I r 388 _J s ; :;; llS _J ] !il 50 _J ] i 914 - f 330 - f 398 - 101 """\ 414 """\ lU """\
'\....
-
- / '\...._ OWlwll: JOO. / '- Ownl: ;UN /
•
-
·• ' N C•rro LEGEND ! .. , "·'' . .. ! ' i , .. @,.: • ' .... t_· .• ::"~ ' Intersection ID . i . ' ' .. ' ' ... ... 4.,• ( , , .. < ' J. ·•·
xx Weekend MD ....... ' ... ,· • •teSla a ' ; l C...,t-• . ' •••••
:
.. ..
. ..
.i.;-;:-...,; ' ' ' . . .::, ... ,.,
Cerritos LongHorn TIA Kim ley >>> Horn
Kimley>>>Horn page 31
VIII. ON.SITE CIRULA TION ANALYSIS
The on-site circulation for the Project is organized with diagonal parking stalls in the north and south directions that separates vehicular movement from parking aisles while maintaining direct access to the Project and the existing Macy's building. Road users enter the site from South Street and then vehicles must turn left onto the drive aisle that runs along the front (south side) of the existing Macy's building. This main drive aisle supports two-way traffic with delineators in between. To enter this section of the parking tot, road users may enter on the north-west end, but if coming from the north road users may tum right only into the one-way drive aisles. Figure 2 shows the proposed vehicular movement with circulation arrows indicating a predominantly one-way flow within the parking rows, helping reduce conflicts and streamline movement toward available spaces. As secondary drive aisle wraps around the east and north sides of the building, creating a continuous loop that stows vehicles to circulate efficiently without dead ends or excessive turning movements.

Closer to the proposed Project, circulation is designed to prioritize short-term parking and accessible parking, as well as safe pedestrian access. ADA-accessible spaces are located near the main entrance along the southern fayade, connected by clearly defined accessible routes and curb ramps. The drive aisle in front of the proposed Project also accommodates drop-off activity and short-term stopping, which is typical for restaurant uses with high turnover. A new pedestrian pathway will be integrated to the pathways surrounding the proposed Project and will include a crosswalk over the drive aisle. This design will minimize conflicts with vehicles.

The proposed driveways shown on the site plan in Figure 2 are expected to maintain the orderly flow of traffic without leading to any excessive on site queuing. k1mley-horn com 6CC Soutt1 r 1gue1 Cd St, eet Suitt· 70�0 I o::, An,ycles C/\ S'J001 : 213 2fi1 404C 69 70
Kimley >>> Horn page 32
I
IX. VEHICLE MILES TRAVELED ANALYSIS
This section documents the Vehicle Miles Traveled (VMT) analysis conducted for the Project. The Guidelines help determine when a project will have a significant VMT impact and lists criteria based on which projects can be screened from requiring a VMT analysis. The Guidelines states that "locally serving retail" projects, typically smaller retail developments under 50,000 square feet, are generally considered to have a less significant impact on VMT and may be presumed to have a less-than-significant impact on transportation due to their nature of redistributing local trips within a smaller area, rather than generating new long-distance travel; this is considered a key factor when evaluating transportation impacts under CEQA. The proposed project is a 5,780 square-foot high-turnover sit-down restaurant within a regional mall. Based on the City of Cerritos' guidance, the Project is not considered a locally serving retail project.

Since the Project does not meet the retail-project screening criteria, a VMT analysis was conducted in accordance with the City's adopted Guidelines.

VMT Threshold
Guidelines recommend "net increase" as the threshold for significance for retail land uses. This means that if a proposed retail use results in additional VMT in the region, it would result in a finding of significance.

Analysis Scenarios
The VMT analysis was completed using the latest version of SCAG RTP 2024 model. This is activity-based model that simulates the daily activity and travel choices of individuals, capturing interactions between different land uses and informed by socio-economic data (SED) such as population, households, and employment.

The current version of the SCAG Model maintains a base year condition of 2019 which was used to evaluate the project scenarios. The analysis includes the following scenarios:
• Existing Year (2019) Conditions - based on 2019 SCAG Model conditions. • Existing Year (2019) Plus Project Conditions- Based on 2019 SCAG Model with the project land use.

Project Land Use Conversion
Adjustments in SCAG model SEO (employment) were made to the appropriate Traffic Analysis Zone (TAZ) in the SCAG Model to reflect the project's proposed land uses. Table 10 shows the Project employment numbers added to the appropriate project TAZ in the SCAG model. The number of Project employees were assumed based on assessment of ITE Trip Generation rates for applicable land uses.

Table 10: Project SEO Model Inputs
Restaurant (Food Service) 30
VMT Calculations
The net change in VMT with the Project was evaluated using the boundary method for VMT calculations.

The boundary method is the total daily VMT within a specific area calculated by multiplying the daily vehicle traffic volume on all the roadway segment by the length of each of the roadway segment within that specific study area. This approach includes all trips, including those trips that do not begin or end in the designated boundary. This method also captures the effect of cut-through and/or displaced traffic within the specific study area.
k1mley-t1orn corn
71 Kimley>>>Horn page 33
To determine the appropriate boundary for the project, the average trip length for the project TAZ was derived from the vehicle trip matrices and distance matrices in the SCAG model. Based on the average trip length for the project TAZ, it was determined that the 10-mile radius from the project TAZ would be the appropriate area for the boundary method to capture most of the trips coming to the project site. The VMT impact is determined by normalizing comparing the total VMT results for the same boundary between the with project and the without project conditions.

VMT Results
The following summarizes the results of the VMT impact using the Boundary method. Table 11 shows the Existing Year (2019) Boundary method VMT for the 10-mile Boundary.

Table 11: Existing Year (2019) Boundary VMT
Region No Project VMT Plus Project VMT Net Change in VMT --
10-Mile Boundary 51,196,382
-
51,190,416 -5,966
As shown in Table 11, VMT analysis shows a net reduction in VMT. This is reasonably captured in the model considering the proposed restaurant would be located within an established regional mall that already functions as a major customer-based destination with multiple retail, dining, service and entertainment uses. Restaurant trips are often not entirely new trips generated solely by a proposed new Project; rather, many are predetermined, linked, diverted, or captured trips made.by customers, or visitors who are already traveling to the mall or surrounding commercial area. Because the mall is an established commercial center with existing travel patterns and several complementary customer-serving land uses, the Project can consolidate dining activity within an existing destination and shorten some trips that would otherwise occur elsewhere, resulting in a net reduction in total VMT.

Since the total VMT in the study area for Plus Project conditions reduces compared to the No Project conditions, the Project's VMT impact is considered to be less than significant. k1mley-horn com GSU South Iguc:roa Street Suite ~!0:.i0 I os Angeles CA 9001 ' 713 ?61 4(),1t, 72 Kim ley >>> Horn page 34
X. CONCLUSION
The following are the key conclusions of the analysis:
•
•
The proposed Project consists of a Long Horn Restaurant on approximate 5,780 square feet (SF) site. Site access will primarily be provided externally via one (1) signalized, full-movement driveway on South Street. To enter the Los Cerritos Center, there are seven (7) other entrance driveways in addition to the South Street driveway. Some are signalized driveways and others are right-turnin/out only driveways. Internal site access will be provided by several drive aisles within the Los Cerritos Center.

This TIA analyzed seven (7) study intersections in the vicinity of the Project Site. Th is study has been prepared in accordance with the LACPWs Transportation Impact Guidelines, dated July 2020 and the Project's Scoping Document approved by the LACPW on March 4th, 2026. The study intersections include:

1. South Street and Studebaker Road (signalized)

2. South Street and 1-605 Freeway Southbound Ramps (signalized)

3. South Street and 1-605 Freeway Northbound Ramps (signalized)

4. South Street and Los Cerritos Center (Landmark Square) (signalized)

5. South Street and Gridley Road (signalized)

6. Gridley Road and 183rd Street (signalized)

7. 183rd Street and Studebaker Road (signalized)
• This TIA analyzed intersection conditions for the following four scenarios:
o Scenario 1 - Existing Year (2026) Conditions,
o Scenario 2-Opening Year (2028) Conditions,
o Scenario 3- Opening Year (2028) Plus Project Conditions • The proposed Project is estimated to generate 386 daily weekday trips, with 20 trips during the weekday evening peak hour, and 389 daily weekend trips, with 23 trips during the weekend midday peak hour. • For the Scenario 1 - Existing Year (2026) Conditions, study intersections 2, 3, and 4 operate at LOS C and study intersections 1, 5, 6, and 7 operate at LOS D during the Weekday PM peak hour. Study intersections 2 and 3 operate at LOS C and study intersections 1, 4, 5, 6, and 7 operate at LOS D during the Weekend MD peak hours.
• For the Scenario 2-The Opening Year (2028) conditions traffic analysis results presented in Table 8 indicate that study intersections 2, 3, and 4 operate at LOS C and study intersections 1, 5, 6, and 7 operate at LOS D during the Weekday PM peak hour. Study intersections 2 and 3 operate at LOS C, study intersections 1, 4, 6, and 7 operate at LOS D, and study intersection 5 operates at LOS E during the Weekend MD peak hour.
• For the Scenario 3 - The Opening Year (2028) Conditions and Opening Year (2028) Plus Project Conditions traffic analysis results are presented in Table 9. For study intersections 1, 2, and 3 there is a 0.1 second change in delay and for study intersection 4 there is a 0.4 second change in delay from Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions for the Weekday PM peak hour. Study intersections 5, 6, and 7 see no change in LOS for Weekday PM peak hour. Study intersections 1, 2, 6, and 7 see no change in LOS for Weekend MD peak hours.

Study intersections 3, 4, and 5 see changes of 0.1, -0.6, 2.3, and second change in delay, respectively, for Opening Year (2028) Conditions to Opening Year (2028) Plus Project Conditions. • Based on LACPWs Guidelines, all seven study intersections will operate at acceptable levels of service as identified in LACPW Guidelines during the PM weekday and MD weekend peak hours under Scenario 2 - Opening Year (2028) conditions or Scenario 3 - Opening Year (2028) Conditions.
• The total VMT in the study area for Existing Year (2026) Plus Project conditions reduces compared to the Existing Year (2026) conditions. Therefore, the Project's VMT impact is considered to be less than significant.
k1mley-horn com .!13 2C1 4040
73 Kimley >>> Horn
XI. LIST OF APPENDICES
Appendix A- Scoping Form
Appendix B - Internal Capture Worksheets
Appendix C -Traffic Count Worksheets Appendix D - List of Cumulative Projects Appendix E - Level of Service Worksheets
k1mley-rorn com GGC Soutt1 tHJueroa Str,1et Suite :'C50 l os /,11qt:IPS CJ\ 9001: 213 2G 1 404C 74 Kimley >>> Horn

APPENDIX A - SCOPING FORM
k1mley-horn com t1fjO Souttl F1yueroJ Street Suite 20::iO Los /\11gelt,s Cl\ '.!001; 213 261 40.10 75 Kimley>>> Horn

SCOPING FORM
Amanda Acuna
Planning Manager
To: City of Cerritos
Kevin Kawashita
VP of Development
United Growth
Matt Stewart, P.E., T.E.

From: Dallas Willey, P.E.

Karlee Nakamura, EIT Kimley-Horn and Associates, Inc.

Date: March 2, 2026

Page 1 ends

Subject: . Cerritos LongHorn Restaurant Project Transportation Impact Analysis - Scoping Form

INTRODUCTION
Kimley-Horn and Associates, Inc. ("Kimley-Horn") was jointly contracted by City of Cerritos (the "City") and United Growth (the "Applicant") to prepare a Transportation Impact Analysis ('TIA") for the proposed LongHorn Restaurant to be located at 500 Los Cerritos Center ("the Project") in the City of Cerritos, CA. The impact analysis will be based on the Los Angeles County Public Works ("LACPW') Transportation Impact Analysis Guidelines, dated July 2020 ("Guidelines"). This Scoping Form describes the assumptions and parameters that shall be included in the Transportation Impact Analysis.

PROJECT DESCRIPTION
The Project proposes the development of a LongHorn Restaurant on an approximate 5.780 thousand square feet (KSF) site at the address of 500 Los Cerritos Center, Cerritos, California 90703. The Project will be constructed in the southeast portion of an existing parking lot on the Macy's parcel in the Los Cerritos Center. Site access will be provided externally via one (1) signalized, full-movement driveway on South Street. Internal site access will be provided by several drive aisles within the Los Cerritos Center. The project location is shown in Figure 1 and a site plan for the Project is shown in Figure 2. k1mley-horn com G60 SouH1 IlJueI 0i.l Str et:t Suite 7050 l os /\ngeles CA sioo1 i' 213 .'t31 4040 76 Kimley>»Horn
"""""""
FIGURE 1

PROJECT LOCATION

CERRITOS LONGHORN TIA SCOPING FORM
77 I I \\
I I \\
e;isl\NG ~vs e\11LOl"NG j \ \ ..:1:r
_
;,~
I f II
••~• lj ll
:-'}g;;:~~~~f ~;Jr:~:t?f .:=?=;~~J::::::----~'
-.:-::;:::::.; \ \ f O O 0
ll
ll
\\
l I
I l
l I
I I
\'
:U:.. ,~
l I
I I
\ '
l \
\ I
-~----- \ \ '.. .
__ !J 'n-1r-----
";~~~f~YI::. .. ~:-::::::-s - b.i;i:'!:::===!::::::!:a~!::::==:::::!:~f·::~::: ~--=I-.. r --..

Kimley>»Horn
..,.,.,.,.
bi<iEMJ
=
= = -·---· --··-·
= = ,-,--.. , ~ = ~~--·-· =
FIGURE2

PROJECT SITE PLAN

CERRITOS LONGHORN TIA SCOPING FORM
78 Kimley >>> Horn Page4

PROJECT STUDY AREA
The proposed Project is located on South Street between the Interstate 605 ramps to the West and the intersection of Gridley Road and South Street to the East. The main driveway to access the Project is the north leg of the intersection of South Street and Los Cerritos Center (Landmark Square). This Scoping Form, along with the Transportation Impact Analysis, will comply with LACPW Guidelines and may require coordination with Caltrans due to shared jurisdiction of the South Street and 1-605 Freeway Northbound Ramps and South Street and 1-605 Freeway Southbound Ramps intersections, if required by the City. Per the LA County Master Plan of Highways, South Street is an east-west major highway with generally three lanes in each direction of travel. Wd:hin the vicinity of the Project site, South Street has a speed limit of 40 miles per hour (mph) with sidewalks located on both sides and does not feature any bicycle facilities. At the Project driveway entrance, vehicles may enter either from the two eastbound left-turn lanes, or the combined through and right-turn lane in the northbound and westbound directions.

For the purpose of the TIA, the following intersections will be considered study intersections and will be assessed as part of the Project's analysis:

1. South Street and Studebaker Road

2. South Street and 1-605 Freeway Southbound Ramps

3. South Street and 1-605 Freeway Northbound Ramps

4. South Street and Los Cerritos Center (Landmark Square)

5. South Street and Gridley Road

6. Gridley Road and 183rd Street

7. 183rd Street and Studebaker Road
Additionally, the following roadway segments will be assessed as part of the Project's analysis:

1. South Street east of Los Cerritos Center (Landmark Square)

2. South Street west of Los Cerritos Center (landmark Square)

3. Gridley Street north of South Street

4. 183rd Street west of Gridley Road
All study intersections and roadway segments are shown on Figure 1.

TRIP GENERATION FORECAST
A trip generation forecast was conducted based on the LACPWTIA Guidelines. The estimate of Project trip generation is provided below. Weekday daily and PM peak hour trips and weekend daily and MD peak hour trips were estimated for the Project using trip generation rates from the Institute of Transportation Engineers (ITE) publication entitled Trip Generation. 12th Edition for the ITE land use code #932 (High-Turnover (Sit-Down) Restaurant). The weekday evening and weekend mid-day peak hours correspond to the peak hours of the adjacent street system. The trip generation estimate for weekday and weekend are shown in Table 1 and Table 2 respectively. k1rnley-horn corn 21] 2G 1 ,:u.m
79 Kimley>>>Horn Page5
Table 1 : Cerritos LongHorn Project Weekday Trip Generation 600 21
-108 0 0 0 -11 -7

21.5% Dail , 0% AM, 43% PM 1 -106 0 0 0 -9 -6
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual 12th Edition. 2 See NCHRP 684 lntemal Capture Worksheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 620 (Shopping Center > 150,000 SF)) ' The prospective High-Turnover (Sit-Down) Restaurant tenant would not operate in the AM peak hour. k,mie,,.-horn com
53 -19
-15
20 80
Kimley >>> Horn Page6
Table 2: Cerritos LongHom Project Weekend Mid-Day Trip Generation 604 33 31 64
-109 -12 -11 -23
, 43% MD 1 -106 -9 -9 -18
389 12 11 23
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manus( 12th Edition. 2 See NCHRP 684 Internal Capture Worxsheets (existing Los Cerritos Mall trips calculated assuming 1,279,000 SF of LU 820 (Shopping Center> 150,000 SF)) k1mley-horn com
81 Kimley>>> Horn Page 7
As shown in Table 1, the weekday project trip generation is 600 daily vehicle trips with 53 trips in the PM peak hour before application of pass-by trips or internal capture reductions. It should be noted that the LongHorn restaurant will not be open during the AM peak hour, therefore anticipated trip generation would be zero during this period. As shown in Table 2, the weekend project trip generation is 604 daily vehicle trips with 64 trips in the MD peak hour before application of pass-by trips or internal capture reductions.

Internal capture rates are from the lTE publication entitled Trip Generation Manual, 12th Edition. In the weekday PM peak hour, 30% of incoming trips and 40% of outgoing trips are expected to be generated internally. In the weekend MD peak hour, 30% of incoming trips and 42% of outgoing trips are expected to be generated internally. Internal capture worksheets are shown in Appendix A.

Based on the latest version of the ITE Trip Generation Manual, 12th Edition (2025), a pass-by rate of 43% in the weekday evening and weekend mid-day peak hours was applied to the trips for the proposed High-Turnover (Sit-Down) restaurant. Based on the Project's location relative to local arterials with high through volumes, the proportion of pass-by trips is assumed to accurately reflect the conditions at this site.

OPENING YEAR PROJECT TRAFFIC
The Project has a proposed build-out and opening year of 2028. A detailed trip generation analysis will be given in the final report to demonstrate existing and opening year conditions. The analysis will incorporate trip generation from known development projects within one-half mile (2,640 feet) radius of the proposed Project's farthest outlying study intersection. Kimley-Horn will coordinate with City of Cerritos staff to identify the list of cumulative projects.

TRIP DISTR IBUTION
Trip distribution assumptions for the Project trips were developed based on the roadway system and land uses in the vicinity of the Project and are shown on Figure 3. The local distribution is based on a review of the streets that provide the most direct and efficient access to the site from the south, west, north, and east.

A detailed trip assignment will be given in the final report. Project trips will be distributed to the external road network via the Project intersections taking into consideration the site layout and the access that will be provided at the Project intersections ( details about existing site access are provided in the Project description).
k1mley 1101 1 corn
82 Kimley>>> Horn PageB

LEVEL OF SERVICE ANALYSIS
The Level of Service (LOS) analysis will be completed for the weekday PM and weekend MD peak periods at the seven (7) study intersections and will be completed for daily ADT volumes at the four (4) study roadway segments, using the 7th edition of the Transportation Research Board Highway Capacity Manual (HCM) methodology and Synchro 12 modeling software. Level of Service analysis will be conducted for the following analysis scenarios:
• Scenario 1: Existing Year Conditions
• Scenario 2: Opening Year Conditions*
• Scenario 3: Opening Year Plus Project Conditions
*Opening Year Conditions traffic volumes will be obtained by applying a growth rate (determined based on input from LACPW) to existing conditions and addition of background trips associated with the list cumulative projects provided by the Department of Regional Planning or other planning agencies. The annual ambient growth rate shall be determined by Public Works staff and may be based on the most recent SCAG Regional Transportation Model or other empirical information approved by Public Works.

VEHICLE MILES TRAVELED (VMT) SCREENING
According to the LACPW Transportation Impact Analysis Guidelines Section 3.1.2.2 - Retail Project Site Plan Screening Criteria states that "locally serving retail" projects, typically smaller retail developments under 50,000 square feet, are generally considered to have a less significant impact on VMT and may be presumed to have a less-than-significant impact on transportation due to their nature of redistributing local trips within a smaller area, rather than generating new long-distance travel; this is considered a key factor when evaluating transportation impacts under CEQA The proposed project is a 5,780 square-foot high-turnover sit-down restaurant, which is a locally serving retail project, therefore meeting retail project site plan screening criteria.

However, per the City of Cerritos' request, Kimley-Horn will conduct a VMT analysis using the County of Los Angeles guidelines.

Since the project's primary VMT generation is expected to be from customer/visitor travel, these types of uses often redistribute/re-route trips rather than create entirely new travel demand. • VMT Metric: Net change in total VMT (With Project - Without Project) • Number of Employees for model inputs: 30 employees assumed based on assessment of ITE Trip Generation rates for applicable land uses.
• Scenarios using latest SCAG Model:
o 2019 Base Year No Project o 2019 Base Year Plus Project • Net-Change Region: The geography over which net change is reported will be determined based on model results (trip origin/destination patterns and trip lengths), the anticipated customer draw/market area, and reasonableness checks (e.g., where project trips are coming from and whether results align with expected travel behavior).

I
k1rnle'y ho11 com •.:;Go Svu!h r 1gt,,•roc1 Strc:et Su1k 7~•SO l os A.nq,··les CA:• ~01 .. 21 ~, 2i31 4C40 83 t \ •
~ \
. , • • t
•: - • ·. · : ,. . a
. . • . ·• 'r •. ,
Kimley>»Horn
1 PROJECT TRIP DISTRIBUTION
1 f .........
.......
~--
.....
-
(!)
1 .... .....,
t4---.i,111,1
fllill!IQ-
(
J -·-
=:::, -~i
PROJ!::CT 1"1rmSECTIONS PROJECTSl1'
xu(YYX) "" "101.J'rJij '!IW'mTIBITDH
FIGURE3

PROJECT TRIP DISTRIBUTION

CERRITOS LONGHORN TIA SCOPING FORM
84 Kimley>>>Horn Page 10

APPENDIX A - INTERNAL CAPTURE WORKS HEET
I
k1mley h irn com 6tJ0 SOL.tt1 f ,CJUt·ro.i St't,d Suitt: 20',•) Los l\ngeles C/\ SJ(1l)1 85 NCHRP 684 Internal Trip Capture Estimation Tool
Project Name: Cemtos LongHom Organization: K1mley-Hom and Associates, Inc.

Project Location: Cerritos, CA Performed By: KN
Scenario Description: Date: 2/20/2026
Analysis Year: Checked By: ..

Analysts Period: PM Street Peak Hour Date: - Cl - '~~-----------.

Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only ) Estimated Vehicle-Trips' ITE LUCs' Quantity Units Total Entering Exiting
Office - 1,000 Sq Ft 0 0 0
Retail 820 1,279 1,000 Sq Ft 4,170 2,002 2,168
Restaurant 932 6 1,000 Sq Ft 53 33 20 ..,;'
Cinema/Entertainment - Screen(s) 0 0 0
Residential - Dwelling Unit(s) 0 0 0
Hotel - Room(s) 0 0 0
Al Other Land Uses' . 0 0 0 0
4,223 2,035 2,188
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
Veh. Occ.' % Transit % Non-Motorized Veh. Occ.' %Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0%
Restaurant 1.00 0% 0% 1.00 0% 0%
Cinema/Entertainment 1.00 0% 0% 1.00 0% I 0%
Residential 1.00 0% 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% 0%
All other Land Uses2 1.00 0% 0% 1.00 0% ' 0%
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertanment ResiOential Hotel Office
Retail ,:-
Restaurant t:;::; __
Cinema/Entertainment .-
Residential .~
Hotel
Table 4-P: Internal Person-Trip Origin-Destination Matrix• Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0
Retail 0 10 0 0 0
Restaurant 0 8 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0 0
Hotel 0 0 0 0 0
Tabla 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land UseTotal Entering Exiting Land Use Entering Trips Extting Trips AA Person-Trips 4,223 2,035 2,188 Office NIA NIA
Internal Capture Percentage 1% 1% 1% Retail 0% 0%
Restaurant 30% 40%
External Vehicle-TriDs5 4,187 2,017 2,170 Cinema/Entertainment NIA NIA External Translt-Trips8 0 0 0 Residential NIA NIA
External Non-Motorized Trios8 0 0 0 Hotel NIA NIA
'Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips ras assumed in ITE Trip Generation Manual). 'Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancv changes for proposed mixed-use project, manual adjustments must be 5vehicle-trips comouted using the mode split and vehicle occupancy values provided in Table 2.P. 6Person-Tri0s
"Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 86 NCHRP 684 Internal Trip Capture Estimation Tool
Project Name: Cemtos LongHom Organization: Kimley-Hom and Associates, Inc.

Project Location: Cemtos, CA Perform ad By: KN
Scenario Description: Date: 2/26/2026 '-
Analysis Year: Checked By: .

Analysis Period: Weekend MD Street Peak Hour Date: C""J J ' " Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only) Estimated Vehlde-Tnps' ITE LUCs1 Quanllty Units Total Entering Exiting
Office . 1,000 Sq Ft 0 0 0
Retail 820 1,279 1,000 Sq Ft 5.474 2,628 2,846
Restaurant 932 6 1,000 Sq Ft 64 40 24
Cinema/Entertainment . Screen(s) 0 0 0
Residential . Owering Unit(s) 0 0 - 0
Hotel . Room(s) 0 0 .. 0
IAI Other Land Uses2 . 0 0 0 0
5,538 2.668 2,870
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use
Entering Trips Exiting Trips
Veh. occ.' % Transit % Non-Motorized Veh. Occ.' % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% ()"A, 1.00 0% 0% Cinema/Entertainment 1.00 0% 0% 1.00 0% 0%
Residential 1.00 0% 0% 1.00 ()"A, 0%
Hotel 1.00 0% 0% 1.00 0% 0%
All Other Land Uses2 1.00 0% 0% 1.00 0% 0%
Tablo 3-P: Average Land Use Interchange Distances [Feet Walking Distance) Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertainment Residential Hotel Office
Retail
Restaurant I ,h· -~
Cinema/Entertainment , 1-J
Residential ..i::
- -
Hotel
Table 4-P: Internal Person-Trip Origin-Destination Matrix· Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0
Retail 0 12 0 0 0
Restaurant 0 10 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0 0
Hotel 0 0 0 0 0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Extting Trips AN Person-Trips 5,538 2.668 2,870 Office NJA NJA
lntemal Cap1ure Percentage 1% 1% 1% Retail 0% 0%
Restaurant 30% 42%
External Vehicle-Trios' 5,494 2,646 2,848 Cinema/Entertainment NIA NIA Extemal Transit-Trios• 0 0 0 Residential NIA NIA
External Non-Motorized Trias• 0 0 0 Hotel NIA NIA
'Land Use Codes (LUCsl from Trip Genera/ion Manual, published bv the lnstnute of Transportation Engineers. 2Tolal estimate for all other land uses at mixed-use development site is not subject to internal trip capture compu1atlons in this estimator. ' Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 5Vehicte-trios computed usina the mode split and vehicle occupancy values provided in Table 2-P. "Person-Trips
•indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation lnstttute - Version 2013.1 87 Kimley>>>Horn

APPENDIX B - INTERNAL CAPTURE WORKSHEETS
kirnley-hl rn com 660 Soutt1 F19ut;10d S t1ect Suite 70:::0 I os Angel,·s Cl\ ',JO'.: 211 761 4040 88 NCHRP 684 Internal Trip Capture Estlmatlon Tool
Project Name: Cemtos LongHom Organization: Klmley-Hom and Associates, Inc Project Location: Cerritos, CA Performed By: KN
Scenario Oescrlptlon: Date: 2120/2026
Analysis Year: Checked By:

Analvsls Period: PM Street Peak Hour Date: r'i" 7'\!J..

Table 1-P: Base Vehicle-Trip Generation Estlmates (Single-Use Site Estimate) Land Use Development Data (For Information Only) Esumated Vehicle-Trips' ITELUCs' Quantity Unijs Total Entering Exiting
Office - 1,000 Sq Ft 0 0 0
Retail 820 1,21g 1,000Sq Fl 4,170 2,002 2,168 -
Restaurant 932 6 1,000 Sq Ft 53 33 20
Cinema/Entertainment - Seteen(s) 0 0 0
Residential - Dweling Unlt(s) 0 0 - 0
Hotel - Room(s) 0 0 0
Al Other Land Uses2 - 0 0 0 0
4,223 2,035 2,188
Table 2-P: Mod• Spilt and Vehlcla Occupancy Estimates
Land Use Entering Tr1ps Exiting Trips
Veh. Occ.' % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0%
Restaurant 1.00 0% 0% 1.00 ()OA, 0%
Cinema/Entertainment 1.00 0% O¾ 1.00 ()OA, 0%
Residential 1.00 0-.4 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% 0%
AU Other Land Uses2 1.00 0% 0% 1.00 0% 0%
Table 3-P: Average Land Use Interchange Olstancas (Feet Walking Distance) Origin (From) Destination (To) Office Retail Restaurant Cinema/Enlertainment Residentlal Hotel Office
Retail ......._;.,~-LRestaurant ~- ,T
Cinema/Entertainment ~J I I
Residential ;.:. :;;:.---,......

Hotel
Table 4-P: Internal Person-Trip Origin-Destination MatrlK" Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0
Retail 0 10 0 0 0
Restaurant 0 8 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0 0
Hotel 0 0 0 0 0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips AB Person-Trips 4,223 2,035 2,188 Office NIA NIA
Internal Capture Percentage 1% 1% 1% Retail 0% 0%
Restaurant 30% 40%
External Vehicle-Trips5 4,187 2,017 2,170 Cinema/Entertainment NIA NIA External Transit-Trips• 0 0 0 Residential NIA NIA External Non-Motorized Trios• 0 0 0 Hotel NIA NIA 'Land Use Codes (LUCs) from Trip Genera/ion Manual, published by the lnstttute of Transportation Engineers. 2Total estimate for all other land uses at mixe<l-use development site is not subject to internal trip carrture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 'vehicle-trips computed using the mode spltt and vehicle occupancy values provided in Table 2-P. 6Person-Trips
'Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 89 NCHRP 684 lntema.l Trip Capture Estimation Tool
Project Name: Cemtos LongHom Organization: K1mley-Hom and Associates. Inc.

ProJ1et Location: Cerritos. CA Performed By: KN
Scenario Description: Date: 2/2612026 r=
Analysis Year: Checked By: -
Analysi s Period: Weekend MD Street Peak Hour Date: L..-1, nn1 .'.l~~•.~ Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use
Development Data (For Information Only ) Estimated Vehicle-Trips' ITE LUCs' Quantity Unrts Total Entering Exiting
Office . 1,000 Sq Ft 0 0 0
Retail 820 1,279 1,000 Sq Ft 5,474 2,628 2,846
Restaurant 932 6 1,000 Sq Ft 64 40 24
Cinema/Enterlainment . Screen(s) 0 0 I 0
Residential . Dwellng Unlt(s) 0 0 C• 0
Hotel . Room(s) 0 0 0
Al Other Land Uses' . 0 0 0 0

5.538 2,668 2,870
Table 2-P: Mode Split and Vehicle Occupancy Estlmates
Land Use
Entering Trips Exrting Trips
Veh. Occ.' 'Iii Transit % Non-Motorized Veh. Occ.' % Transit % Non-Motorized Office ,.oo 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0%
ReS1aurant 1.00 0% °" 1.00 0% ,. 0% Cinema/Entertainment 1.00 o•~ 0% 1.00 0% I 0% Residenlial 1.00 0% 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% 0%
All other Land Uses' 1.00 0% 0% 1.00 0% 0%
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Office Retail ReS1aurant
Destination (To)
Cinema/Entertainment Residential Hotel
Office
Retail
Restaurant ,, .

Cinema/Entertainment I
Residential . ·-
Hotel -
Table 4-P: Internal Person-Trip Origin-Destination Matrix" Origin (From) Otrice Retail Restaurant
Destination (To)
Cinema/Entertainmen1 Residential Hotel
Office 0 0 0 0 0
Retail 0 12 0 0 0
Restaurant 0 10 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0 0
Hotel 0 0 0 0 0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 5,538 2,668 2,870
Internal Capture Percentage 1% 1% 1%
Office NIA NIA
Retail 0% 0% Restaurant 30% 42%
External Vehicle-Trios• 5,494 2,646 2,848 Cinema/Entertainment NIA NIA External Transit-Trios• 0 0 0 Residential NIA NIA
External Non-Motorized Trips• 0 0 0 Hotel NIA NIA
'Land Use Codes (LUCs) from Tlip Generation Manual. published by the Institute of Transportation Enaineers. 2Total estimate for au other land uses at mixed-use deveJopment site is not subject to intemal trip camure computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 'Enter vehicle occupancy assumed in Table 1-P vehicle trios. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 'vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. 6Person-Trips
'Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013, 1 90 NCHRP 684 lntemal Trip Capture Estimation Tool
Project Name: Cemtos Long Hom - Depanment Store Organization: Klmley-Hom and Associates, Inc.

Project Location: Cemtos, CA Performed By: KN
Scenario Description: Date: 5112/2026
Analysis Year: Checked By:

Analysis Period: PM Street Ptak Hour Date: I) " ;
Table 1.P: Base Vehicle-Trip Generation Estlmates (Slngle-tlse Sitt EstJmate) Land Use DevelOpment Data (For Information Only) Estimated Vehicle-Trips3 ITE LUCs' Quantity Untts Tolal Entemg Exiling
Office . 1,000 Sq Ft 0 0 a
Retai 875 278 1,000 Sq Ft 541 271 270
Restaurant 932 36 1,000 Sq Fl 330 205 125
Cinema/Entertainment 445 10 Screen(s) 137 70 67
Residential - Dweling Unlt(S) 0 a 0
Hotel . Room(s) 0 0 - 0
Al Olher Land Uses' . 0 0 a 0
1,008 546 462
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Elliti'lg Trips
Veh. Occ.• % Transft % Non-Motorized Veh. Occ.' % Transtt % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% - 0%
Reslaurant 1.00 0% 0% 1.00 0% 0%
Cinema/Entertainment 1.00 0% 0% 1.00 0% 0%
Residential 1.00 0% 0% 1.00 0% ' 0% Hotel 1,00 0% 0% 1.00 0% 0% All Olher Land Uses2 1.00 0% 0% 1.00 0% ' 0%
Table 3-P: Average Land Use Interchange Distances [Feet Walking Distance) Origin (From)
Destination (To)
Office Retail ResIauranl Cinema/Entertainment Residential Hotel Office
Retail '-"~ .

Restaurant
Cinema/Entertainment l~
Residential -a.~ Hotel
Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertainment Residentiat Hotel Office 0 0 0 0 0
Retail 0 59 11 0 0
Restaurant 0 51 10 0 0
Cinema/Entertainment 0 11 6 0 0
Residential 0 0 0 0 0
Hotel 0 0 0 0 0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Total Entering Exiling Land Use Entering Trips Exiting Trips Alt Person-Trips 1,008 546 462 Office NIA NIA
Internal Capture Percentage 29% 27% 32% Retail 23% 26%
Restaurant 32% 49%
External Vehicle-Trips5 712 398 314 Cinema/Enlertainment 30% 25% External Transit-Trips6 0 0 0 Residential NIA NIA
External Non-Motorized Trios' 0 0 0 Hotel NIA NIA
1Land Use Codes (LUCs) from Trip Generation Manual, published by lhe Institute of Transportation Engineers. 'Total estimate for all other land uses at mixed-use development sne is not subiect to internal trip captute computations in this estimalor. 3Entertrips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 'Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made 'vehicle-trips computed using lhe mode split and vehicle oocupancy values provided in Table 2-P. 6Person-Trips
•indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 91 NCH RP 684 Internal Trip Capture Estimation Tool
Project Name: Cemtos Long Hom - Department Slore Organtutlon: Kimley-Hom and Associales. Inc.

Project Location: Cemtos, CA Performed By: KN
Scenario Description: Date: 5/13/2026
Analysis Year: Checked By: Cll::::

Analysis Period: Weekend MO Street Peak Hour Date: : I>: c-i'1.-'c' Table 1.P: Basa Vehicle-Trip Generation Estimates (Sing le-Use Site Estimate) Land Use OevelOpmenl Data (For lnforma/j()n Only ) Estimated Vehicle-Trips' ITE LUCs' Quantity Units Total Entemg Exiting
Office - 1,000 Sq Fl 0 0 0
Reta~ 675 276 1,000 Sq Ft 541 271 270
Restaurant 932 36 1,000Sq Fl 400 248 152
Cinema/Entertainment 445 10 Screen(s) 137 70 67
Residenlial - ewering u n~(s) 0 0 [ 0
Holel Room(s) 0 0 ' 0 Al Other Land Uses2 - 0 0 0 0
1,078 589 489
Table 2.P: Mode Split and Vehicle Occupancy Estimates
Land Use En1emg Trips Exiting Trips
Veh. Occ.' % Transit % Non-Molorized Veh. Occ.' % Transit % Non-Molorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% O'll Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Enlertain ment 1.00 0% 0% 1.00 0% 0%
Residential 1.00 0% 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% ' 0% All Other Land Uses' 1.00 0% 0% 1.00 0% . 0% Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)
Destination (To)
Office Retatt Restaurant Cinema/Entertan ment Resldenhal Hotel Office
Relail =~
Restaurant ~-:

Cinema/Enlertailrnent .-----. ....

Residenlial . ' Hotel
Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)
Destination (To)
Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 a 0 0 0
Retail 0 72 11 0 0
Restaurant 0 62 12 0 0
Cinema/Entertainment 0 11 7 0 0
Residen1ial 0 0 0 0 0
Hole! 0 0 0 0 0
Table 5-P; Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use Total Entering Exiling Land Use Entering Trips Exitlng Trips All Person-Trips 1,078 589 489 Office NIA NIA
Internal Capture Percentage 32% 30% 36% Retail 27% 31%
Restaurant 32% 49%
External Vehicle-Trips5 728 414 314 Cinema/Enlertainmenl 33% 27% External Transit-Trips• 0 0 0 Residential NIA NIA
External Non-Motorized Trips' 0 0 0 Holel NIA NIA
'Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses al mixed-use development site is not subject to internal trip capture computations in this estimator. ' Enter trips assuming no transit or non-motorized lrips (as assumed in ITE Trip Generation Manual). 'Enter vehicle occupancy assumed in Table 1-P vehicle hips. If vehicle occupancy changes for propased mixed-use project, manual adjustments must be made SVehicle-tms computed using the mode split and vehicle occupancy values provided in Table 2-P. 6Person-Trips
•indicates computation that has been rounded lo the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 92 Kimley>>> Horn

APPENDIX C - TRAFFIC COUNT WORKSHEETS
' k1mley horn com GC'J South f :Jue1oc1 St, et'! S1i1tl: :'ll~O l os Anqeles CA ~"'.1()1: 21 :; :'13 1 4U4U 93 National Data & Surveying Services
Intersection Turning Movement Count
Location: Stuoebaker Rd & Soutft St
C",ty, Cenit0s Project ID: 26-020074-001
Control: Sig nallzed o.te: 2/26/2026
Data • Totals
SbldobalierRd Studobaloor Rd SO\llh St SOut/1 St
NOIITIIIIOUND SOU'Tli80UNO EJ,ST80tmo WESTIIOUNO
2 1 D 1.5 1.5 I D I ) 0 0 2 1 0
NL NT •• NU Sl ST SR SU El ET .. EU Wl WT Wit WU TOTAL 7:00AM u ll ll 0 l1 22 6 0 17 156 17 0 I I 7 Ill 0 5>0 7: 15AM 27 44 10 0 41 31 15 0 10 199 2'l 0 ll 163 79 0 ... 7:30AM l4 51 19 0 42 35 19 0 ll 234 so 0 1l 211 109 0 837 7:45 AM 51 87 18 0 42 67 36 0 21 lQ2 32 0 19 222 165 0 962 8:00 AM -so~·- 95 • 26 . • o 75 - 60 - ll 0 30 l2'l ll 0 ft,·- 234 "1iif 1003° 1: 15AM 42 74 19 0 6J 65 32 0 ll 231 31 0 20 2J4 141 975 8:J0AM 22 67 22 D 60 55 22 31 36 0 u 182 142 827
8:45 AM l5 65 JS 58 '18 30 za 141 30 0 17 178 154 807
NL NT NR NU st ST SR SU u ET EU Vil y,r

WR WU TOTAL
TOTAL VOWMU : 274 516 142 0 415 383 Ill 2 182 1m 253 0 llS 1551 1027 1 6629 A,,ROAat ._•• : 29.- 55.36'\lo 1S.24~ o.~ 4l.l6'\lo 3'.~ 11.53'\lo 0.20'1 9.061Mi: 71.34 .. 12.6mti o.~ S7.JO'\I, 37.94 .. 1104 .. ru.KHk t TAL
PfAK HA VOi. : i n 82 0 22l 227 109 0 96 896 0 77 9D1 541 1 lm n.&KHRfACTOA : 0.161 0.000 0.740 0.847 0.7ST 0.000 0.800 D.9S7 0.705 0.000 0.740 0.963 D.820 0.250 0.941 o.an 0.926 0.936
NO SOUTl< ND t:ASTBOUND w
I D 1.5 1.5 1 0 ' 3 0 D 1 2 ' 0 •• NU SL ST SR SU El ET ER EU Wl WT Wit WU TOTAL 4:00PM 4 / 71 20 0 ' 71 30 l 46 lll 40 0 25 1 96 0 919 4:15 PM 40 n 20 I 119 70 JS 0 38 197 ]8 0 24 243 99 0 1001 '1:30PM 42 61 ll 0 uo 70 45 2 40 214 41 0 21 no 91 2 987 -1:415PM l7 66 30 I 102 61 0 38 Z17 43 0 22 226 114 4 1004 5:00PM 56 76 17 0 149 75 +1 l 38 1ia- - ----~si·-- 0 23 207 us· 0 1032 5: 15 PM 6S ,. 25 I 114 82 '18 0 42 20') >2 0 27 222 119 1083 5:lOPH .. as 26 0 119 "" 39 0 32 lll 46 0 40 238 125 1088 S:.t1SPM 11 75 22 1 83 n 40 0 ll 21-1 18 0 J3 240 116 1045 NL NT NR NU SI. ST >ll El t1" •• EU l"ll WT WR \',\J TOTAL TOTALVOWHU 402 517 I Q • n, 516 )24 4 )01 1673 351 0 215 1712 165 12 8229 APPA.OACH -...•t 34.04 .. 49.70'\I, 15.92 .. 0.34 .. so.•n~ Jl.l oitl, 17.SI~ 0_22111i U .1~ 71,77't'. 15.06 .. •-~ '·"'" 62-~ 30.l<Nt D.-11\ti PEAK Hit :GO PM • Ol:00'" Al PfAKHlllVOL 236 ] 12 90 465 314 171 1 812 "" 0 Ill 907 475 • 4248 nAK HR fACTOfl 0.831 0.911 0.165 0.500 0.780 0.9S7 0.891 0.250 0.863 0.949 o.a,2 0.000 0.169 0.945 0.950 0.500 0-976

0.947 0.884 0.945 0.930
94 ID: 26-020074-001
City: Cerritos ~ ::,
0 ::c ~ ~ II.
07:30 AM - 08:30 AM
NONE
05:00 PM - 06:00 PM
Prepared by National Data & Surveying Services
Studebaker Rd & South St
Peak Hour Turning Movement Count
Studebaker Rd

SOUTHBOUND
AM 109 227 222 0 944 AM
NOON O 0 0 0 0
NOON
PM 171 314 465 1 933 PM
Day: Thursday
Date: 2/26/2026
7:00 AM - 09:00 AM
NONE
4:00 PM - 06:00 PM
0 0 ~ "'D
!B
5 C
IP
AM NOON PM 'Lt PM NOON AM
1 1.5 1.5 0 1 t. 475 0 541
2 ~ 907 0 901
1187 0 1314 ¢::i
0 0 0 _) 0
96 0 145 ., 1
896 0 812 ... 3
141 0 189 "\, 0

AM NOON PM
Totals (AM)
_J 0 OI N " N NL rl N N ., ♦ ..
96,I t.541
896-+ ~ +-901
141"'1, #' 77
7 ., ♦ ,., I-" W 00 -..JON -..J -..J
T
otals (NOON)
_J~ o~L 0,1 ♦ t.O
~ <e> .. o
Do\. #'0
7 ., ♦ ,.r- 000 I
T
otals (PM)
" ..-i 1.0 rl C"fl <:I'
PM
NOON
AM
PM
NOON
AM
AM
NOON
PM
628
0 445
0 0 t _J 0 rl.,,. 1/'lL ., ♦ ..
145,I t.475
812-+ <e> +- 907
189"'1, #' 123
o" l0
7 ., ♦ ,., N OJ I.O OJ .... 0 a, N
o "1. l
0 ' '\.
1 .,. 123 0 77
oC' 6 o 1
c::> 1373 0 1201
0 1 2 1 ".,t,.
2 236 312 90 PM
0 0 Q O NOON
0 177 307 82 AM
Studebaker Rd

PM NOON AM
Totals (AM)
_J g~ rl N N ~L ., ... 96.I t.541
896-+ <e> +- 901
141"" #' 77
7 ., ... , ,_. W 00 -.JON -..J -..J
Totals (N
OON)
_J oo oL ., . .. 0.1 t.0
0-+ <e> +-0
O'\ #'0
7 ., ♦ ,.r- 000 I
Totals (PM)
_J... r-,. rl .,,. 1/\ ID L rl rt) <:I' ., ♦ ..
145,1 t.475
812-+ <e> +- 907
189'\ #' 123
7 ., ... , N W ID WI-" 0 0\ N
95 National Data & Surveying Services
Intersection Turning Movement Count
Location: Stvdeboker l\d & South St
City; Cenillls Project ID: 26-020074--001 control: Signalized Date: 2/28/l026 Data - Totals
Studeba!o,r Rd South st South St
TI1BOUNO NO 'NO ., NO
1 1 0 1.5 1.5 1 0 I l 0 0 2 I 0
NL NR NU SL ST SR SU El ET ER EU Wl VIT WR WU TOTAL
l1 ll I 12 so 38 0 47 235 20 1 18 17 17 1 999
26 49 21 1 us 46 36 0 37 215 28 0 13 1116 205 1 979
35 59 41 0 126 53 42 0 42 218 33 0 21 201 160 6 1037
12:45 PM 35 81 45 0 125 46 34 0 30 1116 20 I 26 176 lll 2 940 1:00 PM -8-2- - 38 1 Ill 15 s., l 205-- 20 I 26 191 173 4 1062 1:15 PM 35 66 23 0 106 57 32 0 37 219 24 0 20 171 176 0 966 1:30 PM 29 51 40 0 123 56 40 0 39 216 29 0 36 199 168 0 1026 1:45 PM 31 55 27 1 141 40 42 I 45 220 20 0 19 200 166 0 1008 NL NT NR NU SL ST SR SU El ET ER EU I'll. WT WR WU T Al TOTAL VOLUNf.$ 268 503 266 4 987 393 )22 2 317 1714 194 3 179 1500 1351 14 8017 APPROACH ~•• 25.74% 48.32'11, 25.55'11, 0.38% 57.92'11, 23.06'11, 18.90'11, 0.12'11, 14.23'11, 76.93'11, 8.71'11, O.ll'Mi 5.88% "9.28'11, 44.38% 0.46'M, PEAK HR 01:00 PM • 02:00 PM T TAl
nAKHRYOl 141 254 128 501 198 172 2 161 860 93 l 101 761 683 4 -1062 PEAK "R fl\CTOR 0,766 o.n4 0.800 0.500 0.888 0.868 0.741 0,500 0.894 o.9n 0.802 0.250 0.701 M51 0.970 0.250 0 0.956 .786 0.929 0.978 0.961
96 Prepared by National Data & Surveying Services
Studebaker Rd & South St
Peak Hour Turning Movement Count
ID: 26-020074-001
City: Cerritos
NONE
01 :00 PM - 02:00 PM
NONE

AM NOON PM
AM
NOON
PM
0 1075 0
0 0 0 0 161 0 .J' 1
0 860 0 -+ 3
o 93 o ~ o

AM NOON PM
Totals (AM)
Totals (NOON)
_Ji-- N en 00 o .-IL .... ,-t U")
161,,t t, 683
860.. <e> +- 761
93"\ #' 101
7 .. .. , .,_. N .,_. .i,. V1 N
... "" 00
Totals (PM)
_J oo oL 4,1 t lo,.

CJ,# t. 0
a.., <e> +-0
0,. #'O
7 .. ,.r- 000 I
PM
NOON
AM
Studebaker Rd

SOUTHBOUND
0 0 0 0 0
172 198 501 2 1100
0 0 0 0
1 1.5 1.5 0
0 4062 0

NOON PM

0.96 0 1 2
0 11
1 AM
NOON
PM
Day: Saturday
Date: 2/28/2026
NONE
12:00 PM - 02:00 PM
NONE

PM NOON AM
1 "- 0 683 0
2 +- 0 761 0
1 .,. 0 101 0
oC' o 4 o
c=!) 0 1493 0

PM NOON AM
(')
0 C:
!i
0 CJ
"'
0 0 0 0 0 PM Totals (AM)
394 2 141 254 128 NOON
0 0 0 0 0 AM
Studebaker Rd
_J~ 0 ~L 0,.# t,O <e> +-0
O"\ #' 0
7 ... ,.r- 0 o o I
Totals (NOON)
_J NOO.-IL i-- en o ,-t ~. .... 1./l 161.,t t. 683 <e> +- 761 93"\ #' 101
7 ... ,., ... "' ... .i,. v, N
... "" 00
Totals (PM)
_J~ 0 ~L 0,.# t,0 <e> +-0
O"\ #' 0
7 ... ,.r- 000 I
97 National Data & Surveying Services
Intersection Turning Movement Count
l.oution: San Gabrid River Fwy/I 605 SB Off Ramp & South St Cltr: Cerri'°' Projec:t ID: 26-0200?+-002 Control! Signalized Date: 2/26/2026 Data • Totals
S.n Gabrlol _,. Fwy/I 605 S8 Off Ramp S.n Gabriel RM:r f'wy/1605 58 Off Ramp SoulhSt Soull!St NORTH BOU NO SOIITHBOUND EASROUND 'h'ESTBOUND
0 0 0 0 0 2 0 0 l 0 0 0 3 0 0
Nl NT NR NU St Sf SR SU El ET ER FU Wl WT WR y,i TOTAL
7:00AM 0 0 "2 0 II> 0 104 0 0 Ill 0 0 41< 7:15AM 0 0 0 90 0 Ill 0 0 125 0 0 0 165 0 0 493 7:30AM 0 0 0 0 IOI 0 114 0 0 148 0 0 0 209 0 0 579 7:45 AM 0 D 0 0 IQl 0 ,,. 0 0 tl4 0 0 0 250 0 0 665 ,,oo .... 0 0 0 0 " 0 162 0 0 175 0 0 0 2)3 0 652 8: 15AM 0 0 0 0 111 0 176 0 0 1n 0 0 0 215 0 673 8:30 ,V4 0 0 0 107 0 Ill 0 IJ3 0 0 0 205 0 583 8:45 AM 0 0 0 Ill 0 169 0 134 0 184 0 620
NI. NT NR NU Sl. Sf R ., •• ER EU Wl WT Wit WU TOTAL TOTAL VOWMES: 0 0 0 0 795 0 1165 0 0 1U4 0 0 0 1591 0 t 4679 APPR.OAai !Mt's : 40.56 ... 0.00,0, 59.4''!0,
··- 0,00,0, 10000.. 0.00,0 0.00.. 0.00.. 99.94'!0, 0.00... o.°"' PIAXNll : 0 7!45AM • OI· .... AL PIAK HA ¥0&. : 0 0 0 402 6~ D 0 613 0 0 903 I 2573 Pl!AI< HR FACTOR : 0.000 Cl.ODO 0.000 0.000 0.905 0.000 0.919 0.000 0.000 0.876 0.000 0.000 0.000 0.9Ql O.CIOO 0.250

0.920 0.956 0.176 0.904
TliiJOllND 50UTl< 0 E'A511IOuNO w NO
0 0 2 0 2 0 0 J 0 0 0 l 0 0
HR NU SL Sf SR SU El ET €R EU Wl. WT Wit WU TOTAL
<:OOPH 0 0 , .. 0 11' 0 0 241 0 0 0 ll7 0 0 714
4:15 PH 0 0 151 0 137 0 0 198 0 0 0 2l4 0 0 720 4:30 PH 0 0 141 0 I0'J 0 0 220 0 0 0 22.5 0 0 695 4:45 PH 0 188 0 143 0 0 222 0 0 0 2Jl 0 0 ,.,
5:00 PH ·o· 176 0 i2s 0 0 201 D D 0 256 0 0 761 5:LS PH 0 a 208 0 153 0 a l0.3 0 0 0 2l6 0 0 SOD 5:30 PH a 0 22B 0 170 0 0 227 0 0 0 246 0 0 171 5:45 PH 0 0 188 0 1JS 0 0 188 0 D 0 l4D 0 752
.. NT NR NU Sl. Sf ti. ET ER EU Wl. WT WR WU lOTAL
TOTAL VOWMES a 0 0 0 ,.,.,, 0 1093 0 0 1,00 0 0 0 IISS 0 I WJ1 A,,ROAot ¥.'• 56.- 0.00.. o.on1r 0.00.. 0.00,0, 100.~ 0.00% 0.00.. o.oo.. 99.95 ... 0.00... o.os~ ,fAKHA ...,., •05: ... Al.
nAXNAVOl. 0 0 0 800 594 0 0 853 0 0 0 969 0 0 3216 PEAK HR ,ACTOll 0.000 0.000 0.000 0.000 0.871 0.000 0.874 0.000 0.000 0.939 0.000 0.000 0.000 0.946 0.000 0.000 0.923 0.876 0.919 0.946 98 Prepared by National Data & Surveying Services
San Gabriel River Fwy /I 605 SB Off Ramp & South St
Peak Hour Turning Movement Count
ID: 26-020074-002
City: Cerritos
07:45 AM - 08:45 AM AM 654 0
::J
0 :i:: NONE NOON 0 0
::it:
< w

0.. 04:45 PM - 05:45 PM PM 594 0
AM NOON PM ., ...
2 0
1557 0 1563 ¢=i
0 0 0 .!) 0
--+---+---
0 0 0 j, 0
613 0 853 -+ 3
0 0 0

AM NOON PM
T
otals (AM) PM 0
_J! 0 !L o-, t.O
•903
,o
7 ., r- 0 o a I
AM
NOON 0
0 Totals (NOON)
T
otals (PM}
_Jm o ~L
o-, - .. t,O <8> +- 969
O"'\ '0
7 ., ,.r- 0 o o I
Day: Thursday
Date: 2/26/2026
n
402 0 0 AM 7:00 AM - 09:00 AM 0 C:
z
-i
0 0 0 NOON NONE .,, m
:D
0 6 800 0 PM 4:00 PM - 06:00 PM C a,
I+ " PM NOON AM 2 0 0 t. 0 0 0
3 .. 969 0 903
0 ,. 0 0 0 0 C' 0 0
1653 0 1016
0 0 0 0
" t ,. PM NOON AM
0 0 0 0 PM 0 0 0 0 NOON
0 0 0 0 AM
T
otals (AM)
_J! 0 !L o-, t. 0 <8> .,.903
o"- ,o 76tr1
Totals (NOON)
_J oo aL
o-, t,0 <8> +-0
o-. ,o
7 ., .. ,.r- 0 o o I
T
otals (PM)
99 National Data & Surveying Services
Intersection Turning Movement Count
tocation: San GabrteJ River Fwy/l 605 SB Off Ramp & SOuth St City: cerrttos
control: Signar.zed Data - Totals
San Gabriel River Fwy/I 605 SB Oft' Ramp South St
NOR UNO H80Ur-.D ND
0 0 0 2 0 2 0 0 3 0 0
NR NU SL ST SR SU EL l!T ER BJ
12:00 PM 0 0 0 276 0 150 0 0 2'16 0
12:15 PM 0 0 0 276 0 192 0 0 242 0 0
12:30 PM 0 0 0 260 0 184 0 0 280 0 0
12:45 PM 0 0 0 287 0 179 0 0 236 0 0
1:00PM o--o --o-----i--294-- 0 219 0 0 259 0 0
1:15 PM 0 0 0 269 0 183 D D 239 0 0 1:30 PM 0 0 0 2n 0 202 0 0 254 0 0 1:45 PM 0 0 0 219 0 157 0 0 256 0 0 NL ITT NR NU SL ST SR SU EL ET E.R BJ
TOTAL VOI.UMES 0 0 0 0 2158 0 1"66 0 0 2012 0 0
APPROACH. %'a 59.55% 0.00% 40.4S'lb 0.00% 0.()0q4, 100.00% 0.00% o.~ l'fAlC HR U :1S l'M • 01:15 l'M
PEAKHR.YOL 0 0 1117 0 774 0 0 1017 0 0
PEAK HA FACTOR 0.000 0.000 0.000 0.000 0.950 0.000 0.81!4 0.000 0.000 0.908 0.000 0.000

0.922 0.908
Project ID: 26-02007+o02
Date: 2/28/2026
SOutll St
w ND
0 3 0 0
\'IL WT WR WU TOTAL
I 0 0 SBS
0 227 0 0 937
0 209 0 0 933 0 ISi 0 I 861
0 --199 0 o-- 971
0 184 0 D 875
0 205 0 0 938
0 241 0 0 873
I'll. wr WR

WV T AL
0 1636 0 1 7273
0,()0q4, 99.94% 0.00% 0.06%
Al
0 793 1 3702

0.000 0.873 0.000 0.250 0.953 0.874
100
Prepared by National Data & Surveying Services
San Gabriel River Fwy /I 605 SB Off Ramp & South St
Peak Hour Turning Movement Count
ID: 26-020074-002
City: Cerritos
NONE AM 0
::>
0 ::c :i::
12:15 PM - 01:15 PM NOON 774
i5 Q. NONE PM 0

AM NOON PM
0 1567 0 <:==i
0 0 0 _) 0
0 0 0 j- 0 0 1017 0 -+ 3
0 0 0

AM NOON PM
Totals (AM)
_J~ o~L Oj t t.0
... o
,o
7 .,.,. r- 0 o o I
Totals (NOON)
,-...
_J5 °§L 0.,1 t t,O
1017-+ <§> +- 793
,o
7 .,. ,.r- 0 o o I
Totals (PM)
PM
NOON
AM
2 0 0
0 0 0 0 0
Day: Saturday
Date: 2/28/2026

AM NONE
C'I
0 C
!i
0 1117 0 0 NOON 12:00 PM - 02:00 PM "II l!l
0 0
0 0 0
2 0

PM NONE

PM NOON AM
0 t_ 0 0 0
3 +a O 793 0
0 0 0 0
- --t- --+--
0 C
rn
0 C' 0 1 0
0 0 0 0
11+atr
0 0 0 Q PM
0 0 0 Q NOON 0 0 0 0 AM
0 2135 0

PM NOON AM
Totals (AM)
_J~ 0 ~L 0.,1 + t.0
0-+ <§> +-0
O"\ ,o
7 ., ,.r- 000 I
Totals (NOON)
_J~ o EL ., • I.,

0.,1 t. 0
1017-+ <§> +- 793
O"\ ,a
7 ., ,.r- 000 I
Totals (PM)
_Joo oL ., • I.,

0.,1 t.0
o-. <§> .. a
O"\ ,a
7 ., r- 000 I
101
National Data & Surveying Services
Intersection Turning Movement Count
Location: San Gibnel River fW'J/1. 605 NB Off Ramp&. South St City: Cerrfl:OS Project ID: 26-02007+ 003
Control: Sllnallmd Date: 2/26/20>6
Data - Totals
San Gabriel iv-fw//1 605 NB Off Ramp San Gabriel - Fwy/1605 NB Off Ramo SOulh SI south st NOA.TH90UNO S001li80Ull0 EA5TIIOUN0 WESraOUNO

0..5 0 1.5 0 0 0 0 0 3 0 0 0 3 0 0
Nl NT •• NU Sl ST SR SU n ET ER EU WL wr WR WU TOTAt I I )9 0 0 0 0 0 0 • 0 0 0 117 0 0 ])4 " 0 51 0 0 0 0 0 0 154 0 0 0 163 0 0 160 m 0 5J 0 0 0 0 0 0 160 0 0 0 160 0 0 508 170 0 67 0 0 ____ _ o __ 0 0 0 in 0 0 0 151 0 0 561
U1 0 64 0 ··o· - 0 ri jf" ii 175- --o· 0 o· 151 0 0 52< 110 0 ,1 0 0 0 0 , .. 0 0 0 164 0 562
110 0 71 0 0 0 0 171 0 0 0 162 0 521
1H 0 " 0 0 0 0 177 0 0 H9 0 509
NL NU ST u El ET ER tu
Wl WT WR WU T AL
TOTALYOWMP: 955 0 0 0 0 D 1300 0 0 0 1200 0 0 3982
._,,tlOAa. ._ •• : 64.11'14, 0.DOOI 0.00% 100.00'M, 0.OO'M, 0.OO'M, 0.OO'M, lOOJXN. 0.OO'M, 0.OO'M, nAKHR: At
Pf.AKH.RYOL : 531 0 0 0 0 0 716 0 0 0 631 0 2175
PEAK HR l'ACl'OR • 0.78$ 0.000 0.000 0.000 0.000 0.000 0.000 0.962 0.000 0.000 0.000 0.962 0.000 0.()00 0.957

0.962 0.962
H0Rll;d0Uh0 BOUND rl0 WESTBOUt~D

0.5 0 1.5 0 0 0 0 0 3 0 0 0 3 0 0
NL NT •• NU 5'. ST SR SU n ET •• EU WL WT WR WU TOTAL
4:00 PM 11 D 100 D D 0 0 D l90 0 0 "' 0 671
4:15 PM 95 0 109 0 0 0 0 0 D 276 0 0 0 227 0 707
4:30 PM ,. 0 110 0 0 0 0 0 0 in 0 0 0 224 0 700
1:45 PM 105 0 132 0 0 0 0 0 0 350 0 0 0 ?16 0 80J
s:00 PH iio 0 ·in· ·o 0 0 0 0 0 m 0 0 0 ii<i 0 7a4
5:15 PM 106 0 117 0 0 0 0 0 0 3ll 0 0 0 :m 0 773
5:30 PM 110 0 125 0 0 0 0 0 0 360 0 0 0 253 0 8~
5:<5 PM 116 m 0 0 0 0 0 362 0 0 249 8~
NL NT '" NU ST SR SU El ET ER tu WL WR WU Al TOTALVOWMl!S 827 0 926 0 0 0 0 ma 0 0 0 la69 0 0 61<0 .u~•OAat --•• 47.18~ 0.OO'M, Sl.82._. 0OO'M, 0.00"4, 1m.011Mi 0.00,0 QOO'M, 000"4, 10000,0 0 .OO'M, 0.OO'M, PEAKHk •:OOPM· At
PUICHRVOL 152 0 05 0 0 0 0 0 ll22 0 0 1004 0 3253
PIEAX HR fACTOlt 0.942 0.000 0.950 0.000 0.000 0.000 0.000 0.000 0.000 0.913 0.000 0.000 0.000 0.954 0.000 D.000 0.959

0.978 0.91J 0.95"
102
Prepared by National Data & Surveying Services
San Gabriel River Fwy /I 605 NB Off Ramp & South St
Peak Hour Turning Movement Count
ID: 26-020074-003
City: Cerritos
San Gabriel River Fwyn 605 NB Off Ramp Day:

Thursday
Date: 2/26/2026
a, 07:45 AM - 08:45 AM AM 0 a:
:>
0 :r: NONE NOON 0
i5 05:00 PM - 06:00 PM 0 II. PM
AM NOON PM .,
1165 0 1456 <?
0 0 0 .) 0
0 0 0 ., 0
716 0 1322-+ 3
0 0 0 .,, 0

AM NOON PM
Totals (A
M)
_JS o~L O,,J t t.O
716-+ +-631
~o
7 4"\ ,., U1 0 N w I.O .IS, ""
Totals (NO
ON)
_J~ o~L O,; t,O

0.. <§> ... o
O"\, ~o
7 ... 000 ,.,
Totals (PM)
_J~ o~L O,,J t,O
1322-+ <§> +- 1004
O"\, ~o
7 ., ,., ""0 .i:,. u, -..J N u,
PM
NOON
AM
0 0 0
0 ..
0 0
0 0
0 0 0 AM 7:00 AM - 09:00 AM
0 0
C
z
0 0 0 NOON NONE "ti m
:D
0 0 i5 0 PM 4:00 PM - 06:00 PM C In
I+ " PM NOON
AM
0 0
0 t. 0 0 0 3 .. 1004 0 631
0 ~ 0 0 0 (/l 0
s.
0 c;- ::r 2175 0 3253 0 0 0
PM

0.96 c:;> 1797 0 1010
0 0.5 0 1.5
0 452 0 475 PM
0 0 0 0 NOON
0 534 0 294 AM

PM NOON AM
Totals (AM)
_J~ 0 ~L 0.,# t,O
716 .. <§> +-631
o~
~ o
7 .,.,., U1 0 N w I.O ""' ""'
Totals (NOON)
_J~. ~L o.; t.o
0-+ <§> +-0
70~., ,. ~,o 000
Totals (PM)
_Joo aL ., ..

O,,J t,O
1322-+ <§> +- 1004
o~ ~o
7 .,.,., ..,. 0 .IS, u, -..J N u,
103
National Data & Surveying Services
Intersection Turning Movement Count
Location: San Gab!iel ruver Fwy/I ~5 NB Off Ramp & South 51 City: Cerritlls
Control: Sognalized
Data - Totals
San Gabriel RiYer Fwyfl 605 NB Off Ramp San Gabriel River Fw>//1 605 NB Off Ramp S<uh st

NORTHBOUNO NO NO
o.s 0 1.5 0 0 0 0 0 0 3 0 0
NL ITT NR NU SI. ST SR SU EL ET ER. EU
12:00 PH 78 0 19 0 0 0 0 0 0 •• 0
12:1S PH 98 0 192 0 0 0 0 0 0 427 0 0
12:30 PH 50 0 116 0 0 0 0 0 0 'l09 0 0
12:45 PH 38 0 93 0 0 0 0 0 0 413 0 0
f:oliPM 75-- 0 116 0 0
_
o
___ o _ _ _ o ___ 0 414 0 0
1:15 PM 79 0 168 0 0 0 0 0 0 363 0 0
1:30 PM 76 0 163 0 0 0 0 0 0 426 0 0
1:45 PH 81 0 136 0 0 0 0 0 0 368 0 0
NL NT NR NU SI. ST SR SU El. ET ER EU
TOTAL VOLUMES : 545 0 1176 0 0 0 0 0 0 32+4 0 0
APPROAOi 4'ila'• : 31.67'11, 0.00% 68.33% 0.00% 0.00% 100.00% O.OO'!b 0.00% HAKHR : U:OD PM • 01:00 PM
PEAi( HR VOL • 264 0 593 0 0 0 0 0 1673 0 0
PEAK HR ,ACTOll : 0.673 0.000 0.112 0.000 0.000 0.000 0.000 0.000 0.000 0.980 0.000 0.000

0.739 0.990
Project ID: 26-020074-003
Date: 2/28/2026
South St
\VESTBOUND
0 3 0 0
WL wr WR \'/\J TOTAL
0 +4 0 938
0 237 0 0 954
0 250 0 0 825 0 241 0 0 785
0 286 0 0 ~ ,6-r0 231 0 0 841
0 275 0 0 940 0 268 0 0 853
WL vrr WR \YU TOfAL
0 2032 0 0 6997

0.00% 100.00% 0.00% 0.00%
AL
0 972 0 0 3502

0.000 0.972 0.000 0.000 0.918 0.972
104
Prepared by National Data & Surveying Services
San Gabriel River Fwy /I 605 NB Off Ramp & South St
Peak Hour Turning Movement Count
ID: 26-020074-003
City: Cerritos
NONE AM 0
12:00 PM - 01:00 PM NOON 0
NONE PM 0

AM NOON PM
0 0 0
0 0
0 1236 0 0 0 0 0
--+--+---
0 0 0 j 0 0 1673 0 -+ 3
0 0 0 0

AM NOON PM
T
otals (AM) PM 0
_Joo oL
- 0.# t.O
0-.
~ +-0
()"'\ #' 0
7 ., r- 000 I
NOON
AM
0 0
Totals (NOON)
_J~ 0 ~L 0.,1 t t. 0
1673,. <8> ,._ 972
00,. #"O
7 ., ,., r-J O V, CTI I.O .i,. w
Totals (PM)
_Joo oL
- t .. O.,I t. 0
o-+ <8> .. o
D"\, #'0
7 ., ,.r- 000 I
0 0
0 0
0 0
0 0
0 3502 0

NOON PM

0.92 0 0
0 1/
Day: Saturday
Date: 2/28/2026

AM NONE
NOON 12:00 PM - 02:00 PM

PM NONE

PM NOON AM
0 t. 0 0 0 3 0 972 0
o,r o o 0
0 C- 0 0 0
c::!> 0 2266 0
§
z
-I
"II
m
;u
0 5l
0 0.5 0 1.5
"~tr
0 0 0 Q PM
0 264 0 593 NOON
0 0 Q O AM

PM NOON AM
Totals (AM)
_J~ 0 ~L 0.,1 t,0
0-+ <8> .. o
O"" #'O
7 .,.,.r- 0001
Totals (NO
ON)
_Joo oL
-
.. 0.,1 t. 0
1673.. <8> +- 972
o"" t' o
7 .,.,., N O V, CTI I.O .i,. (,IJ
Totals (PM)
105
National Data & Surveying Services
Intersection Turning Movement Count
location: L05 t:erritos: ctr/Landrna1k Square OWy & South St C;ty:C...- Projed ID: 26-02007+004
Control: sqoalt.i:ed Dab,: 2/26/2026
Data - Totals
I.as cer- C17/Landmarll Squaro Dwy Los Cerrilm Ctr/landmark Squaro Dwy Soul), St Soulll st NOlllliBOUNO SOUT!IBOUND fASl'IOUl40 WEST80UNO
l o..s 0.5 0 l 0..S l ..S 0 l 2.5 0.5 0 0 3.5 0.5
Nt. NT NR NU SL ST SR SU EL ET ,. ru WI. WT WR w,J TOTAL '1:00AH 0 • 0 0 0 8 0 16 10$ I D 0 201 • 0 3S1 7:15AM 7 0 0 0 l l s 0 9 188 6 0 0 Z79 6 0 501 7: 30AM 9 0 I 0 l 1 6 0 12 183 11 0 274 2 0 SOI
AH 10 l· 5 0 0 0 9 0 29 206 7 0 211 5 0 544 1:00AM 7 0 0 0 ·1s 6 °ls 188 - 13 0 231 3 0 489 a,1SAM I l 1 0 0 0 • 0 33 222 19 0 264 l 0 564 1:30AM 11 0 9 0 l 0 11 0 28 190 16 0 25< 4 527 S;415 AM 16 I 3 0 2 I 12 0 56 m 16 0 219 S43
NL NT NR NU SL ST SR SU >l. ET ER Ell Vil wr 'NR WU TOTAL Ym'ALYOWMES: 71 4 33 0 7 3 n 0 2U 91 5 0 1992 31 0
A,,ROAOi~•, : 66.6~ 3.- 29.n 'Mo 0,00'II, 3.66'14, 17.IO'Mo OOO'Mo ll.66'Mii 12.65'14, 0.29'14, 0.OO'Mo 91.4~ l .5l .. 0.OO'Mo l't'.AKHll: O :45AM•01;45AN AL
PfAKNJtVOL• 3 3 2S l 0 41 0 118 806 55 2 0 10,20 15 0 2124 PUK HR f&CTDll: 0.818 0.375 0.684 0.000 0.250 0.000 o.6aJ 0.000 0.894 0,90$ 0.724 0.500 0.000 0.941 0.750 0.000 0.941 0.100 0.733 0.895 0,938 NOlllltllOUND SOUTl<IIOUND ND w NO
l o.s 05 0 1 0.5 1.5 0 1 2.5 0.5 0 0 l .5 0.5 0
NL NT NR NU SL ST SR SU El ET ER EU WI. WT W1l WU lOTAL 4:00 PN 20 • l2 0 17 l 90 0 95 271 32 l 0 281 29 0 161 1 :15 PM 23 • u 0 21 4 99 0 104 255 17 0 0 2118 11 0 127 4 :30 PM 15 • 16 0 17 3 86 0 104 2S6 21 0 0 2IO 26 0 121 4,45 PM 22 6 8 0 19 2 86 0 11< 299 2 7 0 2n 2S 0 112 s:oo PM 27 j is 0 20 2 96 0 133 267 •• 31 0 l06 32 0 9ll 5:15 PM 20 J • 0 20 3 93 0 118 275 32 0 322 ZS 0 915 S:30?M 21 6 10 0 21 2 103 0 110 315 35 0 356 29 0 1008 5:45PM 29 IJ 0 18 93 0 128 291 56 0 270 29 0 93S NL NT NR NU Sl ST SR SU El. ET tR EU Wl WK YIU 10 Al.

TOTAL VOWMES 1n 36 90 0 1SJ zi 746 0 tOil 2229 251 l 0 23'3 211 0 7119 -"'ROA.at -•• sa.42¥. 11-13"'- 29.~ 0.00.. 16.6 1¥1, 2.J9'Mo 81.~ 0.00'Mo i6.73~ 65,77% 7.41% 0.09'14, 0.00% 91.7] .. a2m 0OO'Mo ·-"" 05:00"4 • 01:00 AL ftu.KHJtVOL 97 I 12 0 79 11 385 0 419 1141 1 0 1254 115 0 3791 PfAIC Hit fACTOll D.136 0.667 0.700 0.000 0.940 0.581 0.934 0.000 0.919 0.911 0.611 0.250 0.000 0.111 0.891 0.000 0.940 0.11<2 0-942 0-90 O.U9 106
Prepared by National Data & Surveying Services
Los Cerritos Ctr/Landmark Square Dwy & South St
Peak Hour Turning Movement Count
JD: 26-02007 4-004 Day: Thursday
City: Cerritos Date: 2/26/2026
n
K! 07:45 AM - 08:45 AM AM 41 0 3 0 136 AM 7:00 AM - 09:00 AM 0 C:
::, z
0 -4
:c NONE NOON 0 0 0 0 0 NOON NONE "II ::i:: m ::u
05:00 PM - 06: 00 PM 620 6 0. PM 385 11 79 0 PM 4:00 PM - 06:00 PM C Ill AM NOON PM ., • " 'Lt PM NOON AM

1.5 0.5 1 0 0.5 115 0 15
1099 0 1737 ¢::i
2 0 1 _) 0
118 0 489 j, 1
806 0 1148 -+ 2.5
55 0 154 "\, 0.5

AM NOON PM
Totals (A
M)
_JS o~L llU t,15
806-+ +-1020
55~ ,o
7 ., ,., LU W 1'J er, V,
Totals (NOON)
_J~ o~L 0~ t,0
o.+ <§> .. o
,a
7 ., ,.r- 000 I
T
otals (P
M)
_J:2 m ...... ...... ,-.. er, L ., t ..
489~ t, 115
1148- <§> .. 1254
1s4~ ,a
7 ., ,., \D .... ,I:> ...., er, 1'J
PM
NOON
AM
165
0 55
0 PM

0.94 3.5 +- 1254 0
o ,t' o o 0 0 C- 0 0 0
c::;> 1269 0 834
1 0.5 0.5

PM NOON AM
0 97 16 42 PM Totals (AM)
0 0 Q O NOON
0 36 3 25AM
_J~ 0 .:L 118~ t,15
806-+ <§> .. 1020
55~ l'O
7 .,.,., LU W l'v er, V,
T
otals (N
OON)
_Joo oL ., ..

O~ t,0
0-+ <§> .. o
o~ ,a
7 ., r- 000 I
Totals (P
M)
_J:2 m ...... ..-1 ,-.. er, L ., ..
489~ t,115
1148-+ <§> .. 1254
154~ ,o
7 .,.,., \D I-' .i,,. ...., er, l'v
107
National Data & Surveying Services
Intersection Turning Movement Count
l.ocatlon: Son Gabriel River Fwy/1605 NB Off Ramp &. South St City: CerritOs
Cootrol: Slgnallzed
Data - Totals
S.n Gabriel River Fwy/I 605 NB Off Ramp South St
NO
0 1.5 0 0 0 0 0 0 3 0 0
NL NT NR NU St ST SR SU El. ET ER eu
12:00PM 78 0 192 0 0 0 0 0 0 44 0 0
12:15PM 98 0 192 0 0 0 0 0 0 427 0 0 12:30 PM 50 0 116 0 0 0 0 0 0 409 0 0 JS 0 93 0 0 0 0 0 413 0 0
Project ID: 26·020074-003
Date: 2/28/2026
South St
w NO
0 J 0 0
Wl WT WR WU
0 2+1 0 0 0 237 0 0 0 250 0 D 0 0 0
1:00 PM 0 116 0 0 --0 0 0 __ o 0 0 0 --0---2~ _o _ __ o_ 1:15 PM 79 0 168 0 0 0 0 0 0 J63 0 0 0 231 0 0 1:30 PM 76 0 163 0 0 0 0 0 0 426 0 0 0 275 0 0 1:45 PM 81 0 136 0 0 0 0 0 0 368 0 0 0 268 0 0
NL NT 1',R NU SI. ST SR SU a ET ER EV Vil wr WR WU
TOTAL VOLUMES 515 0 1176 0 0 0 0 0 0 32+1 0 0 0 2032 0 0 APPROAOt ~•• 31.6]qb 0.00% 68.33% O.OO'lb 0.OO'M, 100.00'lb 0.OO'M, 0.0011, 0.00% 100.00% 0.00% o.

PfAIIHR U .-00 "' • 01:00 "'
PEAK HR VOL 264 0 593 0 0 0 0 0 0 1673 0 0 0 972 0 0
PEAK HR FACTOR 0.673 0.000 0.1n 0.000 0.000 0.000 0.000 0.000 0.000 0.980 0.000 0.000 0.000 0.972 0.000 0.000

0.739 0.980 0.972
TOTAi.
938 951
525
785
-S-61
841
940
853
TOTAL
6997
Al.
3502

0.918
108
Prepared by National Data & Surveying Services
San Gabriel River Fwy /I 605 NB Off Ramp & South St
Peak Hour Turning Movement Count
JD: 26-020074-003
City: Cerritos
NONE AM 0
12:00 PM - 01:00 PM NOON 0
NONE PM 0

AM NOON PM
0 1236 0 <:=i 0 0 0 .) 0
0 0 0 j- 0
0 1673 0 .+ 3
0 0 0

AM NOON PM
Totals (AM)
Totals (NOON)
_J~ o~L 0,.1 t t. 0
1673-+ <§> +- 972
o,. ~o
7 4'1 ,., NO V1 en lD -ll> w
Totals (PM}
_JS o~L 0,.1 t. 0
o.+ <§> +-0
a,. ~o
7 ... ,. r- 0 o o I
.,, 0
PM
NOON
AM
0 0 0
0 0
0 0
0 0 0 0 0
0 0
0 0
0 3502 0

NOON PM

0.92 0
0 0
,}
Day: Saturday
Date: 2/28/2026

AM NONE
NOON 12:00 PM - 02:00 PM

PM NONE

PM NOON AM
0 4'. 0 0 0
3 .. 0 972 0
0 0 0 0
oC' o o o
0 2266 0
C,
0 C: z
-t
0 0 0.5 0 1.5
" +a t ,.
0 0 0 Q PM
0 264 0 593 NOON 0 0 0 Q AM

PM NOON AM
Totals (AM)
_J~ 0 ~L 0,,1 t.0
0-+ <§> .. o
D"\ ~O
7 .. ,.r- 000 I
Totals (NOON)
_J~ 0 ~L 0,,1 t.0
1673-+ <§> +- 972
O"\ 0
7 ... ,., N O V1 en lD .i:,. w
Totals (PM)
_J~ 0 ~L 0,,1 t.0
0-+ <§> .. o
O"\ ~O
7 4'1 r- 000 I
109
National Data & Surveying Services
Intersection Turning Movement Count
Loeotfon: Gridley Rd &. South St
City: Cerritos PTojoct ID: 26-02007+005
Control: Slgnaltzed oa .. , 'i/26/2026
Data • Totals
Grklley Rd Gridl"'f Rd So"1hst South St
NOlllltBOONO SOUTH80mD EASTIIOUNO WES11!0UNO
2 0 1 2 1 0 z 2.5 0.5 • 1 3 0 0 NL HT NR IIU SI. ST SR SU EL ET EA EU Wl WT WA WlJ lUTAJ. 1:00N1 JO 2S I 0 • 12 so 0 u 75 I 0 9 119 l 0 )6J 7;1SAN 37 2J 12 0 • JS 58 D 38 118 38 0 10 205 I 0 59S 7:30AM 57 47 24 0 9 43 63 D 24 Ulll 55 0 u 147 9 0 598 7:15 AH 38 89 23 0 +· 19 JO 56 0 48 123 39 II 176 20 I 673 l:OOAN 34 ··n: .,.. 0 ·12 _ff ___ 55 6 • 4f" ll;J 17 • 144 27 0 591 l :ISAN 29 69 12 0 14 61 58 0 61 130 29 13 180 22 679 1 :30 AH 30 2J 9 2S J8 59 0 38 154 19 15 in 17 612
l:1SAH 33 37 16 17 31 50 0 47 141 24 7 147 20 574
NL UT NU SI. ST SR SU El ET ER tu 'NL WT WR WU TOTAi.

TOTAL VOWMl:S : 288 401 0 113 283 449 0 321 98S 229 0 83 129S 126 6 461S AJIPROAQ4-•a: 16.m• S0.44'111, 0.00.. 13.3,,., ll.'49'11 5l.141Mt 0.00,0 2.0.91% 64.l~ 14.92% 0,00,0 5.50% 85.76% 8.34% 0.- PEA.KHA : 07· Al
l'fAICHRVOl. : 11 10 162 228 0 190 540 104 0 45 6n a6 ms l'fAK HUACTOII: 0.862 0.000 0.700 0.664 0.966 0.000 0.77'l o.an 0.667 0.000 0.7SO 0.940 0.796 D.417 0.941 0.865 0.'148 0.941 ND D h0 WtsllkXINO
I 0 0 I z I • 2 2.5 ... 0 I l 0 0 hl NII NU SI. ST SR SU EL ET ER EU WL WT WR WU 1UTAl. 4:00PH 23 61 II 0 49 67 96 0 71 19'> 38 0 ,. 115 )4 4 858 4:15 PH 34 71 19 0 45 66 71 0 71 175 2S 0 23 176 44 3 823 4:30 PH 27 73 11 29 61 99 I 69 lf7 J2 0 · I 24 ... l8 846 1: .. 5 PH JI " 24 ., 61 I) 0 711 222 32 0 I< 1711 32 879 S:00 PH 40 67 17 41 66 96 0 711 186 so 0 ZS u• 29 911 5:15 PH JB '4 2< 1S 7J .. 0 711 156 34 0 :is Z2l 37 921 5:30 PH l7 69 20 40 114 .. 0 12 236 29 0 24 212 58 991
5:45 PH 4l Ill 19 48 76 n 0 70 207 J5 0 JO 182 49 948
NL NT ,.. NU SL ST SR SU EL IT Ut EU WL WR WU TAI.

TOTAL VOWMlS 2ao 58'1 118 I 344 S1I ... I 597 1594 275 0 192 1sa1 m 20 nn APPltOAOt - •• 27.~ S7.6S~ 14.61~ D.10'fli 21.72~ l4.1S" 44.0N 0"06111, 24.21~ 64.61 .. 11.1S"' 000.. 9.011% 74.79~ 15.18~ 0.95% PfAICHll 115:00 • D&.1JOPN Al.

PEAKH-YOL 158 JU 80 0 174 279 349 0 308 815 148 0 107 861 173 7 lm PEAK HRfACTOII 0.919 0.696 0.IJJ 0.000 0.906 0.918 0.909 0.000 0.939 0.863 0.740 0.000 0.892 0.889 0.746 0.583 0.951 0.790 0.973 0.916 oaso 110
Prepared by National Data & Surveying Services
Gridley Rd & South St
Peak Hour Turning Movement Count
ID: 26-020074-005
City: Cerritos
07:45 AM - 08:45 AM
NONE
05:00 PM - 06:00 PM

AM NOON PM
Gridley Rd

SOUTHBOUND
AM 228 162 70 0 540
NOON 0 0 0 0 0
PM 349 279 174 0 793
71 1 2 1 0
1036 0 1368 <:=i
0 0 0 0
190 0 308 ., 2
540 0 815 -+ 2.5
AM
NOON
PM
0 t. 3 ~
1 ~
0 C.

Day: Thursday
Date: 2/26/2026
7:00 AM - 09:00 AM
NONE
4:00 PM - 06:00 PM

PM NOON AM
173 0 86
861 0 677
107 0 45
7 0 5
n
0 C:
z
....
"U
m
;u
6 0
U>
1076 0 668
104 0

AM NOON
Totals (AM)
_J5 ~cL 190.t t. 86
540 .. .-677
7104"\,.. ,. '145 I-' N V'I w er, w ..... .:,.

Totals (NOON)
_J~ o~L O,.t t.O
a .. <§> -a
,a
7 .. ,.r- o o o,
T
otals (PM)
_J,et cr, ..... er, ,et ..... L rv'l N ,..., ., 308.t t. 173 815 .. <e> +- 861
148"\, ' 107 .71~~, V'I ..... 0 00 N
148 0.5 0 1 2 0
PM " t ,.

PM 534 0 158 312 80 PM
NOON 0 0 0 0 0 NOON
AM 311 0 131 264 53 AM
Gridley Rd
,~ # Pedestrians (Crossw.ilks) '\. z z ... , 0 0 0
., :::i: 0 :::i: :E 0 :::i: 'f.r, ... z < < z ... 0 ~" lo 0 0 0 0 ol~o PM g • 0 PM NOON • 0 NOON AM Q 0
AM
AM 0 0 AM
NOON 0 t t 0 NOON
PM 0 0 PM
~o
0 0 00
01,~ z z
0 :E g 0 ""' i 0 :::i: z < < z i ., 0
"'' / .,_..,,.

PM NOON AM
Totals (AM)
_J oo oL ., 0.t t. 0
Do+ <e> +-0
O"\, ,o
7 .. r- 0 o a I
Totals (PM)
_J °' 'St Cl) r-, ,et r-, L rv'l N ,..., .,
308,1 t.173
815 .. <e> +- 861
148"\, '107
7 ... I-' W 00 ,., u, ..... 0 00 N
111
National Data & Surveying Services
Intersection Turning Movement Count
Location: Gridley Rd & South SI
City: Cerrilos Project ID: 26-02007+()()5
COnb'ol: Signa,ized Date: 2/ 28/ 2026
Data • Totals
Gridley Rd south SI South SI
IIO ND N[) WESTBOIJND
l 2 0 0 1 2 1 0 2 2.5 0.5 0 1 3 0 0
NL NT NR NU SI. ST 5R SU a ET ER EU WL WT

WR WU TOTAL
12:00 PM "8 90 20 0 54 80 109 0 l 280 26 0 23 175 7 1047 12:15 PM 33 82 18 0 59 62 109 0 112 274 29 0 17 213 51 0 1059 12:30 PM 44 83 17 0 68 82 128 0 88 223 29 0 20 190 39 2 1013 12:45 PM 40 102 22 0 55 98 126 o n 201 20 0 27 202 0 1015 1:00 PM 43 106 25 0 44 - ~ 147 -0---•2--219 31 0 __ 1_9 _ _ 210 41 2 1056- 1:15 PM 39 93 26 0 52 64 141 0 117 221 23 0 24 178 24 5 1007 1:30 PM 49 97 23 0 57 82 144 0 92 263 23 0 24 202 44 2 1102 1:45 PM 39 77 14 0 40 68 146 0 77 222 21 0 16 200 28 4 952 NL NT NR NU SI. ST 5R El. ET ER EU I'll. wr WR WU TOTAi.

TOTAL VOLUMES 335 730 165 0 429 620 1050 0 748 1903 205 0 170 1570 309 17 8251 APPROACH "-'• 27.2~ 59.35'1. 13.41'Mo 0,OO'M, 20.44'Mo 29.54'!', 50.02% O.OO'M, 26.19% 66.63% 7.18'Mi 0 .OO'M, 8.23% 75.99% 14.96% 0.82% PEAIC HR 12:45 PM • 01:45 PM T Al.

PfAl<HRYOL 171 398 96 0 208 328 558 0 368 904 100 0 94 792 154 9 4180 PEM HAFACTOR 0,872 0.939 0.923 0.000 0,912 0.837 0.949 0.000 0.786 0.859 0,735 0.000 0.870 0.943 0.856 MSO 0.948

0.955 0.966 0.907 0.957
112
Prepared by National Data & Surveying Services
Gridley Rd & South St
Peak Hour Turning Movement Count
Gridley Rd ID: 26-020074-005
City: Cerritos SOUTHBOUND
NONE AM O 0 0 0
12:45 PM - 01:45 PM NOON 558 328 208 0
NONE PM 0 0

AM NOON PM
1 2
0 1521 0 ¢::i 0 0 0 :, 0
0 368 0 j- 2
0 904 0 .. 2.5
0 100 0 .,, 0.5

AM NOON PM
0 0
1 0
0 4180 0

NOON PM

0.95 0 1 2
0 920
0 0
Day: Saturday
Date: 2/28/2026

AM NONE
NOON 12:00 PM- 02:00 PM

PM NONE

PM NOON AM
0 "\. 0 154 0
3 +- 0 792 0
1 ,r 0 94 0
0 C' 0 9 0
0 121 7 0

PM NOON AM
n
0 C
:i!!
0 C
rn
Totals (AM) PM 0 0 0 0 0 PM Totals (AM)
Totals (NOON)
_J Lil co 00 N 0 co L Lil m N ., ..
368.J- t. 154
904 <e> -792
10~ "'94
7 ., ,., I-' w I.O -.J I.O Ol I-' 00
Totals (PM)
NOON 522 0 171 398 96
AM 0 0 0 0 0
Gridley Rd
NOON
AM
_J~ 0 ~L Oj t,O <e> +-0
o-.. "'o
7 ., r- 000 I
Totals (NOON)
_J Ll'l co co N 0 co L II') rt\ N ., . .. 368,J- t, 154 <e> +- 792 100-.. "'94
7 .,.,., I-' w I.O -.J I.O Ol I-' 00
Totals (PM)
113
National Data & Surveying Services
Intersection Turning Movement Count
Loation: Gridley Rd & 183rd St
C;ty:C- Pn,ject ID: 26--020074-006
Control: Signalized O.te: 2/26/2026
Data • Totals
Grldloy Rd Gridley Rd 183rdSt lSJrd St
NORTl<llOU«O SOllTHIIOUNO EASTIIOUNO WESTBOUND
1 2 I 0 1 2 0 0 1 2 l l 2 0
NL NT NR NU SL ST SA SU El ET E.R EU wt WT WR WU TOTAL

7. AM 7 )7 2 0 7 l7 0 5 21 15 0 27 11
7:15 AM 10 56 11 0 • 71 7 0 5 l5 1l 0 21 50 12 0 299 7:lOAM 7 19 14 0 • 13 I 0 LO lO II 0 II 64 16 0 361 7:45 AH _25_ 93 23 0 10 IOI 19 0
1 • J6 11 0 u 75 20 0 445 a:OOAH 32 ·11i iif ·o i6. - 67 17 0 d 41 11 0 )1 17 25 0 491 8:15 AM 19 132 7 0 26 95 21 0 9 5l 21 0 2J 67 34 0 521
1:30 AM 7 42 7 0 19 89 11 0 .. lO 0 40 51 14 0 361
8:45 AM 16 43 ll 0 6 73 l2 0 19 22 0 l4 55 15 0 )Ql
Ill NT NR NU SA SU El. ET E.R EU WI. wr WR WU TAL
TOTAL VOW Mf.S : 123 599 92 0 100 616 107 0 60 21l 141 0 225 419 147 0 2989 APPROAOt -•• : 15.111111 73.59 .. 11.JO'I> 0.00'< 12.l ~ ll.00-. 0.00'< 12.22~ 57.64'Mo 30.14'¥, 0.00'< 26.ll'Mo 56.79'Mo 17.07"Mi 0.00'< Hit : 0 : • • : - AL
PUK HlllVOL: u 5 0 71 352 7S 0 35 177 87 0 122 217 93 0 la!B PEAi! Hll ,ACl'OII : 0.648 o.n1 0.565 0,000 0.6SJ 0.871 0.670 0.000 0.486 0.835 0.725 0.000 0.763 0.825 0.684 0.000 0.872 0,191 0.136 O.lll 0.178 •o SOllTHIIOUND uo W'5 HO
I I 2 0 0 I 2 I 0 1 2 0 D
NR ~u Sl ST SA SU EL ET ER BJ wt YfT WR WU TOTAL
4:00 PH 27 3 116 23 0 ZS '19 &S I )'J 10 19 0 625
4:15PM 40 1 16 85 32 0 27 98 4S 0 48 95 22 0 •n 4;30PM 38 1 6 97 23 0 45 104 63 0 37 106 25 0 712 4:45 PH J S 0 1l 91 37 0 25 84 58 0 29 m 22 0 692
5:00 PM 0 12 1oj 19 ii 33 92 5)- 0 42 i1a 24 0 n1
5:15 PM 25 0 12 111 J2 0 31 1H 55 0 35 106 19 0 692 5:30 PH 36 1 10 n 26 0 27 92 5'I 0 l5 122 29 0 696 S:45 PH 40 1 11 100 34 0 •• .. 60 I 43 145 39 0 SOI
Ill NR NU L ST u •-r ... w Wt. wr WR WU T rAL
TIJTAL VOWNES 407 991 232 7 94 780 226 0 254 727 458 2 308 .. , 199 0 $62'1 APrROAOt ""''• 24.l)'Mo sa.m, 16.72'Mo 0.41'Mo I.SS'Mo 10.91'Mo 20.SSIIII 0.OOI> 17.~ 50.'4S1Mi 31.7!., 0.1ft 2Z.06'M, 63.61'M, 14 .2611, O.OO'M, PU.KHR !ODPN • o&•,,_. AL
P[AJ(HR YOL 211 54 14 2 45 391 111 0 132 36l 227 1 155 491 111 0 2923 PEAi! Hll PM:rOll G.925 0.968 0.866 0.500 0.938 0.881 0.816 0.000 0.805 0.963 0.946 0.250 0.901 0.847 0.712 0.000 0.909 0.'50 0,882 0.921 0.834 114
Prepared by National Data & Surveying Services
Gridley Rd & 183rd St
Peak Hour Turning Movement Count
ID: 26-020074-006
City: Cerritos
07:45 AM - 08:45 AM
NONE
05:00 PM - 06:00 PM

AM NOON PM
445 0 814
0 0
35 0 132
177 0 362
87 0 227

AM NOON PM
Totals (AM)
_JS ~EL 35.t t. 93
177-+ +-287
787.,,., ,. "1122 00 W u, W 00 N .i,,.

Totals (NOON)
_J~ o~L O,.t t. 0
o.., <e) -o
,o
7 .,.,.r- 0 o o I
Totals (PM)
_J§ 132,.t t, 111
362-+ <e> +o 491
7227""'., ,. "1155 N v, I-' I-' .i,,. .i:,. I-' N N
Gridley Rd

SOUTHBOUND
AM 75 352 71 0 512
NOON 0 0 0 0 0
PM 111 391 45 0 785
it
0 2 1 0
¢:l
.) 0
., 1 1818 0 2923
PM
-+ 2 0.91
AM
NOON
PM
0 t.
2 ...
1 ~
o c;"
Day: Thursday
Date: 2/26/2026
7:00 AM - 09:00 AM
NONE
4:00 PM - 06:00 PM

PM NOON AM
111 0 93
491 0 287
155 0 122
0 0 0
(')
0 C:
z
"ll
m
C en
.,, 1
c::;> 549 0 300
0 1 2 1
,,._tr
PM 775 2 211 542 142 PM
NOON 0 0 0 0 Q NOON
AM 561 0 83 384 52 AM
Gridley Rd

PM NOON AM
Totals (AM)
_J~ EL 35,.t t. 93
177-+ <e> +- 287

87.,, l' 122
7 ~!~1 W 00 N .i,,.

Totals (NOON)
_J oo oL ., ...
0,.t t. 0 0-+ <e> +-0
O"\, l' 0
7 ., ,.r- 000 I
Totals (PM)
_Jg~ ~L 132,.t t, 111
362-+ <e> +o 491
7227"\,., ,. "1155 rv u, ..., I-' .i,,. .i,,. I-' N N
115
National Data & Surveying Services
Intersection Turning Movement Count
location: Gridley Rd & 183rd St
City: Cen1t1l5 Project ID, 26·020074-006
control: Signalized Date: 2/28/2026
Data • Totals
Gridley Rd 183rd St 183rd St
NO NO w ND
1 0 1 2 D 0 1 2 1 0 1 2 0 0
NR NU Sl ST SR SU a ET ER EU Wl WT WR WU TOTAL
3 6 88 3-4 0 2S eo 88 0 as 13 0 702
51 0 6 as 43 0 24 ti 73 0 46 114 20 0 711
48 0 1 95 ..a 0 24 69 n 0 64 94 14 0 714
45 0 125 41 0 27 83 72 0 47 106 15 0 L 144
52 0 3 90 41 D T6" 74 61 0 43 97 16 0 662
..a 0 7 96 28 0 23 65 69 0 39 92 18 0 659
41 0 6 36 D 31 89 ff] 0 35 87 9 0 719
..a 0 7 84 39 D 35 97 n 0 43 79 19 0 701
NL HT NR NU SI. ST SR SU El ET ER EV I'll IVT WR V,U TOTAL TOTAL VOWMES 489 902 380 0 46 787 302 0 215 638 604 0 371 754 124 0 5612 APPA.OA0t ~•• 27.61'1& 50.93% 2l.46'1b 0.OO'lb 4.05% 69.34'1b 26.61'11, 0.OO'lb 14.76'11, 43.79% 41.46% 0.OO'lb 29.70% 60.37% 9.93% 0.00% PUXHR 12:00 l"M • 01:00 l"M Al
PUK HRVOL 46 449 207 0 23 393 158 0 100 313 310 0 211 399 62 0 2871 Pl!AK HR FACTOR 0.961 0.943 0.821 0.000 0.821 0.786 0.919 0.000 D.926 0.943 0.881 0.000 0.824 0.875 0.775 0.000 0.965

0.980 0.844 0.937 0.933
116
Prepared by National Data & Surveying Services
Gridley Rd & 183rd St
Peak Hour Turning Movement Count
ID: 26-020074-006
City: Cerritos
NONE
12:00 PM - 01:00 PM
NONE

AM NOON PM
AM
NOON
PM
0 803 0 ¢::i
0 0 0 _) 0
0 100 0 j- 1
0 313 0 -+ 2
0 310 0 "" 1
Gridley Rd

SOUTHBOUND
0 0 0 0 0
158 393 23 0 611
0 0
0 2
0 0
1 0
0 2871 0

NOON PM

0.96 0
0 1 2 1
AM
NOON
PM
Day: Saturday
Date: 2/28/2026
NONE
12:00 PM - 02:00 PM
NONE

PM NOON AM
ot. o 62 o
2 0 399 0
1 0 211 0
oC' o o o
c::;> 0 543 0
8 C
!i
j
0 tn
AM NOON PM -0,, .,, t ,. PM NOON AM
Totals (AM)
Totals (NOON)
_J~ ..., m ('I') ('f)L N
., t 100., ~62
313 .. <§> - 399
31~ ~211
7 ..... IV .i,. ,., N .i,. .i,. 0 O'I ID -.J
Totals (PM)
_Joo oL ., t
o., ~o
a-. <§> +-0
O'\ ~o
7 .. ,.r- 000 I
PM 0
NOON 914
AM 0
0 0 0 Q PM
0 246 449 207 NOON
0 0 0 0 AM
Gridley Rd
Totals (AM)
_J~ 0 ~L 0.1 • ~o
o .. <§> .. o
O"\, ~O
7 ~ ,.r- 000 I
Totals (NOON)
_J.-t ~ m ('I') ML N ., . 100.t ~ 62
313.. <§> +- 399
310"\, ~211
7 ~ ,., N .i,. N .i,. 0 01 ID -.J
Totals (PM)
_Joo oL ., . 0.1 ~o
o .. <§> +-0
O"\, 0
7 .. r- 000 I
117
National Data & Surveying Services
Intersection Turning Movement Count
Location: Studebaker Rd & 183rd St
City: Cffli1Ds Project JD: 2&-020074-007
Comol: Stgnallzed Doto: 2/26/Z026
Data - Totals
Studeboloer Jtd Studebolo!r Jtd 183rdSt IB3rd St
IIORTHllOUNO SOUTHOOUND EISTI!OUND WESTBO\JND
2 1 0 2 2 0 0 1 2 0 0 ,.s 1.5 I 0
NL l{1" HR hU SI. ST SR SU EL ET ER EU WI. WT WR WU TOTAL 7:00 AM 28 17 17 0 • 51 • l • Ill " 0 9 4 • 0 259 7: 15 AM 21 54 13 I 6 54 IS 1 M 11 29 0 22 41 9 0 331 7:30AM 36 76 21 2 • 63 23 0 19 33 18 0 18 51 5 0 374 7! 45 AM 61 101 26 I 13 uo 46 1 17_ JO _'l!}_ 0 24 95 19 0 569
8:00 AM 66 izj 3:1 i 15 - --- 106 _ _ _ SJ ··2 J2 ··s,-- 40 i, 15 80 17 0 610 8:15 AM 45 104 27 2 22 129 32 1 J9 60 33 0 26 7J 19 612 8:30 AM 47 105 19 2 19 96 27 0 27 53 30 0 19 SI 13 508
1:45AM 4S 108 27 H .. 29 18 33 25 0 11 45 13 469
NL NT IIR IIU SI. ST SU tl tT tR tU WI. WT WR TOTAL
TOTAL VOWM[S : 349 724 183 g 114 700 233 10 184 335 221 0 144 450 103 3762 AJtn;OACM 114,'• : l.,. 0.71"'9 10.75,. 66.32"" 2UIS¥. 0.~ .. 206" 45.271Mi. 2!U6.,._ "·"""' 20.661J6 64.SOS. 14.79"' PEAK NII : AM • Ga;4SAM PfAKN.AYOL 105 '9 441 1511 • 115 200 132 0 .. 289 68 0 2329 Pf.AK HR fACJOll : 0.192 0.795 0.750 0.784 0.855 0.74S 0.500 0.737 0.933 0.825 0.000 0.808 o.sso 0.19S 0.000 0.910 0.913 0.847 0.861 ND D WtSTB()UND
I 0 2 2 0 0 1 2 0 0 15 u 1 0
NR NU SL ST SR SU EL ET Ell EU wt WT WR WU lOTAl
4:00 PM .. 2 54 .. 20 s JS 1S 1l 0 14 99 62 758
PM JO 6 ... n 22 2 26 96 0 l1 106 53 0 719
41 ,. 5 .. 119 29 l1 12 11 0 39 118 59 0 798
4 :45 PM 41 88 16 1S ll Ill ,os )9 0 SJ 129 58 0 791
5:00 PM 41 90 13 IOl " I ., Ill 13 o 6l 109 64 0 871 S: lS PH S6 n .. 69 16 • 38 91 39 0 42 126 66 0 799 S:JO PH 50 96 4S n 17 l 39 103 35 0 47 120 63 0 827
5:45 PM ., 99 1l 9) 17 0 31 1115 27 0 58 141 68 0 851
NL NT NU s-r f.R EU WI. wr WR WU lOTAl
TOTAL VOWHES 346 905 29 3n ns 168 27'1 715 JOl 0 l80 193 0 6431 APPIIOAOt 'MIi'• I .. 29.01 ... ,,_ ll.11% zo.12,. 57.64% 22.25% 0.- 20.8-rMt 52.06% 27.07% 0 - ......... Al
l'fAK Hit YOI. l 12 179 354 66 6 151 427 114 0 210 496 261 0 3348 nAK HR FACfOII O.U1 0.971 0.914 0.600 D.932 0.859 0.971 0.375 0.878 0.834 0.137 0.000 0.833 0.879 0.960 0.000 0.961 G.913 UZI 0.81) 0.905 118
Prepared by National Data & Surveying Services
Studebaker Rd & 183rd St
Peak Hour Turning Movement Count
ID: 26-020074-007
City: Cerritos
07:45 AM - 08:45 AM
NONE
05:00 PM - 06:00 PM

AM NOON PM
666 0
0 0
115 0
200 0
132 0

AM NOON
Totals (AM)
_J~ O)L .-I s:t lO '-
115., t,68
20~ ... 289
132'\ ,84
7 .,. ,., N I-' I-' W 0 ID ID U1
Totals (NOO
N)
_J oo .oL '-
0,,1 t. 0
o.,. <e> .. o
,o
760
0 151
427
144
PM
Studebaker Rd

SOUTHBOUND
AM 158 441 69 4 626 AM
NOON Q 0 0 0 0 NOON
PM 66 354 179 6 888 PM
it
0 2 2 0
¢::i
1 t.

1.5 ~
.) 0 1.5 .,.
.; 1 0 C'
.. 2
0 c:;>
0 1 2 1
11~tr
PM 720 12 198 470 374 PM
NOON 0 0 0 0 0 NOON
AM 663 6 219 439 105 AM
Studebaker Rd
~+,?
Pedestrians (Crosswalks) .0.,,.
z z "''\ 0 0 0
.f 0 :ii 0 :ii ""' IL z < <( z IL 0
<:)1i&lo 0 0 0 0 ol,10
PM PM
7 ., ,.r- 000 I NOON g. .. ·J~ NOON
Totals (PM)
_JID lO m .-I ~L .,J I,.
151.t t. 261
427-+ <8> +-496
144~ ,210
7 ., ,., .... w ID -.J -.J CO O .i:,.

AM 0 AM 0
NOON 0 t
PM 0
?lo
0 °"' l 0
...,,,,
AM
AM
t 0 NOON
.. 0 PM
0 0 0 0
0~ z z
0 0
0 0
z <( <( z l .f <:)
,I'+
Day: Thursday
Date: 2/26/2026
0 7:00 AM - 09:00 AM 0 C
z
--i
NONE .,, m
0 4:00 PM - 06:00 PM C en

PM NOON AM
261 0 68
496 0 289
210 0 84
0 0 0
980 0 374

PM NOON AM
Totals (AM)
_J~ .... ..,. \D O'lL '-
115., t,68
200-+ <8> ,._ 289
132'\ ,s4
7 ., ,., N .i:,. I-' I-' W 0 ID ID U1
Totals (NOON)
_J~ 0 ~L 0,,1 t,0
0-+ <8> +-0 O'\ ,o
7 4'\ r- 000 I
Totals (PM)
_JlO w m ,... ~L I,.
151., t,261
427-+ <8> .,495
144'\ ,210
7 .,.,., .... ""' w lO -.J -.J CO O .:>
119
National Data & Surveying Services
Intersection Turning Movement Count
Location: Studebaker Rd &.183rd St
City: Cerrillls Project ID: 26-020074-007
control: Signalized Date: 2/28/2026
Data • T
otals
SludebakerRd 183rd st 183rd St
NO NO w ND
2 l 0 2 2 0 0 1 2 0 0 l.5 1.5 l 0
NT NR NU SL ST SR SU El ET ER EU Wl WT \YR WU TOTAL
l :00 PM 88 122 4 16 111 17 l 14 78 3 0 47 99 51 0 756
12:15 PM 75 143 3 82 75 25 4 13 80 32 0 75 108 69 0 827 12:30 PM 70 148 4 91 BO 22 I 15 71 33 l 64 99 68 0 811
12:45 PM 75 129 3 71 111 27 0 16 91 23 0 66 100 79 0 799 1:00PM as 127 3 74 69 IO 7 s 99 29- - 2 16 aa ,~6- - 0 787 1:15PM 98 144 1 96 75 22 0 12 88 27 0 68 116 82 0 868
1:30 PM 93 140 4 95 79 18 2 14 82 33 0 78 90 74 0 848
1:45 PM 77 129 6 84 n 22 1 13 82 21 I 72 88 83 0 795
NL NT NR NU ST SR SU El ET EU Wl wr WR \'IV TOTAL
TOTAL VOLUHU 302 664 1082 28 686 623 163 16 102 671 224 4 556 788 582 0 6491 APPROACH ~'• 14.5~ 31.98% 52.12% 1.35% 46.10% 41.87% 10.95% 1.09% 10.19% 67.03% 22.38'!~ 0.- 28.87% 40.91% 30.22'14, 0.00% PEAKHR U:45 PM • 01 :45 PM T Al
PEAKHIIVOL 144 354 540 11 336 307 77 9 47 360 112 2 298 394 311 0 3302 PUJC HR FACTOR 0.783 0.903 0.938 0.688 0.875 0.914 0.713 0.321 0.734 0.909 0.843 0.250 0.866 0.8'19 0.948 0.000 0.951

0.927 0.939 0.965 0.943
120
Prepared by National Data & Surveying Services
Studebaker Rd & 183rd St
Peak Hour Turning Movement Count
ID: 26-020074-007
City: Cerritos
0 ::c
;:i
D.

NONE
12:45 PM· 01 :45 PM
NONE

AM NOON PM
AM
NOON
PM
0 617 0 ¢::i 0 2 0 .) 0
0 47 0 j- 1
0 360 0 -+ 2
0 112 0 ,, 0
Studebaker Rd

SOUTHBOUND
0 0 0 0
77 307 336 9
0 0 0 0
0 2 2 0
0 3302 0

NOON PM

0.95 0
721
0 AM
NOON
PM
Day: Saturday
Date: 2/28/2026
NONE
12:00 PM - 02:00 PM
NONE

PM NOON AM
1 t_ 0 311 0

1.5 +- 0 394 0

1.5 .,. 0 298 0
oC- o o o
s;> 0 1236 0
0 1 2 1
AM NOON PM -0,, 4' t ,. PM NOON AM
Totals (AM)
Totals (NOON)
_J,-...t,~L ,-... M m .,I 47; t, 311
36Q.+ <8> .. 394
112.,. f" 298
7 ., ._. w ,., u, .i,. u, .p. .p. .p. 0
Totals (PM)
PM 0 0
NOON 728 11
AM 0 0
0 0 0 PM
144 354 540 NOON
0 0 0 AM
Totals (AM)
_J~ 0 ~L o; t,O
0-+ <8> .. o
o-. ¥'0
7 ., ,.r- 000 I
Totals (NOON)
_J,.....t,~L ,-... m m .,I 47; t,311
360-+ <8> ._ 394
112'\ 4" 298
7 .,.,., .... OJ u, .i,. lJ1 .p. ,I:. ,I:. 0
Totals (PM)
_J oo oL .,I
o; t.0
0-+ <8> .. o
o.,. 4"0
7 ., ,.r- 000 I
121
Kimley>>>Horn

APPENDIX D - LIST OF CUMULATIVE PROJECTS
k1mley horn com 2132614040
122
Appendix D • liat of Cumulatiw, Projects
.... .....,,_ini:Wir,g1
~nngl...,,updailllthlmw,.tl'f'Oughcanripes.c:t.artesto
lflll1nimenc1m1n--.llfldi .... upsrldess..icha.s~llmhts.

CorMUl'Cial .t'w-o..,....Rilfflodlt ~--n-~ _,, .. _.~ 1105r-.;;.---.IIDild ... ,. --·-· •---PIMIO..l'nMw n.JIITl'ICIIICllld9'linlrilr.,.,bld:ruppdettotN! ... ,...., ~""'mll"Oellnf"·--,ooll'\...,~~
c-dol i....:,,.._ ~..,_.,~ .... -.,..~,..... ...... ~·- "' Jl.137-if{C) 11s-t0Sout11S...C F,._25 s.a,uwi•~,a ,,,.,,.,. T1'1itP'a,actlllDIM._M~nc.andil:aln'lfttalC7wel\ Gl'M!NrSU"ftceklMt:mlingil'IMlrlll ..................
........ ,.-.------."'-RICONl""----f•""""'- • ·----.-id,..... ...... a--..-=-.......,,..,u 7U.S2«(TI] 17TZG~btd ~
.,.
,. _____
-.... ~. PIMCl'Ct.~
h p,qect ~O..Sh.artemting inlM1:lal bulklna, amtruct a
,,.,,........, NIIIIOw 11§ftn:tnl1,lluws,uchu,,......irg, 1U1Wf lr!CM1ri1I 1 ... ...,.,... ....... • ~ --"---nfft..J--- -- 11600C\1$1dw......,. Jon.23 '-•-- - - ............... n.~ndwtlhe~mu.tll'l'All'S.Sbulclingand
c--IJOl'l!IIIIISelt'ltM.tit,- I, L... ....... • .. ~•LosCCl'l'USC.W,ftwnNrGQ.ill,ISO, zn.uu..-- lOOLCM i....._ - 123
Kimley>>>Horn

APPENDIX E - LEVEL OF

SERVICE WORKSHEETS
k1rnley-horn corn
124
E

XISTING YEAR
(2026) CON
DITIO
NS
-
WEE
K
D
AY PM
125
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 1: Studebaker Rd & South St 05/18/2026
., ,._. ' t \. ! ,ti MMiiient EBT
EBR WBL WBT WBR NBC: BT NBR SSL SBT
SBR
Lane Configurations 1' ttt. ' ++ ,, 'I ++ 'f' .., .r+ 'f' Traffic
Volume (veh/h) 145 812 189 129 907 475 238
312 90 466 314 171
Future Volume (veh/h) 145 812 189 129 907 475 238 312 90 466 314 171 Initial a (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_p
bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Par1<ing 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
Wor1< 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 148 829 193 139 975 511 251 328 95 530
357 194
Peak Hour
Factor

0.98 0.98

0.98 0.93 0.93

0.93 0.95 0.95

0.95 0.88

0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 176 1303 301 167 1099 858 306 610 272 827 434 368 Arrive
On Green

0.10 0.31

0.31 0.09

0.31 0.31

0.17 0.17

0.17 0.23

0.23 0.23
Sat Flow, veh/h 1781 4144 958 1781 3554 1585 1781 3554 1585 3563 1870 1585 Grp Volume(
v), veh/h 148 680 342 139 975
511
251 328 95 530 357 194
Grp Sat Flow(s),veh/h/ln 1781 1702 1698 1781 1777 1585 1781 1777 1585 1781 1870 1585 a Serve(g_s), s

9.0 18.8 19.0

8.4 28.7 24.0 14.9

9.3 5.8 14.8 19.9 11.8
Cycle a Clear(g
_c), s 9.0 18.8 19.0 8.4 28.7 24.0 14.9 9.3 5.8 14.8 19.9 11.8 Prop In Lane 1.00

0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 176 1070 534 167 1099 858 306 610 272 827 434 368 VIC Ratio(X)

0.84 0.64

0.64 0.83

0.89 0.60

0.82 0.54

0.35 0.64

0.82 0.53
Avail Cap(c_a), veh/h 181 1070 534 181 1099 858
400 798 356 865 454 385
HCM
Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream
Filter{I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.81 0.81

0.81 Uniform Delay (d), s/veh 48.7 32.3 32.4 49.0 36.2 17.1 43.9 41.6 40.1 38.1 40.1 37.0 Iner Delay (d2), s/veh 26.2

2.9 5.8 23.5 10.6

3.0 10.0

0.7 0.8

2.6 12.2 3.4
Initial a 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
o/oile
BackOfQ(50%),veh/ln 5.2

7.9 8.4 4.8 13.5 14.1 7.3 4.0 2.3 6.6 10.4

4.8 Unslg. Movement Del
ay, s/veh
LnGrp
Delay(d), s/veh 74.9 35.2 38.2 72.5 46.8 20.1

53.9 42.3 40.9 40.7 52.3 40.4
LnGrp LOS E D D E D C D D D D D D
Approach Vol, veh/h 1170 1625 674 1081
Approach Delay, s/veh 41.1 40.6 46.4 44.5 Approach LOS D D D D if mer -Assigned
Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 39.9 24.2 15.7 39.3 30.8
Change Period (Y+Rc), s

4.8 5.3

5.3 4.8 5.3

5.3 . Max
Green Setting (Gmax), s 11.2 26.7 24.7 11.2 26.7 26.7
Max a
Clear nme {g
_c+l1), s 10.4 21.0 16.9 11.0 30.7 21.9
Green Ext Time (p_c), s 0.0

4.1 1.9 0.0 0.0

3.6 Intersection &immary
HCM 7th Control Delay, s/veh

42.5 HCM 7th LOS D
Notes
User
approved volume balancing
among the lanes for turning
movement.

User approved changes to right tum type.
01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 1 ends

126
HCM 7th Signalized Intersection Summary
2: South St & 1-605 SB Off Rame
...> ---+ .- '- \.

EB( WBT WBR SBL S8R
Lane
Configurations +++ +++ ,i;~ 'f'l'
Traffic
Volume (veh/h) 0 853 969 0
800 594
Future Volume (v
eh/h) 0 853 969 0 800 594
Initial a (Ob), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_p
bT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach
No No
No
Adj
S
at Flo
w, veh/h/ln 0 1870 1870 0 1
870 1870
Adj Flow Rate, veh/h 0 927 1053 0
870 646
Peak
Hour Factor 0.92

0.92 0.92

0.92 0.
92 0.
92 Percent Heavy
Veh, % 0 2 2 0 2 2
Cap, veh/h 0 2024 2024 0 1671 1349
Arrive On Green

0.00 0.40 0.40

0.00 0.48

0.48 Sat
Flo
w, veh/h 0 5443 5443 0 3456 2790
Grp Volume(v), veh/h 0
927 1053 0 870 646
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1728 1395
a Serve(g
_s), s

0.0 14.7 17.3

0.0 19.1 17.1
Cycle Q Clear(g_c), s 0.0 14.7 17.3 0.0 19.1 17.1
Prop In Lane

0.00 0.00 1.00 1.00
Lane
Grp Cap(c), veh/h 0
2024 2024 0 1671 1349
VIC Ratio(X)

0.00 0.46

0.52 0.00

0.52 0.48
Avail Cap(c_a), veh/h 0 2024
2024 0 1671 1349
HCM
Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstre
am Filter(!) 0.00 1.00 1.00

0.00 1.00 1.00
Uniform Delay (d), s/veh

0.0 24.5 25.2

0.0 19.6 19.1
Iner Delay (d2), s/veh 0.0

0.7 1.0 0.0 1.2 1.2
Initi
al Q Delay(d3), s/veh 0.0

0.0 0.0

0.0 %ile Back
OfQ(50%),v
eh/ln 0.0

5.8 6.9

0.0 7.9 5.7
Unsig. Movem
ent
Del
ay, s/veh
LnGrp Delay(d), s/veh

0.0 25.2 26.2 0.0 20.8 20.3
LnGre LOS C C C C
Approach
Vol, veh/h
927 1053 1516
Approach Delay, s/v
eh

25.2 26.2 20.6
Approach LOS C C C
Timer- Plis 2 6
Phs Duration (G+
Y+Rc), s 50.0 60.0

50.0 Change Period (Y+Rc}, s

6.4 6.8

6.4 Max
Green Setting (Gmax), s
4 3.6 53.2
4 3.6
Max Q Clear Time (g_c+l1}, s 16.7 21.1 19.3
Green Ext Time (p_c), s 9.4 5.6 10.4
Intersection Summ!!X
HCM 7th Control Delay, s/v
eh 23.5
HCM 7th LOS C
01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Cerritos LongHorn TIA
05/18/2026
Synchro 12 Report

Page 2 ends

127
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 3: 1-605 NB Off Rame & South St 05/18/2026
--,.. .. "" ,._ I" EBT NBL: NBR
Lane Configurations +++ +++ V ,, Traffic Volume (veh/h) 1322 0 0 1004 452 475 Future Volume (veh/h) 1322 0 0 1004 452 475
Initial a (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 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 0 0 1870 1870 1870 Adj Flow Rate, veh/h 1377 0 0 1046 482 483 Peak Hour Factor 0.96 0.92 0.92 0.96 0.96 0.96
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 2727 0 0 2727 616 548
Arrive On Green 0.53 0.00 0.00 0.53 0.35 0.35
Sat Flow, veh/h 5443 0 0 5443 1781 1585
Grp Volume(v), vehlh 1377 0 0 1046 482 483 Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1781 1585 Q Serve(g_s), s 18.9 0.0 0.0 13.2 26.7 31.5 Cycle Q Clear(g_c), s 18.9 0.0 0.0 13.2 26.7 31 .5 Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2727 0 0 2727 616 548
V/C Ratio(X) 0.50 0.00 0.00 0.38 0.78 0.88
Avail Cap(c_a), veh/h 2727 0 0 2727 845 752
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.3 0.0 0.0 15.0 32.3 33.8 Iner Delay (d2), s/veh 0.7 0.0 0.0 0.4 3.7 9.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.0 0.0 0.0 4.9 12.1 13.5
Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh 17.0 0.0 0.0 15.4 35.9 43.5
LnG~LOS B 8 D D
Approach Vol, veh/h 1377 1046 965
Approach Delay, s/veh 17.0 15.4 39.7 Approach LOS 8 B D iTimer-Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 65.2 44.8 65.2
Change Period (Y+Rc), s 6.4 6.8 6.4
Max Green Setting (Gmax), s 44.6 52.2 44.6
Max Q Clear Time (g_c+l1 ), s 20.9 33.5 15.2
Green Ext Time (p_c), s 13.7 4.5 11.2
Intersection Suiiimary
HCM 7th Control Delay, s/veh 23.0 HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 3 ends

128
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 4: Landmark Sguare/Los Cerritos Center & South St 05/18/2026 _,,> -+- "'). " +- ' "" t + .; EBl: EBT EBR WBR NBR SB[ SBT SBR Lane Configurations ,, +tf. tttft f. 7'
Traffic Volume (veh/h) 490 1148 154 0 1254 115 42 79 11 385 Future Volume (veh/h) 490 1148 154 0 1254 115 42 79 11 385 Initial a (Ob), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 521 1221 164 0 1334 122 103 17 45 84 0 418 Peak Hour Factor 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 616 3180 427 0 2903 265 142 36 96 170 0 867
Arrive On Green 0.18 0.70 0.70 0.00 0.16 0.16 0.08 0.08 0.08 0.10 0.00 0.10 Sat Flow, veh/h 3456 4553 611 0 6307 551 1781 454 1201 1781 0 3170 Grp Volume(v), veM1 521 913 472 0 1064 392 103 0 62 84 0 418 Grp Sat Flow(s),veh/h/ln 1728 1702 1760 0 1609 1771 1781 0 1654 1781 0 1585 Q Serve(g_s), s 16.0 12.2 12.2 0.0 22.0 22.1 6.2 0.0 3.9 4.9 0.0 10.5 Cycle Q Clear(g_c), s 16.0 12.2 12.2 0.0 22.0 22.1 6.2 0.0 3.9 4.9 0.0 10.5 Prop In Lane 1.00 0.35 0.00 0.31 1.00 0.73 1.00 1.00
Lane Grp Cap(c), veh/h 616 2377 1229 0 2317 850 142 0 132 170 0 867 VIC Ratio(X) 0.85 0.38 0.38 0.00 0.46 0.46 0.72 0.00 0.47 0.49 0.00 0.48 Avail Cap(c_a), veh/h 616 2377 1229 0 2317 850 526 0 489 170 0 867 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.69 0.69 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.7 6.8 6.8 0.0 33.3 33.4 49.4 0.0 48.4 47.2 0.0 33.4 Iner Delay (d2), s/veh 13.5 0.5 0.9 0.0 0.5 1.2 6.8 0.0 2.6 2.2 0.0 0.4 Initial a Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 3.8 4.1 0.0 9.5 10.7 3.1 0.0 1.7 2.3 0.0 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.2 7.3 7.7 0.0 33.8 34.6 56.2 0.0 51.0 49.4 0.0 33.8 LnG~ LOS E A A C C E D D C
Approach Vol, veh/h 1906 1456 165 502 Approach Delay, s/veh 21.1 34.0 54.3 36.5 Approach LOS C C D D Timer- Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 81.7 15.0 24.0 57.7 13.3
Change Period (Y+Rc), s 4.9 4.5 4.4 4.9 4.5
Max Green Setting (Gmax), s 53.1 10.5 19.6 29.1 32.5 Max Q Clear Time (g_c+l1), s 14.2 12.5 18.0 24.1 8.2 Green Ext Time (p_c), s 11.9 0.0 0.1 3.5 0.6
Intersection &Jmm!l
HCM 7th Control Delay, s/veh 29.0
HCM7th LOS C
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. 01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Synchro 12 Report Page4
129
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 5: Gridlel Rd & South St 05/18/2026
...... ., ,._ ' t '.. t EBL EBT EBR WBR NBl NBT NBR SSL SBT SBR Lane Configurations 'i~ t+f. " tt-f. ., +t. ++ ,, Traffic Volume (vetv'h) 308 815 148 114 861 173 158 312 80 174 279 349 Future Volume (veh/h) 308 815 148 114 861 173 158 312 80 174 279 349 Initial a (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, veMl 324 858 156 120 906 182 166 328 84 183 294 367 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 388 1622 293 147 1465 293 195 662 167 215 875 569 Arrive On Green 0.04

0.12 0.12 0.08

0.34 0.34 0.11

0.24 0.24 0.04 0.08

0.08 Sat Flow, veh/h 3456 4347 786 1781 4267 854 1781 2810 709 1781 3554 1585 Grp Volume(v), veh/h 324 671 343 120 722 366 166 206 206 183 294 367 Grp Sat Flow(s),veh/h/ln 1728 1702 1729 1781 1702 1717 1781 1777 1743 1781 1777 1585 Q Serve(g
_s), s 10.2 20.3 20.5

7.3 19.4 19.6 10.1 11.0 11.3 11.2

8.6 21.6
Cycle Q Clear(g
_c), s 10.2 20.3 20.5 7.3 19.4 19.6 10.1 11 .0 11.3 11.2

8.6 21.6
Prop In Lane 1.00 0.45 1.00 0.50 1.00

0.41 1.00 1.00
Lane Grp Cap(c). veh/h 388 1270 645 147 1169 590 195 418 410 215 875 569 VIC Ratio(X)

0.83 0.53

0.53 0.82

0.62 0.62

0.85 0.49

0.50 0.85

0.34 0.65
Avail
Cap(c_a). veh/h 459 1270 645 236 1169 590 301 418 410 301 875 569 HCM Platoon Ratio

0.33 0.33

0.33 1.00 1.00 1.00 1.00 1.00 1.00

0.33 0.33

0.33 Upstream
Filter(!) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.81

0.81 0.81
Uniform Delay (d), s/veh 51.9 39.1 39.2 49.6 30.1 30.1 48.1 36.4 36.5 51.8 42.0 36.0 Iner Delay (d2), s/veh

8.7 1.4 2.8

4.8 2.5

4.9 8.1 1.3 1.4

9.5 0.8

4.5 Initial Q Delay(d3), s/veh 0.0

0.0 0.0

0.0 0.0 0.0

0.0 0.0
%ile
BackOfQ{50%),veh/ln

5.1 9.5

9.9 3.4

8.1 8.6

4.9 4.9

4.9 5.9 4.1 9.8
Unsig. Movement Delay, s/veh
LnGrp
Delay(d), s/veh 60.7 40.6 42.1 54.4 32.5 35.0 56.2
3 7.6 37.8 61.4 42.9 40.5
LnG!E LOS E D D D C C E D D E D D
Approach Vol, veh/h 1338 1208 578 844 Approach Delay, s/veh 45.8 35.5 43.0 45.9 Approach LOS D D D D Timer-AssiQifed Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.5

46.0 16.5 34.1 16.8

42.7 17.7 32.9
Change Period (Y+Rc), s 4.4

4.9 4.4 *7 4.4

4.9 4.4 7.0
Max Green Setting (Gmax), s 14.6 31 .1 18.6 • 27 14.6 31.1 18.6 25.0 Max a Clear Time {g_c+l1), s 9.3 22.5 12.1 23.6 12.2 21.6 13.2 13.3 Green Ext Time (p_c), s

0.0 5.0 0.1 1.5 0.1 5.7 0.1

2.5 ,lntelsection Siliim!l
HCM 7th Control Delay, s/veh

42.3 HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. • HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 5 ends

130
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 6: Gridlel Rd & 183rd St 05/18/2026
,> -+
~
., +- ' ~ t ~ ~ ~ ~ EBI: EBT EBR wet: WBR N
NBT
NBR SB[ SBT SB
Lane Configurations ~ ++ 7' "' +t. "' ff 7' ', +t. Traffic Volume (veh/h) 133 362 227 155 491 111 213 542 142 45 391 111 Future Volume (veh/h) 133 362 227 155 491 111 213 542 142 45 391 111 Initial a {Ob), 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-Bi
ke
Adj(A_pb T) 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/Mn 1870 1870 1870 18
70 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 146 398 249 170 540 122 234 596 156 49 430 122 Peak Hour
Factor

0.91 0.91

0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Ca
p, veh/h 176 1180
526 202 999 225 268 1218 723 63 623 175
Arrive On
Green

0.03 0.11

0.11 0.11

0.35 0.35

0.15 0.34

0.34 0.04

0.23 0.23
Sat Flow, veh/h 1781 3554 1585 1781 2882 649 1781 3554 1585 1781 2739 770 Grp Volume(v), veh/h 146 398 249 170 332 330 234 596 156 49 278 274 Grp Sat Flow(s),veh/hnn 1781 1777 1585 1781 1777 1754 1781 1777 1585 1781 1777 1732 a Serve(g_s), s

9.0 11.4 16.2 10.3 16.5 16.7 14.1 14.6 6.5

3.0 15.7 16.0
Cycle Q Clear(g_c), s

9.0 11.4 16.2 10.3 16.5 16.7 14.1 14.6 6.5

3.0 15.7 16.0
Prop In Lane 1.00 1.00 1.00

0.37 1.00 1.00 1.00

0.44 Lane Grp Cap(c), veh/h 176 1180 526 202 616 608 268 1218 723 63 404 394
V/C Ratio(X)

0.83 0.34

0.47 0.84

0.54 0.54

0.87 0.49

0.22 0.77

0.69 0.70
Avail Cap(c_a), veh/h 188 1180 526 317 616 608 424 1218 723 214 404 394 HCM Pl
atoon
Ratio 0.33

0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filler(!)

0.74 0.74

0.74 1.00 1.00 1.00

0.77 0.77

0.77 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.3 37.8 39.9 47.8 28.9 28.9 45.7 28.5 18.1 52.6 38.9 39.0 Iner Del
ay (d2), s/veh 19.3 0.6 2.3 11.2 3.4

3.5 9.0 1.1 0.5 17.8

4.8 5.3
Initial Q Delay(d3), s/veh

0.0 0.0 0.0

0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(
50%),ve
Mn

5.1 5.4 7.2

5.1 7.5 7.4

6.8 6.3 2.4 1.6 7.2

7.2 Unsig. Movement Delay, s/veh
LnGrp
Oelay(d), s/veh 71.5 38.4
4 2.2 59.0 32.2 32.4 54.7 29.6 18.6 70.4 43.7 44.3
Ln
G~LOS E D D E C C D C B E D D
Approach Vol, veh/h 793 832 986
601
Approach Delay, s/veh 45.7 37.8 33.8 46.1
Approach LOS D D C D
Timer-Asiigniif Pts 1 2 3 4 5 6 7 8
Phs Duration (G
+Y+Rc), s 16.9 41.4 21.4 30.3 15.3
4 3.0 8.7 43.0
Change Period (Y+
Rc), s

4.4 4.9

4.8 5.3 4.4

4.9 4.8

5.3 Max Green Setting (Gmax). s 19.6 20.1 26.2 24.7 11.6 28.1 13.2 37.7 Max Q
Cle
ar Time (g_c+11), s 12.3 18.2 16.1 18.0 11.0 18.7 5.0 16.6 Gre
en Ext Time (p
_c), s 0.2

0.7 0.5 1.7 0.0 2.8 0.0

4.4 lntersecticln
HCM 7th Control Delay, s/veh 40.1
HCM 7th
LOS D
Notes
User approved pedestrian inte!Val to be less than phase max green.

User approved changes to right tum type.
01 - Existing Year (2026) Conditions - Weekday PM Peak Hour Synchro 12 Report Page 6 131
HCM 7th
Signalized Intersection Summary Cerritos
LongHorn TIA
7: Studebaker Rd & 183rd St 05/18/2026
,> -+
~ "' +- '- ~ t ~ \. + .I
~
EB[

EBT EBR T WBR NBL NBT

NBR SBL SBT
Lane Configurations ,, +t. ,, .t+ ,, ,, ++ ,, ,,,,
Traffic Volume (veh/h) 151 427 144 210 496 261 210 470 374 185 ·~ 354 66 Future Volume (veh/h) 151 427 144 210 496 261 210 470 374 185 354 66 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/Mn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj
Flow
Rate, veh/h 157 445 150 219 517 272 219 490 390 193 369 69 Peak Hour Factor

0.96 0.96

0.96 0.96 0.96

0.96 0.96

0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Gap, veh/h 372 666 223 389 987 418 251 969 778
254 615 114
Arrive On Green

0.21 0.25

0.25 0.07

0.09 0.09

0.05 0.09

0.09 0.07

0.21 0.21
Sat Flow, veh/h 1781 2616 874 1781 3741 1585 1781 3554 1585 34 56 2993 554
Grp Volume(v), veh/h 157 301 294
219 517 272 219 490 390 193 218 220
Grp Sat Flow(s),veh/Mn 1781 1777 1713 1781 1870 1585 1781 1777 1585 1728 1777 1771 Q Serve(g_s), s

8.4 16.7 17.0 13.1 14.5 18.3 13.4 14.5 18.8

6.0 12.2 12.4
Cycle Q Clear(g_c), s

8.4 16.7 17.0 13.1 14.5 18.3 13.4 14.5 18.8 6.0 12.2 12.4 Prop In Lane 1.00

0.51 1.00 1.00 1.00 1.00 1.00

0.31 Lane Grp Cap(c), veh/h 372 453 436 389 987 418 251 969 778 254 365 364 VIC Ratio(X) 0.42

0.67 0.67

0.56 0.52

0.65 0.87

0.51 0.50 0.76

0.60 0.61
Avail Cap(c_a), veh/h 372 453 436 389 987 418 295 969 778 352 372 370 HCM Platoon Ratio 1.00 1.00 1.00

0.33 0.33

0.33 0.33 1.00 1.00 1.00
Upstream Filt
er(!} 1.00 1.00 1.00

0.60 0.60

0.60 0.79 0.79 0.79 1.00 1.00 1.00
Uniform Delay (d}, s/veh 37.7 36.8 36.9 46.0 43.6 45.3 51.5 43.0 23.8 50.0 39.6 39.7 Iner Delay (d2), s/veh

3.5 7.5

8.1 3.5 1.2

4.7 16.1 1.5 1.8

3.7 3.1 3.3
Initial Q Del
ay(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%),veMn

3.9 8.0

7.9 6.6 7.4

8.3 7.5 7.0 8.2 2.7 5.5 5.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d}, s/veh

41.2 44.3 44.9 49.5 44.8 50.0 67.6 44.5 25.6 53.7 42.6 42.9 Ln
G!EL

OS D D D D D D E D C D D D
Appro
ach Vol, veh/h 752 1008 1099 631
Approach Delay, s/veh 43.9 47.2 42.4 46.1
Approach

LOS D D D D
nmer -Aisigiiiij Phs 1 2 3 4 5 6 7 8
Phs
Duration (G
+Y+
Rc), s 28.9 32.9

20.3 27.9 27.9

33.9 12.9 35.3
Change
Period (Y+Rc), s

4.9 4.9

4.8 5.3

4.9 4.9 4.8

5.3 Max Green Setting (Gmax}, s 24.0 24.9 18.2 23.0 23.0 25.9 11.2 30.0 Max Q Clear Time (g_c+l1 }, s 15.1 19.0 15.4 14.4 10.4 20.3 8.0 20.8 Green Ext nme (p_c), s 0.1 2.2 0.1 2.1 0.1 2.7

0.1 4.1
Intersection Summery
HCM 7th Control Del
ay, s/v
eh 44.8
HCM 7th LOS D
Notes
User
approved pedestrian interval to be less th
an
phase max green.

User ap
proved volume balancing among the lanes for turning movement. 01 - Existing Year (2026) Conditions - Weekday PM Peak Ho ur Synchro 12 Report

Page 7 ends

132
E
XISTING YEAR (2026) CON
DITI
O
NS -
WEE
K
E
ND
MD
133
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 1: Studebaker Rd & South St 05/18/2026
..> -+ l' .,. +- ' ~ t t" '. i ~ McMliiit EBL EBT EBR WBL WBT WBR Net. NBT NBR SB[ SBT S8R Lane Configurations 'I +ti. 'I tt ,, 'I ++ ,, " .t+ ,, Tr affic Volume (veh/h) 162 860 93 105 761 683 143 254 128 501 201 172 Future Volume (veh/h) 162 860 93 105 761 683 143 254 128 501 201 172 Initial a (Ob), 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_pb T) 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 165
878 95 113
818 734 151 267 135 569 228 195
Peak Hour Factor 0.98

0.98 0.98

0.93 0.93

0.93 0.95

0.95 0.95

0.88 0.88

0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 183 1887 203 139 1346 937 211 420 187 756 397 336 Arrive On Green

0.10 0.40

0.40 0.08

0.38 0.38

0.12 0.12

0.12 0.21

0.21 0.21
Sat Flow, veh/h 1781 4679 504 1781 3554 1585 1781 3554 1585 3563 1870 1585 Grp Volume(v), veh/h 165 638 335 113 818 734 151 267 135 569 228 195 Grp
Sat Flow(s),veh/hnn 1781 1702 1780 1781 1777 1585 1781 1777 1585 1781 1870 1585 a Serve(g_s), s 10.1 15.1 1

5.2 6.9 20.4 38.8

9.0 7.9 9.0 16.5 12.0 12.2
Cycle a Clear(g_c), s 10.1 15.1 15.2 6.9 20.4 38.8 9.0

7.9 9.0 16.5 12.0 12.2
Prop In
Lane 1.00

0.28 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 1373 718 139 1346 937 211
420 187 756 397
336
VIC Ralio{X)

0.90 0.46

0.47 0.81

0.61 0.78

0.72 0.64

0.72 0.75

0.57 0.58
Avail Cap{c_a), veh/h 183 1373 718 168 1346 937 372 743 331 832 437 370 HCM Pl
atoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.84 0.84 0.84
Uniform Delay (d), s/veh 48.8 24.1 24.1 49.9 27.6 17.1 46.7 4 6.2 46.7 40.6 38.9 38.9
Iner Delay (d2), s/veh 39.2 1.1

2.2 18.1 2.0 6.5

4.5 1.6

5.1 5.0 4.0 4.8
Initial a
Del
ay(d3), s/veh

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(
50%),veh/ln

6.4 6.1

6.6 3.7 8.7 21.7

4.2 3.5

3.8 7.5

5.8 5.1
Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh

88.0 25.2 26.3 68.0 29.6

23.7 51 .3 47.8 51 .9 45.7 42.9 43.8
LnGrp LOS F C C E C C D D D D D D
Approach
Vol, veh/h 1138 1665 553 992
Approach Delay, s/veh 34.6 29.6 49.8 44.7
Approach LOS C C D D
Tmer-:AssiQlied Pfis 1 2 4 5 6 8
Phs Duration (G+Y
+Rc), s 13.4 49.7 18.3 16.1 47.0 28.6
Change Period (Y+Rc), s

4.8 5.3

5.3 4.8

5.3 5.3
Max Green Setting (Gmax), s 10.4 30.2 23.0 11.3 29.3 25.7 Max Q Clear Time (g
_
c+l1 ), s

8.9 17.2 11.0 12.1 40.8 18.5
Green Ext Time (p_c), s 0.0

7.7 2.0 0.0 0.0

4.9 ntiiieclioii &iiiiiiiiY
HCM 7th Control Delay, s/veh 36.9
HCM 7th
LOS D
Notis
User approved volume balancing among the lanes for turning movement.

User approved changes to right tum type.
02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synchro 12 Report Page 1 134
HCM 7th Signalized Intersection Summary
2: South St & 1-605 SB Off Rame
,> --+ .- '- \.

EBL EBT Yt/8 WBR SB[ S8R
Lane Configurations +++ t+t 'ff
Traffic Volume (veh/h) 0 1017 793 443 1117 774
Future Volume (veh/h) 0 1017 793 443 1117 774
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 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 0 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 0 1105 862 482 1214 841
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 2 2 2 2 2
Cap, veh/h 0 2024 1349 628 1671 1349
Arrive On Green 0.00 0.40 0.40 0.40 0.48 0.48
Sat Flow, veh/h 0 5443 3572 1585 3456 2790
Grp Volume(v), veh/h 0 1105 862 482 1214 841 Grp Sat Flow(s),veh/h/ln 0 1702 1702 1585 1728 1395 a Serve(g_s), s 0.0 18.3 22.5 29.0 30.8 24.5
Cycle a Clear(g_c), s 0.0 18.3 22.5 29.0 30.8 24.5
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c}, veh/h 0 2024 1349 628 1671 1349
V/C Ratio(X) 0.00 0.55 0.64 o.n 0.73 0.62
Avail Cap(c_a), veh/h 0 2024 1349 628 1671 1349
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 25.6 26.8 28.8 22.6 21.0 Iner Delay (d2}, s/veh 0.0 1.1 2.3 8.7 2.8 2.2 Initial a Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.3 9.2 12.0 12.9 8.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d}, s/veh 0.0 26.6 29.2 37.5 25.4 23.2 LnG!] LOS C C D C C Approach Vol, veh/h 1105 1344 2055 Approach Delay, s/veh 26.6 32.2 24.5 Approach LOS C C C Timer- iieiiPlis 2 4 6
Phs Duration (G+Y+Rc), s 50.0 60.0 50.0
Change Period (Y+Rc), s 6.4 6.8 6.4
Max Green Setting (Gmax}, s 43.6 53.2 43.6
Max a Clear Time (g_c+l1), s 20.3 32.8 31.0
Green Ext Time (p_c), s 10.7 7.8 8.5
lnteisectioo &:inma,y
HCM 7th Control Delay, s/veh 27.3 HCM 7th LOS C
02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Cerritos LongHorn TIA
05/18/2026
7 Synchro 12 Report

Page 2 ends

135
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 3: 1-605 NB Off Rame & South St 05/18/2026
...... • ~ ._ ~ ~ EBT EBR WBL WBT NBL NBR
Lane Confi
gurations +++ +t+ V 1'
Traffic Volume (veh/h) 1673 461 0 972 264 593
Future
Volume (v
eh/h) 16
73 461 0 972 264 593
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.
00 1.00 1.00 1.00
Ped-Bike
Adj(A_pb T) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.
00 Work Zone On
Ap
proach No No No
Adj Sat
Flow, veh/
Mn 1870 1870 0 18
70 1870 1870
Adj Flow
Rate, veh/h 1743 501 0 1013 435 447
Peak Hour Factor

0.96 0.92

0.92 0.96

0.96 0.96
Percent Heavy Veh, % 2 2 0 2 2 2
Cap, veh/h 2211 619 0 2848 574 511
Arrive On Green

0.56 0.56

0.00 0.56

0.32 0.32
Sat
Flow, veh/h 4133 1110 0 5443 1781 1585
Grp Volume(v), veh/h 1490 754 0 1013 435 447
Grp Sat Flow(s),veh/hnn 17
02 1671 0 1702 1781 1585
a Serve(g_s), s 37.9 40.1

0.0 12.0 24.1 29.3
Cycle Q
Clear(g_c), s

37.9 40.1 0.0 12.0 24.1

29.3 Prop In
Lane

0.66 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1899 932 0 2848 574 511
V/C Ratio(X)

0.78 0.81

0.00 0.36

0.76 0.88
Avail Cap(c_a), veh/h 1899 932 0 2848 845 752
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream
Filter(!) 1.00 1.00

0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 19.1 19.6 0.0 13.4 33.4 35.2
Iner Delay (d2), s/veh

3.3 7.5 0.0

0.3 2.7 8.6
Initial Q Delay(d3), s/veh 0.0

0.0 0.0

0.0 0.0 0.0
%ie BackOfQ(50%),veMn 14.3 16.0 0.0 4.4 1

0.8 12.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh

22.5 27.2

0.0 13.8 36.1 43.8
LnGrp

LOS C C B D D
Ap
proach Vol, veh/h 2244 1013 882
Appr
oach
Delay, s/veh 24.0 13.8

40.0 Approach LOS C B D
uner • AssiQiiicf Pfis 2 4 6
Phs Duration (G+Y+
Rc), s 67.7 42.3 67.7
Ch
ange Period (Y+Rc), s

6.4 6.8

6.4 Max Green Setting (Gmax), s 44.6 52.2 44.6
Max Q Cle
ar Time (g_c+l1), s 42.1 31.3 14.0
Green
Ext Time (p_c), s

2.4 4.2 11.0
lntersedion Smimary
HCM
7th Control Delay, s/v
eh 24.9
HCM 7th LOS C
No1iii
User approved volume balancilg among the lanes for turning movement. 02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synchro 12 Report Page 3 136
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 4: Landmark Sguare/Los Cerritos Center & South St 05/18/2026 .,> -,.. -,. f +- '- "' t \. i .I EBl BT EBR WBL WBT WBR B[ NBT NBR SBC SBT Lane Configurations "" t+t- tttft 'i 'ft .., ft 7' Traffic Volume (veh/hJ 766 1227 145 0 1458 75 103 17 41 110 17 503 Future Volume (v eh/h) 766 1227 145 0 1458 75 103 17 41 110 17 503
Initial a (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 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 815 1305 154 0 1551 80 110 18 44 117 0 547 Peak Hour Factor

0.94 0.94

0.94 0.92 0.94

0.94 0.94

0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 779
3324 392 0 28
56 147 149 40 99 128 0 942
Arrive On Green

0.23 0.72

0.72 0.00

0.15 0.15

0.08 0.08

0.08 0.07

0.00 0.07
Sat Flow, veh/h 3456 4630 546 0 6574 325 1781 482 1177 1781 0 3170 Grp Volume(v), veh/h 815 960 499 0 1186 445 110 0 62 117 0 547 Grp Sat Flow(s),veh/h/ln 1728 1702 1772 0 1609 1812 1781 0 1659 1781 0 1585 a Serve(g_s), s 24.8 12.2 12.2

0.0 25.0 25.0

6.6 0.0

3.9 7.2 0.0 7.9
Cycle Q Clear(g_c), s 24.8 12.2 12.2

0.0 25.0 25.0

6.6 0.0 3.9 7.2 0.0

7.9 Prop In Lane 1.00

0.31 0.00 0.18 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 779 2444 1272 0 2184 820 149 0 139 128 0 942 VIC Ratio(X) 1.05

0.39 0.39

0.00 0.54

0.54 0.74

0.00 0.45

0.91 0.00

0.58 Av
ail Cap(c_a), veh/h 779 2444 1272 0 2184 820 518 0 482 128 0 942 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33

0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.59

0.59 1.00

0.00 1.00 1.00

0.00 1.00
Uniform Delay (d), s/veh 42.6 6.1 6.1 0.0 36.3 36.3 49.2 0.0 48.0 50.7

0.0 32.8
Iner Del
ay (d2). s/veh 44.9

0.5 0.9 0.0

0.6 1.5 6.9

0.0 2.2 54.2

0.0 0.9
Initial a Delay(d3), s/veh

0.0 0.0 0.0

0.0 0.0

0.0 0.0 0.0

0.0 o/oile BackOfQ(50%),veh/1n 15.1 3.7 4.0

0.0 10.8 12.4 3.3

0.0 1.7

5.1 0.0

6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh

87.5 6.6

7.0 0.0 36.8 37.8 56.1

0.0 50.2 104.9 0.0 33.7
LnG~LOS F A A D D E D F C
Approach Vol, veh/h 2274 1631 172 664 Approach Delay, s/veh 35.7 37.1 54.0 46.3 Approach LOS D D D D Ttmer-Aisigneci Ptis 2 4 5 6 8 7
Phs Duration (G+Y+Rc), s 83.9 12.4 29.2 54.7 13.7
Change Period (Y +Re), s

4.9 4.5

4.4 4.9

4.5 Max
Green Setting (Gmax), s 56.2

7.9 24.8 27.0 32.0
Max a Clear nme (g
_
c+l1), s 14.2

9.9 26.8 27.0

8.6 Green Ext Time (p_c}, s 13.1 0.0 0.0 0.0 0.6
.lnteiiiction Summary
HCM 7th Control Delay, s/veh 38.3 HCM 7th LOS D
Notiii User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning move ment.
02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synch ro 12 Report Page4
137
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 5: Gridlel Rd & South St 05/18/2026
_,,> ---+ ,. '( +- '- t I" \. i -cl
EBI: EB EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations ,,, -tt t. " Mt. " +t+ ++ 7' Traffic Volume (veh/h) 368 904 100 103 792 154 171 398 96 208 328 558 Future Volume (veh/h) 368 904 100 103 792 154 171 398 96 208 328 558 Initial a (Ob), 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/hnn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 387 952 105 108 834 162 180 419 101 219 345 587 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 455 1732 190 134 1351 261 210 641 153 250 882 602 Arrive On Green 0.04 0.12 0.12 0.08 0.31 0.31 0.12 0.23 0.23 0.05 0.08 0.08 Sat Flow, veh/h 3456 4668 513 1781 4296 829 1781 2845 680 1781 3554 1585 Grp Volume(v), veh/h 387 693 364 108 660 336 180 260 260 219 345 587 Grp Sat Flow(s),veh/Mn 1728 1702 1778 1781 1702 1721 1781 1777 1748 1781 1777 1585 Q serve(g_s), s 12.2 21 .1 21.2 6.6 18.1 18.3 10.9 14.6 14.9 13.4 10.1 27.3 Cycle Q Clear(g_c), s 12.2 21.1 21 .2 6.6 18.1 18.3 10.9 14.6 14.9 13.4 10.1 27.3 Prop In Lane 1.00 0.29 1.00 0.48 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 455 1263 659 134 1070 541 210 400 394 250 882 602 VIC Ratio(X) 0.85 0.55 0.55 0.81 0.62 0.62 0.86 0.65 0.66 0.87 0.39 0.98 Avail Cap(c_a), veh/h 584 1263 659 162 1070 541 314 436 429 285 882 602 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(!) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 51.5 39.6 39.7 50.1 32.1 32.1 47.6 38.7 38.8 51.5 42.6 39.5 Iner Delay {d2). s/veh 6.8 1.5 2.9 18.1 2.7 5.3 9.7 3.6 3.9 15.9 0.9 25.4 Initial a 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%),vehnn 6.1 9.8 10.6 3.5 7.6 8.2 5.3 6.7 6.7 7.5 4.9 19.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.4 41.1 42.6 68.2 34.7 37.4 57.4 42.3 42.7 67.4 43.5 65.0 LnG!E LOS E D D E C D E D D E D E
Approach Vol, veh/h 1444 1104 700 1151
Approach Delay, s/veh 46.1 38.8 46.3 59.0
Approach LOS D D D E
[Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.7 45.7 17.3 34.3 18.9 39.5 19.9 31 .8 Change Period (Y+Rc), s 4.4 4.9 4.4 *7 4.4 4.9 4.4 7.0
Max Green Setting (Gmax), s 10.0 34.7 19.4 • 27 18.6 26.1 17.6 27.0 Max Q Clear Time (g_c+l1), s 8.6 23.2 12.9 29.3 14.2 20.3 15.4 16.9 Green Ext Time (p_c), s 0.0 6.4 0.1 0.0 0.2 3.6 0.0 2.9 Intersection Summ!X
HCM 7th Control Delay, s/veh 47.7 HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 5 ends

138
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 6: Gridle~ Rd & 183rd St 05/18/2026
.,> --+ '# +- '- t \.. i .I
Movement EBl EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'I t+ (' 'I tft t,t 7' " +~ Traffic Volume (veh/h) 100 313 310 211 399 62 246 449 207 23 393 158 Future Volume (veh/h) 100 313 310 211 399 62 246 449 207 23 393 158 Initial a (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/hfln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 110 344 341 232 438 68 270 493 227 25 432 174 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 138 1083 483 263 1157 179 304 1258 795 31 497 198 Arrive On Green 0.03 0.10 0.10 0.15 0.37 0.37 0.17 0.35 0.35 0.02 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3085 476 1781 3554 1585 1781 2480 989 Grp Volume(v), veh/h 110 344 341 232 251 255 270 493 227 25 308 298 Grp Sat Flow(s),veh/hfln 1781 1777 1585 1781 1777 1785 1781 1777 1585 1781 1777 1692 Q Serve(g_s), s 6.8 9.9 22.9 14.0 11.3 11.5 16.3 11.4 9.2 1.5 18.5 18.8 Cycle a Clear(g_c), s 6.8 9.9 22.9 14.0 11.3 11.5 16.3 11.4 9.2 1.5 18.5 18.8 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.58
Lane Grp Cap(c), veh/h 138 1083 483 263 666 669 304 1258 795 31 356 339 V/C Ratio(X) 0.80 0.32 0.71 0.88 0.38 0.38 0.89 0.39 0.29 0.81 0.86 0.88 Avail Cap(c_a), veh/h 188 1083 483 317 666 669 424 1258 795 214 399 380 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.67 0.67 0.67 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 38.8 44.7 45.9 25.0 25.1 44.6 26.6 15.9 53.9 42.5 42.6 Iner Delay (d2), s/veh 10.8 0.5 5.8 21 .1 1.6 1.6 11.5 0.6 0.6 37.9 16.4 18.7 Initial a 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%),veMn 3.5 4.6 10.5 7.7 5.0 5.1 8.1 4.9 3.3 1.0 9.5 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.6 39.4 50.5 67.1 26.6 26.7 56.1 27.3 16.6 91.8 58.9 61.3 LnGrE LOS E D D E C C E C B F E E
Approach Vol, veh/h 795 738 990 631 Approach Delay, s/veh 47.5 39.4 32.7 61.4 Approach LOS D D C E Timer -Assigned Pfis 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.6 38.4 23.6 27.4 12.9 46.1 6.7 44.2 Change Period (Y +Re), s 4.4 4.9 4.8 5.3 4.4 4.9 4.8 5.3 Max Green Setting (Gmax), s 19.6 20.1 26.2 24.7 11.6 28.1 13.2 37.7 Max Q Clear Time (g_c+l1), s 16.0 24.9 18.3 20.8 8.8 13.5 3.5 13.4 Green Ext Time (p_c), s 0.2 0.0 0.5 1.3 0.1 2.5 0.0 4.1 Intersection St.mrnary
HCM 7th Control Delay, s/Veh 43.7
HCM 7th LOS D
User approved pedestrian interval to be less than phase max green.

User approved changes to right tum type.
02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 6 ends

139
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 7: Studebaker Rd & 183rd St 05/18/2026
.,,,.
-+ .._ '- t \.. i ..I
MCMiiiiiiit EBl EBT EBR WBL WBT WBR N :r NBR SBL SBT SBR Lane Configurations 'I +i. 1t .t+ .,, 'I +t r' '" +i. Traffic Volume (veh/h) 49 360 112 298 394 311 155 354 540 345 307 77 Future Volume (veh/h) 49 360 112 298 394 311 155 354 · 540 345 307 77 Initial a (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(AJ>bT) 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 51 375 117 240 508 324 161 369 562 359 320 80 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 372 649 200 423 1013 429 192 775 722 419 655 161 Arrive On Green 0.21 0.24 0.24 0.08 0.09 0.09 0.04 0.07 0.07 0.12 0.23 0.23 Sat Flow, veh/h 1781 2675 824 1781 3741 1585 1781 3554 1585 3456 2826 696 Grp Volume(v), vehih 51 247 245 240 508 324 161 369 562 359 199 201 Grp Sal Flow(s),veh/Mn 1781 1777 1722 1781 1870 1585 1781 1777 1585 1728 1777 1745 a Serve{g_s), s 2.6 13.5 13.8 14.3 14.2 22.0 9.9 11.0 24.0 11.2 10.7 11.0 Cycle Q Clear(g_c), s 2.6 13.5 13.8 14.3 14.2 22.0 9.9 11.0 24.0 11.2 10.7 11.0 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 372 431 418 423 1013 429 192 775 722 419 412 405 VIC Ralio(X) 0.14 0.57 0.59 0.57 0.50 0.76 0.84 0.48 0.78 0.86 0.48 0.50 Avail Cap(c_a), veh/h 372 431 418 423 1013 429 230 775 722 478 412 405 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 0.62 0.62 0.62 1.00 1.00 1.00 Uniform Delay {d), s/veh 35.4 36.7 36.8 45.3 43.0 46.5 52.1 45.0 28.7 47.4 36.6 36.7 Iner Delay {d2), s/veh 0.8 5.5 5.9 4.1 1.3 8.9 11.8 1.3 5.2 11.9 1.3 1.3 Initial Q Delay(d3). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehnn 1.2 6.4 6.3 7.3 7.3 10.3 5.2 5.3 12.9 5.4 4.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh 36.2 42.1 42.7 49.3 44.3 55.4 63.9 46.3 33.9 59.3 37.8 38.0 LnG!J! LOS D D D D D E E D C E D D
Approach Vol, veh/h 543 1072 1092 759 Approach Delay, s/veh 41.8 48.8 42.5 48.0 Approach LOS D D D D ,mer-AssiQnia P 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31 .0 31.6 16.6 30.8 27.9 34.7 18.1 29.3 Change Period (Y+Rc), s 4.9 4.9 4.8 5.3 4.9 4.9 4.8 5.3 Max Green Setting (Gmax), s 26.1 24.8 14.2 25.0 23.0 27.9 15.2 24.0 Max a Clear Time (g_c+l1), s 16.3 15.8 11.9 13.0 4.6 24.0 13.2 26.0 Green Ext Time {p_c), s 0.1 2.5 0.0 2.3 0.0 2.1 0.1 0.0 lntersectioo &:imm!l
HCM 7th Control Delay, s/veh 45.5 HCM 7th LOS D
User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. 02 - Existing Year (2026) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 7 ends

140
OPENING YEAR (2028) CONDITIONS -

WEEKDAY PM
141
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 1: Studebaker Rd & South St 05/18/2026
_,.
..... .. ., +- t \... ! .J
EBc: EBT EBR WBT WBR NBL NBT NBR Set.: SBT
Lane Configurations " ttJ. "I tt ,, ., +t 1' .r+ ,, Traffic Volume (veh/h) 156 821 191 130 917 526 241 324 91 490 326 182 Future Volume (veh/h) 156 821 191 130 917 526 241 324 91 490 326 182 Initial a (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....ObT) 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 159 838 195 140 986 566 254 341 96 557 370 207 Peak Hour Factor 0.98 0.98 0.98 0.93 0.93 0.93 0.95 0.95 0.95 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 181 1280 296 168 1071 850 309 617 275 837 440 373 Arrive On Green 0.10 0.31 0.31 0.09 0.30 0.30 0.17 0.17 0.17 0.24 0.24 0.24 Sat Flow, veh/h 1781 4144 958 1781 3554 1585 1781 3554 1585 3563 1870 1585 Grp Volume(v), veh/h 159 687 346 140 986 566 254 341 96 557 370 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1698 1781 1777 1585 1781 1777 1585 1781 1870 1585 Q Serve(g_s), s 9.7 19.2 19.4 8.5 29.5 28.3 15.1 9.6 5.9 15.6 20.7 12.6 Cycle Q Clear(g_c), s 9.7 19.2 19.4 8.5 29.5 28.3 15.1 9.6 5.9 15.6 20.7 12.6 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap{c), veh/h 181 1052 525 168 1071 850 309 617 275 837 440 373 V/C Ratio(_X) 0.88 0.65 0.66 0.83 0.92 0.67 0.82 0.55 0.35 0.67 0.84 0.56 Avail Cap(c_a), veh/h 181 1052 525 181 1071 850 400 798 356 865 454 385 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 48.7 32.9 33.0 49.0 37.2 18.4 43.8 41.6 40.0 38.1 40.1 37.0 Iner Delay (d2), s/veh 33.9 3.2 6.4 23.8 14.0 4.1 10.2 0.8 0.8 2.8 13.2 3.7 Initial a 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 o/oile BackOfQ(50%),veh/ln 5.9 8.1 8.6 4.8 14.4 16.4 7.4 4.2 2.3 6.9 10.8 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 82.6 36.1 39.3 72.8 51.2 22.5 54.0 42.3 40.7 40.9 53.3 40.7 LnG!]! LOS F D D E D C D D D D D D
Approach Vol, veh/h 1192 1692 691 1134 Approach Delay, s/veh 43.2 43.4 46.4 44.9 Approach LOS D D D D Timer - Assigned Phs 1 2 4 5 6 8 --,
Phs Duration {G+Y+Rc), s 15.2 39.3 24.4 16.0 38.5 31 .2 Change Period (Y+Rc), s 4.8 5.3 5.3 4.8 5.3 5.3
Max Green Setting (Gmax), s 11.2 26.7 24.7 11.2 26.7 26.7 Max a Clear Time (g_c+l1), s 10.5 21.4 17.1 11.7 31.5 22.7 Green Ext Time (p_c), s 0.0 3.8 2.0 0.0 0.0 3.1
lntersectloo Summary
HCM 7th Control Delay, s/veh 44.1
HCM 7th LOS D No User approved volume balancing among the lanes for turning movement. User approved changes to right tum type. 03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 1 ends

142
HCM 7th Signalized Intersection Summary
2: South St & 1-605 SB Off Rame
......
.,_ '- \.

EBI: WBR S8l SBR
Lane Configurations +++ 1\1' ,,, Traffic Volume (veh/h) 0 980 529 809 647 Future Volume (veh/h) 0 980 529 809 647
Initial a (Qb), veh 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/Mn 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 948 1065 575 879 703 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 2 Cap, veh/h 0 2024 1349 628 1671 1349
Arrive On Green 0.00 0.40 0.40 0.40 0.48 0.48
Sat Flow, veh/h 0 5443 3572 1585 3456 2790
Grp Volume(v), veh/h 0 948 1065 575 879 703 Grp Sat Flow(s),veh/Mn 0 1702 1702 1585 1728 1395 a Serve(g_s), s 0.0 15.1 30.2 37.8 19.4 19.1
Cycle a Clear(g_c), s 0.0 15.1 30.2 37.8 19.4 19.1
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2024 1349 628 1671 1349
V/C Ratio(X) 0.00 0.47 0.79 0.92 0.53 0.52
Avail Cap(c_a}, veh/h 0 2024 1349 628 1671 1349
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 24.6 29.2 31.4 19.7 19.6
Iner Delay (d2), s/veh 0.0 0.8 4.8 20.2 1.2 1.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.0 12.6 17.1 8.0 6.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 25.4 33.9 51.7 20.9 21.0
LnG~LOS C C D C C
Approach Vol, veh/h 948 1640 1582 Approach Delay, s/veh 25.4 40.1 20.9 Approach LOS C D C imer-Assig Ptis 2 4 6
Phs Duration (G+Y+Rc), s 50.0 60.0 50.0
Change Period (Y+Rc), s 6.4 6.8 6.4
Max Green Setting (Gmax), s 43.6 53.2 43.6
Max a Clear Time (g_c+l1), s 17.1 21 .4 39.8
Green Ext Time (p_c), s 9.6 5.9 3.3
Jntersection Summ!!l
HCM 7th Control Delay, s/veh 29.5 HCM 7th LOS C
03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Cerritos LongHorn TIA
05/18/2026
Synchro 12 Report

Page 2 ends

143
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 3: 1-605 NB Off Rame & South St 05/18/2026
--+- f +- "' r EBT EBR WBL WBT NBL NBR
Lane Configurations +++ +t+ V rt Traffic Volume (veh/h) 1337 344 0 1052 457 499 Future Volume (veh/h) 1337 344 0 1052 457 499
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Worl< Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 1393 374 0 1096 497 498 Peak Hour Factor 0.96 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 2 2 2 Cap. veh/h 2103 562 0 2679 633 563
Arrive On Green 0.52 0.52 0.00 0.52 0.36 0.36
Sat Flow, veh/h 4178 1072 0 5443 1781 1585
Grp Volume(v), veh/h 1182 585 0 1096 497 498 Grp Sat Flow(s),veh/h/ln 1702 1677 0 1702 1781 1585 a Serve(g_s), s 27.8 28.0 0.0 14.3 27.4 32.5
Cycle Q Clear(g_c), s 27.8 28.0 0.0 14.3 27.4 32.5
Prop In Lane 0.64 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1786 880 0 2679 633 563
VIC Ratio(X) 0.66 0.66 0.00 0.41 0.79 0.88
Avail Cap(c_a), veh/h 1786 880 0 2679 845 752
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (dJ, s/veh 19.0 19.1 0.0 15.8 31.7 33.3
Iner Delay (d2), s/veh 1.9 4.0 0.0 0.5 3.9 10.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 10.6 11.0 0.0 5.3 12.4 14.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.0 23.0 0.0 16.3 35.6 43.5
LnG~LOS C C B D D
Approach Vol, veh/h 1767 1096 995 Approach Delay, s/veh 21.7 16.3 39.6 Approach LOS C B D Timer· Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 64.1 45.9 64.1
Change Period (Y+Rc), s 6.4 6.8 6.4
Max Green Setting (Gmax), s 44.6 52.2 44.6
Max Q Clear Time (g_c+11), s 30.0 34.5 16.3
Green Ext Time (p_c), s 11.6 4.6 11.7
Intersection Summary
HCM 7th Control Delay, s/veh 24.8 HCM 7th LOS C
Notes User approved volume balancing among the lanes for turning movement. 03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 3 ends

144
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 4: Landmark Sguare/Los Cerritos Center & South St 05/18/2026 ..>
---
.. ..
+- ' t ~ · '-.. i ..; EBC: EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations 1111 ttt+ tttt+ ' t+ 1+ ,, Traffic Volume (veh/h) 505 1169 156 0 1341 116 98 16 42 80 11 399 Future Volume (veh/h) 505 1169 156 0 1341 116 98 16 42 80 11 399 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_pb T) 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/hnn 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 537 1244 166 0 1427 123 104 17 45 85 0 432 Peak Hour Factor 0.94 0,94 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 616 3180 424 0 2915 251 143 36 97 170 0 867
Arrive On Green 0.18 0.70 0.70 0.00 0.16 0.16 0.08 0.08 0.08 0.10 0.00 0.10 Sat Flow, veh/h 3456 4557 608 0 6341 523 1781 454 1201 1781 0 3170 Grp Volume(v), veh/h 537 929 481 0 1132 418 104 0 62 85 0 432 Grp Sat Flow(s},veh/h/ln 1728 1702 1761 0 1609 1776 1781 0 1654 1781 0 1585 a Serve(g_s}, s 16.6 12.5 12.5 0.0 23.6 23.6 6.3 0.0 3.9 5.0 0.0 10.5 Cycle Q Clear(g_c), s 16.6 12.5 12.5 0.0 23.6 23.6 6.3 0.0 3.9 5.0 0.0 10.5 Prop In Lane 1.00 0.35 0.00 0.29 1.00 0.73 1.00 1.00
Lane Grp Cap(c), veh/h 616 2375 1229 0 2314 852 143 0 133 170 0 867 V/C Ratio(X) 0.87 0.39 0.39 0.00 0.49 0.49 0.73 0.00 0.47 0.50 0.00 0.50 Avail Cap(c_a), veh/h 616 2375 1229 0 2314 852 526 0 489 170 0 867 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 0.00 0.63 0.63 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 6.9 6.9 0.0 34.0 34.0 49.4 0.0 48.3 47.3 0.0 33.6 Iner Delay (d2), s/veh 15.7 0.5 0.9 0,0 0.5 1.3 6.8 0.0 2.5 2,3 0.0 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8,3 3,9 4.2 0.0 10.2 11.5 3.1 0,0 1.7 2.3 0,0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.6 7.4 7.8 0.0 34.5 35.3 56.2 0.0 50.9 49.5 0.0 34.0 LnGrp LOS E A A C D E D D C Approach Vol, veh/h 1947 1550 166 517
Approach Delay, s/veh 21.9 34.7 54.2 36.6 Approach LOS C C D D Timer• Assigned Phs 2 4 5 6 8 7
Phs Duration (G+Y+Rc), s 81 .7 15.0 24.0 57.7 13.3
Change Period (Y+Rc), s 4.9 4.5 4.4 4.9 4.5
Max Green Setting (Gmax), s 53.1 10.5 19.6 29.1 32,5 Max Q Clear nme (g_c+l1), s 14.5 12.5 18.6 25.6 8.3 Green Ext Time (p_c), s 12.2 0.0 0.1 2.7 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 29.8 HCM 7th LOS C
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. 03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report Page4
145
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 5: Gridlel Rd & South St 05/18/2026
_,> -+ ... f .,_ ' t ,.. \. + EBL EBT EBR WBl N NBT NBR SBL SBT SBA Lane Configurations '" ++t- 'I ++t. ,, + .. ++ r' Traffic Volume (veh/h) 320 824 150 115 871 212 160 334 81 185 302 426 Future Volume (veh/h) 320 824 150 115 871 212 160 334 81 185 302 426 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 337 867 158 121 917 223 168 352 85 195 318 448 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 401 1614 293 148 1389 337 197 654 156 227 875 574 Arrive On Green 0.04 0.12 0.12 0.08 0.34 0.34 0.11 0.23 0.23 0.04 0.08 0.08 Sat Flow, veh/h 3456 4345 788 1781 4102 994 1781 2846 679 1781 3554 1585 Grp Volume(v), veM1 337 678 347 121 760 380 168 218 219 195 318 448 Grp Sat Flow(s),veh/hnn 1728 1702 1729 1781 1702 1691 1781 1777 1748 1781 1777 1585 a Serve(g_s), s 10.7 20.6 20.7 7.3 20.9 21.0 10.2 11.9 12.1 12.0 9.3 26.7 Cycle Q Clear(g_c), s 10.7 20.6 20.7 7.3 20.9 21.0 10.2 11.9 12.1 12.0 9.3 26.7 Prop In Lane 1.00 0.46 1.00 0.59 1.00 0.39 1.00 1.00
Lane Grp Cap(c). veh/h 401 1264 642 148 1153 573 197 408 402 227 875 574 V/C Ratio(X) 0.84 0.54 0.54 0.82 0.66 0.66 0.85 0.53 0.54 0.86 0.36 0.78 Avail Cap{c_a), veh/h 459 1264 642 236 1153 573 301 408 402 301 875 574 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(!) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 51 .9 39.4 39.4 49.6 31.0 31.0 48.0 37.2 37.3 51.7 42.4 37.6 Iner Delay (d2), s/veh 9.6 1.5 2.9 5.2 3.0 5.9 8.6 1.8 2.0 11.4 0.9 8.1 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 o/o~e BackOfQ(50%),veMn 5.4 9,6 10.1 3.4 8.7 9.2 4.9 5.3 5.3 6.4 4.4 12.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.5 40.8 42.3 54.8 33.9 37.0 56.6 39.0 39.3 63.2 43.3 45.7 LnGrp LOS E D D D C D E D D E D D Approach Vol, veh/h 1362 1261 605 961
Approach Delay, s/veh 46.3 36.8 44.0 48.5 Approach LOS D D D D Tmer-AssiQnea Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 45.8 16.6 34.1 17.2 42.2 18.4 32.3 Change Period (Y +Re), s 4.4 4.9 4.4 •7 4.4 4.9 4.4 7.0 Max Green Setting (Gmax), s 14.6 31.1 18.6 • 27 14.6 31 .1 18.6 25.0 Max a Clear Time (g_c+l1), s 9.3 22.7 12.2 28.7 12.7 23.0 14.0 14.1 Green Ext Time {p_c), s 0.0 4.9 0.1 0.0 0.1 5.2 0.1 2.5 Intersection Suiiimay
HCM 7th Control Delay, s/veh 43.6
HCM 7th LOS D User approved pedestrian interval to be less than phase max green. • HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 5 ends

146
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 6: Gridle:t Rd & 183rd St 05/18/2026
"). f -4-- '- "' t I" '-. ! .I EB( EBT EBR WBL WBT WBR NBL NBT NBR s SBT SBR Lane
Configurations "' ++ " "' +tt "' +-, " "' +i. Traffic
Volume (veh/h) 143 376 295 156 507 112 215 548 143 46 395 121 Future Volume (veh/h) 143 376 295 156 507 112 215 548 143 46 395 121 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 157 413 324 171
557 123 236 602 157 51 434 133
Peak Hour Factor 0.91 0.91 0.91

0.91 0.91

0.91 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 187 1173 523 203 981 216 270 1218 724 66
612 186
Arrive On
Green

0.03 0.11

0.11 0.11 0.34

0.34 0.15

0.34 0.34

0.04 0.23

0.23 Sat Flow, veh/h 1781 3554 1585 1781 2895 637 1781 3554 1585 1781 2685 81 5 Grp Volum
e(v), veM1 157 413 324 171 341 339 236
602 157 51 286 281
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1756 1781 1777 1585 1781 1777 1724 Q Serv
e(g_s}, s

9.6 11.8 21.5 10.4 17.3 17.4 14.2 14.7

6.6 3.1 16.3 16.6
Cycle a Clear(g
_c), s

9.6 11.8 21.5 10.4 17.3 17.4 14.2 14.7

6.6 3.1 16.3 16.6
Prop In Lane 1.00 1.00 1.00

0.36 1.00 1.00 1.00

0.47 Lane Grp Cap(c), veh/h 187 1173 523 203 602 595 270 1218 724 66 405 393 VIC Ratio(X)

0.84 0.35

0.62 0.84 0.57

0.57 0.87

0.49 0.22

0.77 0.71 0.72
Av
ail Cap(c_a), veh/h 188 1173 523 317 602 595 424 1218 724 214 405 393 HCM Platoon Ratio

0.33 0.33

0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream
Filter(I)

0.70 0.70

0.70 1.00 1.00 1.00 0.74 0.74

0.74 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.2 38.1 42.4 47.8 29.7 29.8 45.6 28.6 18.0 52.5 39.1 39.2 Iner Delay (d2), slveh 20.4

0.6 3.8 11.4

3.8 3.9 8.9 1.1 0.5 17.1

5.5 6.1
Initial a
Delay(d3), s/veh

0.0 0.0 0.0 0.0 0.0

0.0 0.0

0.0 0.0 0.0

0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 5.7 9.7 5.2 7.9 7.8 6.9 6.3

2.4 1.7 7.5 7.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.6 38.7 46.2 59.1 33.6 33.7 54.5 29.7 18.5 69.6

44.6 45.3
ln
G!_e LOS E D D E C C D C B E D D
Approach
Vol, veh/h 894 851 995 618
Approach Delay, s/veh 47.4 38.8 33.8 47.0 Approach LOS D D C D nmer -Assigned Ptis 1 2 3 4 5 6 8
Phs Duration (G+Y+Rc), s 16.9 41 .2 21 .5 30.4 15.9 42.2 8.9 43.0 Change Period (Y+
Rc), s

4.4 4.9

4.8 5.3 4.4

4.9 4.8

5.3 Max Green Setting (Gmax), s 19.6 20.1 26.2 24.7 11.6 28.1 13.2 37.7 Max a Clear nme (g_c+11), s 12.4 23.5 16.2 18.6 11.6 19.4

5.1 16.7
Green Ext nme (p_c), s 0.2 0.0 0.5 1.7

0.0 2.7 0.0 4.5
lnterseclioo Sumiii!!}'.

HCM 7th Control Delay, s/veh 41.1
HCM 7th LOS D
Noliis
User
approved ped
estrian interval to be less than phase max
green.

User approved ch
anges to right tum typ
e.
03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 6 ends

147
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 7: Studebaker Rd & 183rd St 05/18/2026
...> --+ • 'f ,.._ '- '4\ t I" '-. + .; EBL EBT EBR WBl WBT WBR NBL NBT NBR SB[ SBT Lane Configurations 'I +~ 'I .r+ 1' li ++ 1' '" +i. Traffic Volume (veh/h) 153 451 146 249 511 273 212 475 443 196 358 67 Future Volume (veh/h) 153 451 146 249 511 273 212 475 443 196 358 67 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 159 470 152 259 532 284 221 495 461 204 373 70 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 372 665 214 389 975 413 253 969 778 265 621 115 Arrive On Green 0.21 0.25 0.25 0.07 0.09 0.09 0.05 0.09 0.09 0.08 0.21 0.21 Sat Flow, vehlh 1781 2645 849 1781 3741 1585 1781 3554 1585 3456 2991 556 Grp Volume(v), veh/h 159 315 307 259 532 284 221 495 461 204 220 223 Grp Sat Flow(s),veh/h/ln 1781 1777 1717 1781 1870 1585 1781 1777 1585 1728 1777 1770 a Serve(g_s), s 8.5 17.7 17.9 15.6 15.0 19.1 13.6 14.6 22.5 6.4 12.3 12.6 Cycle Q Clear(g_c), s 8.5 17.7 17.9 15.6 15.0 19.1 13.6 14.6 22.5 6.4 12.3 12.6 Prop In Lane 1.00 0.49 1.00 1.00 1.00 1.00 1.00 0.31
Lane Grp Cap(c}, veh/h 372 447 432 389 975 413 253 969 778 265 369 367 V/C Ratio(X) 0.43 0.70 0.71 0.67 0.55 0.69 0.87 0.51 0.59 0.77 0.60 0.61 Avail Cap(c_a), veh/h 372 447 432 389 975 413 295 969 778 352 372 370 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filler(!) 1.00 1.00 1.00 0.58 0.58 0.58 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 37.4 37.5 47.1 44.0 45.9 51 .5 43.0 25.0 49.8 39.4 39.5 Iner Delay (d2), s/veh 3.6 9.0 9.6 5.2 1.3 5.4 15.4 1.4 2.4 4.9 3.1 3.3 Initial a 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 o/oile BackOfQ(50%),veh/ln 4.0 8.6 8.5 8.0 7.7 8.7 7.5 7.1 9.9 2.9 5.6 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh 41.3 46.4 47.1 52.3 45.3 51.3 66.9 44.5 27.4 54.8 42.5 42.9 LnGrpLOS D D D D D D E D C D D D
Approach Vol, veh/h 781 1075 1177 647 Approach Delay, s/veh 45.6 48.6 42.0 46.5 Approach LOS D D D D
mmer-Assignif Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 28.9 32.6 20.4 28.1 27.9 33.6 13.2 35.3 Change Period (Y+Rc), s 4.9 4.9 4.8 5.3 4.9 4.9 4.8 5.3 Max Green Setting (Gmax), s 24.0 24.9 18.2 23.0 23.0 25.9 11.2 30.0 Max a Clear Time (g_c+l1), s 17.6 19.9 15.6 14.6 10.5 21.1 8.4 24.5 Green Ext Time (p_c), s 0.1 2.0 0.1 2.1 0.1 2.4 0.1 3.0 Intersection Summ!!}
HCM 7th Control Delay, s/veh 45.5 HCM 7th LOS D User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. 03 - Opening Year (2028) Conditions - Weekday PM Peak Hour Synchro 12 Report

Page 7 ends

148
OPENING YEAR (2028) CONDITIONS
-
WEEKE
ND MD
149
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 1: Studebaker Rd & South St 05/18/2026
.> -+ • • ...... '- t '-. ..I EB[
EBR wet: WBT WBR NB[ BT NBR SSL SBT s
Lane Configurations 11 ++t. ++ (' "; ++ (' 4+ ,,
Traffic
Volume (veh/h) 180 870 94 106 769 772 145 273 129 536 217 188 Future Volume (veh/h} 180 870 94 106 769 772 145
273 129 536 217 188
Initial a (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_p
bT) 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 184 888 96 114 827
830 153 287 136 609 247 214
Pe
ak Hour
Factor 0.98

0.98 0.98

0.93 0.93

0.93 0.95

0.95 0.95

0.88 0.88

0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 1817 196 140 1298 934 215 429 191 798 419 355 Arrive On Green

0.10 0.39

0.39 0.08

0.37 0.37

0.12 0.12

0.12 0.22

0.22 0.22
Sat Flow, veh/h 1781 4680 504 1781 3554 1585 1781 3554 1585 3563 1870 1585 Grp Volume(v), veh/h 184 645 339 114 827 830 153 287 136 609 247 214 Grp Sat Flow(s),veh/h/ln 1781 1702 1780 1781 1777 1585 1781 1777 1585 1781 1870 1585 a Serve(g_s), s 11.2 15.7 15.8 6.9 21 .2 40.2

9.1 8.5

9.1 17.6 13.0 13.3
Cycle a Clear(g
_e}, s 11.2 15.7 15.8 6.9 21.2 40.2 9.1 8.5

9.1 17.6 13.0 13.3
Prop In Lane 1.00

0.28 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(e), veh/h 181 1321 691 140 1298 934 215 429 191 798 419 355 V/C
Ratio{X) 1.01 0.49 0.49

0.81 0.64

0.89 0.71

0.67 0.71

0.76 0.59

0.60 Avail Cap(e_a), veh/h 181 1321 691 181 1298 934 400 798 356 865 454 385 HCM Pl
atoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.81 0.81

0.81 Uniform Del
ay {d}, s/veh 49.4 25.4 25.4 49.9 28.9 17.5 46.5 46.3 46.5 39.9 38.2 38.3 Iner
Del
ay (d2). s/veh 70.7 1.3

2.5 14.9 2.4 12.3

4.3 1.8

4.8 4.9 3.9

4.9 Initial Q Oel
ay{d3), s/veh

0.0 0.0

0.0 0.0 0.0

0.0 0.0

0.0 0.0 0.0
%ile BaekOfQ(50%),veh/ln 8.4 6.3 6.9

3.6 9.1 25.8 4.2 3.8

3.8 8.0

6.3 5.5
Unsig. Movement
Delay, s/veh
LnGrp Delay(d), s/veh 120.1 26.7 27.9 64.8 31.3 29.9 50.8 48.1 51 .3 44.9 42.1 43.2 LnG!]L

OS F C C E C C D D D D D D
Approach Vol, veh/h 1168 1771 576 1070 Approach Delay, s/veh 41.8 32.8 49.6 43.9 Approach LOS D C D D Timer- AssiQiiei:IPfis 1 2 4 5 6 8
Phs Duration {G+Y+Re), s 13.5 48.0 18.6 16.0 45.5 29.9
Change
Period f(
+Re), s

4.8 5.3

5.3 4.8

5.3 5.3
Max Green Setting {Gmax), s 11.2 26.7 24.7 11.2 26.7 26.7 Max Q Clear Time {g _
c+l1 ), s

8.9 17.8 11.1 13.2 42.2 19.6
Green Ext Time (p_e), s

0.0 5.8

2.2 0.0

0.0 5.0
Intersection Summary
HCM 7th Control Del
ay, s/veh 39.8
HCM 7th LOS D User approved volume balancing among the lanes for turning movement User approved changes to right tum type. 04 - Opening Year (2028) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 1 ends

150
HCM 7th Signalized Intersection Summary
2: South St & 1-605 SB Off Rame
.,,> -+- .- ' \. ✓ Mowrnn EBL EBT WBT WBR SBL
Lane Configurations +++ +++ ~" Traffic Volume (veh/h) 0 1042 802 506 1129 Future Volume (veh/h) 0 1042 802 506 1129
Initial a (Qb), veh 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00
Work Zone
On Approach
No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 0 1133
872 550 1227
939
Peak Hour Factor

0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 2 2 2 2 2
Cap, veh/h 0 2024 1349 628 1671 1349
Arrive On
Green

0.00 0.40 0.40

0.40 0.48

0.48 Sat Flow, veh/h 0 5443 3572 1585 3456 2790
Grp Volume(v), veh/h 0 1133 872 550 1227 939
Grp Sat
Flow(s),veh/h/ln 0 1702 1702 1585 1728 1395
a Serve(g_s), s

0.0 18.9 22.9 35.3 31.3 28.8
Cycle Q Clear(g_c), s

0.0 18.9 22.9 35.3 31.3 28.8
Prop In Lane

0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2024 1349 628 1671 1349
VIC Ratio(X)

0.00 0.56

0.65 0.88

0.73 0.70
Avail Cap(c_a}, veh/h 0 2024 1349 628 1671 1349
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(!)

0.00 1.00 1.00 1.00 1.00 1.00
Uniform
Delay (d), s/veh

0.0 25.8 26.9 30.7 22.7 22.1
Iner Delay (d2), s/veh

0.0 1.1 2.4 15.7 2.9

3.0 Initial a
Delay(d3), s/veh

0.0 0.0

0.0 0.0
%ile BackOfQ(50%),veh/ln

0.0 7.5 9.3 15.5 13.1 9.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh

0.0 26.9 29.3 46.4 25.6 25.1
Ln
G!E LOS C C D C C
Approach Vol, veh/h 1133 1422
2166
Approach Delay, s/veh 26.9 35.9 25.4
Approach LOS C D C
1runer-Ass1Qi1ed
Phs 2 ll 6
Phs Duration (G+Y+Rc), s 50.0 60.0 50.0
Change Period (Y+Rc), s 6.4

6.8 6.4
Max Green Setting (Gmax), s 43.6 53.2 43.6
Max a Clear nme (g_c+l1). s 20.9 33.3 37.3
Green Ext Time (p_c), s 10.8 8.3 5.0
,Intersection Suiiiiii!!l
HCM 7th Control Delay, s/veh 28.9
HCM 7th
LOS C
04 - Opening Year (2028) Conditions - Weekend MD Peak Hour Cerritos LongHorn TIA
05/18/2026
Synchro 12 Report
Page2
151
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 3: 1-605 NB Off Rame & South St 05/18/2026
--+ .. ,(" +- "' I"' EBT EBR WBL WB BR
Lane Configurations +++ +t+ V r'
Traffic Volume (veh/h) 1692 480 3 1041 267 634
Future Volume (veh/h) 1692 480 3 1041 267 634
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 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 1870 Adj Flow Rate, veh/h 1763 522 3 1084 456 469 Peak Hour Factor 0.96

0.92 0.92

0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2141 615 34 2686 599 533
Arrive On Green

0.54 0.54

0.54 0.54 0.34

0.34 Sal Flow, veh/h 4108 1131 2 5095 1781 1585
Grp Volume(v), veMl 1516 769 406 681 456 469
Grp Sat Flow(s),veh/h/ln 1702 1667 1846 1549 1781 1585
Q Serve(g_s), s 40.3 43.0

0.0 14.1 25.1 30.7
Cycle Q Clear(g
_c), s 40.3 43.0 13.9 14.1 25.1 30.7
Prop In Lane

0.68 0.01 1.00 1.0
Lane Grp Cap(c), veh/h 1850 906 1036 1684 599 533
V/C Ratio{X)

0.82 0.85 0.39 0.40

0.76 0.88
Avail Cap(c_a), veh/h 1850 906 1036 1684 845 752
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream
Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.7 21.3 14.6 14.7 32.5 34.4
Iner Delay (d2), s/veh

4.2 9.8 1.1 0.7

3.0 9.3
Initial Q Delay(d3), s/veh

0.0 0.0

0.0 0.0
%ile
BackOfQ(50%),veh/ln 15.6 17.6 5.8 4.8 11.3 13.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.9 31.0 15.8 15.4 35.5 43.7
LnG~LOS C C B B D D
Approach Vol, veh/h 2285 1087 925 Approach Delay, s/veh 26.9 15.5 39.7 Approach LOS C B D jTimer-MSiQned Ptis 2 4 6
Phs Duration (G+Y+Rc), s 66.2 43.8 66.2
Change Period (Y+Rc), s

6.4 6.8 6.4
Max Green Setting (Gmax), s 44.6 52.2 44.6
Max Q Clear Time (g
_
c+l1), s 45.0 32.7 16.1
Green Ext Time (p_c), s 0.0

4.3 11 .2
!iitiisection Siiiimary
HCM 7th Control Delay, s/veh 26.8 HCM 7th LOS C User approved volume balancing among the lanes for turning movement. 04 - Opening Year (2028) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 3 ends

152
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 4: Landmark Sguare/Los Cerritos Center & South St 05/18/2026 _,> _.. • • ,._ ' ~ t ~ \. i .; Mo't'lment ESL EBT EBR W8L WBT WBR NBC S8I.. SBT SBR Lane Configurations 1111 ++t. fttf. 'I f. ~ f. .,
Traffic Volume (veh/h) 797 1255 151 0 1588 76 104 17 41 111 18 525 Future Volume (veh/h) 797 1255 151 0 1588 76 104 17 41 111 18 525 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_ob T) 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 Wort<
Zone
On Appro
ach No No No No
Adj Sat Flow, veh/hnn 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Fl
ow
Rate, veh/h 848 1335 161 0 1689 81 111 18 44 118 0 572
Peak Hour Factor

0.94 0.94

0.94 0.92

0.94 0.94

0.94 0.94
Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 782 3312 399 0 2858 137 150 41 99 128 0 945
Arrive On Green

0.23 0.72 0.72

0.00 0.15

0.15 0.08

0.08 0.08

0.07 0.00

0.07 Sat Flow, veh/h 3456 4617 557 0 6599 304 1781
482 1177 1781 0 3170
Grp Volume(v), veh/h 848 984 512 0 1286 484 111 0 62 118 0 572 Grp Sat Flow(s),veh/Mn 1728 1702 1770 0 1609 1816 1781 0 1659 1781 0 1585 Q Serve{g_s), s 24.9 12.6 12.6 0.0 27.4 27.4

6.7 0.0 3.9 7.2 0.0 7.9
Cycle a Clear(g
_c), s 24.9 12.6 12.6

0.0 27.4 27.4 6.7

0.0 3.9 7.2

0.0 7.9
Prop In Lane 1.00

0.31 0.00

0.17 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 782 2442 1270 0 2176 819 150 0 140 128 0 945 V/C Ratio(X) 1.08

0.40 0.40

0.00 0.59

0.59 0.74

0.00 0.44

0.92 0.00

0.61 Avail Cap{c_a), veh/h 782 2442 1270 0 2176 819 518 0 482 128 0 945 HCM Platoon Ratio 1.00 1.00 1.00 1.00

0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00

0.00 0.45 0.45 1.00 0.00 1.00 1.00

0.00 1.00
Uniform Delay (d), s/veh 42.5

6.2 6.2 0.0 37.3 37.3 49.2

0.0 47.9 50.7

0.0 33.1
Iner Delay (d2), s/veh 57.4

0.5 1.0 0.0

0.5 1.4

6.9 0.0

2.2 56.3

0.0 1.1
Initial a 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%),veMn 16.5

3.8 4.1

0.0 11.8 13.5

3.3 0.0 1.7

5.2 0.0

6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 99.9

6.7 7.1 0.0 37.9 38.8 56.1 0.0 50.1 107.0 0.0 34.2
LnGrp

LOS F A A D D E D F C
Approach Vol, veh/h 2344 1770 173 690
Approach Delay, s/veh 40.5 38.1 53.9 46.6
Approach LOS D D D D
lfirner-MSOiicf Pfii 2 4 5 6 8
Phs Duration (G+Y+Rc), s 83.8 12.4 29.3 54.5 13.8
Change Period (Y+Rc), s

4.9 4.5 4.4

4.9 4.5
Max Green Setting (Gmax), s 56.2

7.9 24.9 26.9 32.0
Max Q Clear Time (g_c+11), s 14.6

9.9 26.9 29.4

8.7 Green Ext Time (p
_c), s 13.6

0.0 0.0 0.0 0.6
lilteisection Summary
HCM 7th Control Delay, s/veh 41.0
HCM 7th LOS D
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. 04 - Opening Year (20
28) Conditions - Weekend MD Peak Hour Synchro 12 Report Page4
153
HCM 7th Signalized Intersection Summ
ary Cerritos LongHorn TIA
5: Gridle~ Rd & South St 05/18/2026
..> -+ l' '# +- ' "' t ~ '-. ! .' MiMiiiiii EBt: EB WBR NBL NBT NBR SSL SBT ~ Lane Configurations 'i'I ++~ Mt. 'i tlt ~ +t ,,
Traffic Volume (veh/h) 387 914 101 801 221 173 435 97 224 362 678 Future Volume (veh/h) 387 914 101 801 221 173 435 97 224 362 678 Initial Q (Qb), veh 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 Ped-Bike Adj(A...pbT) 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 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 407 962 106 109 843 233 182 458 102 236 381 714 Peak Hour Factor

0.95 0.95

0.95 0.95 0.95

0.95 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2
Ca
p, veh/h 476 1632 179 135 11
46 315 211 708 157 253 953 643
Arrive On Green

0.05 0.12

0.12 0.08

0.29 0.29

0.12 0.24

0.24 0.05

0.09 0.09
Sat Flow, veh/h 3456 4669 513 1781 3983 1094 1781 2892 640 1781 3554 1585 Grp Volume(v), veMl 407 701 367 109 720 356 182 280 280 236 381 714 Grp Sat Flow(s),veh/h/ln 1728 1702 1778 1781 1702 1673 1781 1777 1755 1781 1777 1585 Q Serve(g_s), s 12.9 21 .5 21.6 6.6 21.0 21.2 11.0 15.6 15.8 14.5 11.1 29.5 Cycle Q Clear(g
_c), s 12.9 21.5 21.6

6.6 21.0 21 .2 11.0 15.6 15.8 14.5 11.1 29.5
Prop In Lane 1.00

0.29 1.00

0.65 1.00

0.36 1.00 1.00
Lane Grp Cap(c), veh/h 476 1190 621 135 979 481 211 435 430 253 953 643 V/C Ratio(X)

0.86 0.59

0.59 0.81

0.74 0.74

0.86 0.64

0.65 0.93

0.40 1.11
Avail Cap(c_a), veh/h 622 1190 621 173 979 481 246 436 431 253 953 643 HCM
Platoon Ratio

0.33 0.33

0.33 1.00 1.00 1.00 1.00 1.00 1.00

0.33 0.33

0.33 Upstream Filter(!) 0.87

0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00

0.66 0.66

0.66 Uniform Delay (d), s/veh 51 .4 41.2 41.2 50.0 35.4 35.5 47.6 37.2 37.3 51.9

41.8 38.8
Iner Delay {d2), s/veh

6.5 1.9

3.6 15.2 4.9 9.8 20.9

3.7 3.9 29.4

0.8 63.9
Initial a Oelay(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%),veMn

6.4 10.1 10.8

3.5 9.1 9.7

6.1 7.1

7.1 9.0

5.4 27.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.9
4 3.0 44.8 65.2 40.3
4 5.3 68.5 40.9 41.3 81 .3 42.6 102.7
LnGrp LOS E D D E D D E D D F D F
Approach Vol, veh/h 1475 1185 742 1331
Approach Delay, s/veh 47.6 44.1
4 7.8 81.7
Approach

LOS D D D F
Timer-Assigned Pfii 1 2 3 4 5 6 7 8
Phs Duration (G+Y+
Rc), s 12.7

43.3 17.4 36.5 19.5 36.5 20.0 33.9
Change Period (Y+Rc), s 4.4

4.9 4.4 •7

4.4 4.9 4.4

7.0 Max Green Setting (Gmax), s 10.7 36.0 15.2 • 30 19.8 26.9 15.6 27.0 Max a Clear Time (g_c+l1), s 8.6 23.6 13.0 31.5 14.9 23.2 16.5 17.8 Green
Ext Time (p_c), s 0.0

6.8 0.0 0.0 0.3

2.6 0.0 3.0
Intersection Siiiunary
HCM 7th Control Delay, s/veh 56.3
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. • HCM 7th computational engine requires equal cle
arance times for the phases crossing the barrier.
04 - Opening Year (2028) Co
nditions - Weekend MD Peak Hour Syn
chro 12 Report

Page 5 ends

154
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 6: Gridle:t: Rd & 183rd St 05/18/2026
_,,> --+ • 'f ' t i Movement EBT EBR WBR NBL: BT NBR SBL SBT Lane Configurations +t f " " +t 1' " +t+ Traffic Volume (veh/h) 115 330 414 211 63 249 455 207 23 397 176 Future Volume (veh/h) 115 330 414 211 63 249 455 207 23 397 176 Initial Q (Qb), veh 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 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 126 363 455 232 464 69 274 500 227 25 436 193 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 155 1055 470 263 11 10 164 308 1286 808 31 496 217 Arrive On Green 0.03 0.10 0.10 0.15 0.36 0.36 0.17 0.36 0.36 0.02 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3105 459 1781 3554 1585 1781 2404 1054 Grp Volume(v), veh/h 126 363 455 232 264 269 274 500 227 25 321 308 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1788 1781 1777 1585 1781 1777 1681 a Serve(g_s). s 7.7 10.5 31.5 14.0 12.4 12.5 16.5 11.5 9.0 1.5 19.3 19.6 Cycle Q Clear(g_c), s 7.7 10.5 31.5 14.0 12.4 12.5 16.5 11.5 9.0 1.5 19.3 19.6 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 155 1055 470 263 635 639 308 1286 808 31 367 347 VIC Ratio(X) 0.81 0.34 0.97 0.88 0.42 0.42 0.89 0.39 0.28 0.81 0.88 0.89 Avail Cap(c_a), veh/h 188 1055 470 317 635 639 424 1286 808 214 399 377 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 1.00 1.00 1.00 0.66 0.66 0.66 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.5 39.6 49.1 45.9 26.7 26.7 44.5 26.1 15.4 53.9 42.3 42.4 Iner Delay (d2), s/veh 11.5 0.5 23.5 21.1 2.0 2.0 11.3 0.6 0.6 37.9 18.2 20.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 4.9 16.4 7.7 5.5 5.6 8.1 4.9 3.3 1.0 10.1 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.1 40.1 72.6 67.1 28.7 28.8 55.7 26.6 16.0 91.8 60.5 63.1 LnG~LOS E D E E C C E C B F E E
Approach Vol, veh/h 944 765 1001 654 Approach Delay, s/veh 59.0 40.4 32.2 62.9 Approach LOS E D C E Tuner -Assigned Phs 1 2 3 4 5 6 7 8 --,
Phs Duration (G+Y+Rc), s 20.6 37.5 23.8 28.0 14.0 44.2 6.7 45.1 Change Period (Y+Rc), s 4.4 4.9 4.8 5.3 4.4 4.9 4.8 5.3 Max Green Setting (Gmax), s 19.6 20.1 26.2 24.7 11.6 28.1 13.2 37.7 Max a Clear nme (g_c+l1), s 16.0 33.5 18.5 21.6 9.7 14.5 3.5 13.5 Green Ext Time (p_c), s 0.2 0.0 0.5 1.1 0.0 2.6 0.0 4.1 Intersection &inm!!}'.

HCM 7th Control Delay, s/veh 47.5
HCM 7th LOS D
f8s
User approved pedestrian interval to be less than phase max green.

User approved changes to right tum type.
04 - Opening Year (2028) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 6 ends

155
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 7: Studebaker Rd & 183rd St 05/18/2026
.,,. --+ ""t .,. +- '- "' t I" \. i Movemerit EBL: EBT EBR WBT WBR N NBT NBR SBL SBT SB~ Lane Configurations ', +i. 'I .t+ " 11 ++ ., ,~ +t. Traffic Volume (veh/h) 50 398 113 359 412 328 157 358 660 365 310 78 Future Volume (veh/h) 50 398 113 359 412 328 157 358 660 365 310 78 Initial a (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 52 415 118 268 578 342 164 373 688 380 323 81 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 372 648 182 423 991 420 195 775 722 438 666 165 Arrive On Green 0.21 0.24 0.24 0.08 0.09 0.09 0.04 0.07 0.07 0.13 0.24 0.24 Sat Flow, veh/h 1781 2738 771 1781 3741 1585 1781 3554 1585 3456 2824 698 Grp Volume(v), veh/h 52 268 265 268 578 342 164 373 688 380 201 203 Grp Sat Flow(s),veh/h/fn 1781 1777 1732 1781 1870 1585 1781 1777 1585 1728 1777 1745 a Serve(g_s), s 2.6 14.9 15.2 16.1 16.3 23.3 10.1 11.1 24.0 11.9 10.8 11.0 Cycle Q Clear(g_c), s 2.6 14.9 15.2 16.1 16.3 23.3 10.1 11.1 24.0 11.9 10.8 11.0 Prop In Lane 1.00 0.45 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 372 421 410 423 991 420 195 775 722 438 419 41 1 V/C Ratio(X) 0.14 0.64 0.65 0.63 0.58 0.81 0.84 0.48 0.95 0.87 0.48 0.49 Avail Cap(c_a), veh/h 372 421 410 423 991 420 230 775 722 478 419 411 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 0.71 0.71 0.71 0.47 0.47 0.47 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 37.7 37.8 46.1 44.4 47.5 52.1 45.1 32.0 47.1 36.2 36.3 Iner Delay (d2), s/veh 0.8 7.2 7.7 5.1 1.8 11.7 9.7 1.0 14.2 13.6 1.2 1.3 Initial a 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%),veMn 1.2 7.1 7.1 8.2 8.4 11.2 5.2 5.3 17.8 5.8 4.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.2 44.9 45.5 51.1 46.1 59.2 61.8 46.1 46.2 60.7 37.4 37.6 LnG~ LOS D D D D D E E D D E D D
Approach Vol, veh/h 585 1188 1225 784 Approach Delay, s/veh 44.4 51.0 48.2 48.8 Approach LOS D D D D imer- Plis 1 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 30.9 16.8 31.2 27.9 34.0 18.8 29.3 Change Period (Y+Rc), s 4.9 4.9 4.8 5.3 4.9 4.9 4.8 5.3 Max Green Setting (Gmax), s 26.1 24.8 14.2 25.0 23.0 27.9 15.2 24.0 Max Q Clear nme (g_c+l1), s 18.1 17.2 12.1 13.0 4.6 25.3 13.9 26.0 Green Ext Time (p_c), s 0.2 2.4 0.0 2.4 0.0 1.6 0.1 0.0 lntersecllon Sum
HCM 7th Control Delay, s/Veh 48.6
HCM 7th LOS D
Noles
User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. 04 - Opening Year (2028) Conditions - Weekend MD Peak Hour Synchro 12 Report

Page 7 ends

156
OPENING YEAR (2028) PLUS PROJECT

CONDITIONS - WEEKDAY PM
157
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 1 : Studebaker Rd & South St 05/18/2026
_,> -+ "f ' t \. + .I Movement EBL EBT EBR WBl WBT WBR NBL NBT NBR SBI.: SBT SBR Lane Configurations 'I " ++ ,, ' ++ ,, '1 4'+ f Traffic Volume (veh/h) 156 822 191 130 918 526 241 324 91 490 326 182 Future Volume (veh/h) 156 822 191 130 918 526 241 324 91 490 326 182 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_pb T) 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 Wor1< 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 159 839 195 140 987 566 254 341 96 557 370 207 Peak Hour Factor 0.98 0.98 0.98 0.93 0.93 0.93 0.95 0.95 0.95 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 1281 296 168 1071 850 309 617 275 837 440 373 Arrive On Green 0.10 0.31 0.31 0.09 0.30 0.30 0.17 0.17 0.17 0.24 0.24 0.24 Sat Flow, veh/h 1781 4145 957 1781 3554 1585 1781 3554 1585 3563 1870 1585 Grp Volume(v), veh/h 159 688 346 140 987 566 254 341 96 557 370 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1698 1781 1777 1585 1781 1777 1585 1781 1870 1585 Q Serve(g_s), s 9.7 19.3 19.4 8.5 29.6 28.3 15.1 9.6 5.9 15.6 20.7 12.6 Cycle Q Clear(g_c), s 9.7 19.3 19.4 8.5 29.6 28.3 15.1 9.6 5.9 15.6 20.7 12.6 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 1052 525 168 1071 850 309 617 275 837 440 373 V/C Ratio(X) 0.88 0.65 0.66 0.83 0.92 0.67 0.82 0.55 0.35 0.67 0.84 0.56 Avail Cap(c_a), veh/h 181 1052 525 181 1071 850 400 798 356 865 454 385 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 48.7 32.9 33.0 49.0 37.2 18.4 43.8 41.6 40.0 38.1 40.1 37.0 Iner Delay (d2), s/veh 33.9 3.2 6.4 23.8 14.1 4.1 10.2 0.8 0.8 2.8 13.2 3.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veMn 5.9 8.1 8.6 4.8 14.4 16.4 7.4 4.2 2.3 6.9 10.8 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 82.6 36.1 39.4 72.8 51.3 22.5 54.0 42.3 40.7 40.9 53.3 40.7 LnG!E LOS F D D E D C D D D D D D
Approach Vol, veh/h 1193 1693 691 1134 Approach Delay, s/veh 43.2 43.4 46.4 44.9 Approach LOS D D D D
iTimer • Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 39.3 24.4 16.0 38.5 31 .2 Change Period (Y +Re), s 4.8 5.3 5.3 4.8 5.3 5.3
Max Green Setting (Gmax), s 11.2 26.7 24.7 11.2 26.7 26.7 Max a Clear nme (g_c+l1), s 10.5 21.4 17.1 11.7 31.6 22.7 Green Ext nme (p_c), s 0.0 3.8 2.0 0.0 0.0 3.1
Intersection Summ!!l
HCM 7th Control Delay, s/veh 44.2
HCM 7th LOS D
Notis
User approved volume balancing among the lanes for turning movement.

User approved changes to right tum type.
05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 1 ends

158
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 2: South St & 1-605 SB Off Rame 05/18/2026
_; _,.. ._ "- \. ...'
EBL: SBR
Lane Configurations ,," ,,,, Traffic Volume (veh/h) 0 531 814 647 Future Volume (veh/h) 0 531 814 647
Initial a (Qb), veh 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/Mn 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 949 1066 577 885 703 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 2 Cap, veh/h 0 2024 1349 628 1671 1349
Arrive On Green 0.00 0.40 0.40 0.40 0.48 0.48
Sat Flow, veh/h 0 5443 3572 1585 3456 2790
Grp Volume(v), veh/h 0 949 1066 577 885 703 Grp Sat Flow(s),veh/Mn 0 1702 1702 1585 1728 1395 Q Serve(g_s), s 0.0 15.2 30.3 38.0 19.6 19.1 Cycle Q Clear(g_c}, s 0.0 15.2 30.3 38.0 19.6 19.1 Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2024 1349 628 1671 1349
V/C Ratio(X) 0.00 0.47 0.79 0.92 0.53 0.52
Avail Cap(c_a), veh/h 0 2024 1349 628 1671 1349
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 24.6 29.2 31 .5 19.7 19.6
Iner Delay (d2), s/veh 0.0 0.8 4.8 20.6 1.2 1.4
Initial a Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veMn 0.0 6.0 12.6 17.3 8.1 6.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 25.4 34.0 52.2 20.9 21.0
LnG~ LOS C C D C C
Approach Vol, veh/h 949 1643 1588 Approach Delay, s/veh 25.4 40.3 21.0 Approach LOS C D C uner- • necf Plii 2 4 6
Phs Duration (G+Y+Rc), s 50.0 60.0 50.0
Change Period (Y +Re), s 6.4 6.8 6.4
Max Green Setting (Gmax), s 43.6 53.2 43.6 Max a Clear Time (g_c+l1), s 17.2 21.6 40.0 Green Ext Time (p_c), s 9.6 6.0 3.1
Intersection Summ!!l
HCM 7th Control Delay, s/veh 29.6
HCM 7th LOS C
05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 2 ends

159
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 3: 1-605 NB Off Rame & South St 05/18/2026
-----
""t f +- "" ,;. EBT EBR WB[ WBT NB[ NBR
Lane Configurations +++ +++ V ,,
Traffic Volume (veh/h) 1344 344 0 1055 457 503
Future Volume (veh/h) 1344 344 0 1055 457 503
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 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 0 1870 1870 1870
Adj Flow Rate, veh/h 1400 374 0 1099 498 500
Peak Hour Factor 0.96 0.92 0.92 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 0 2 2 2
Cap, veh/h 2101 559 0 2672 635 565
Arrive On Green 0.52 0.52 0.00 0.52 0.36 0.36
Sat Flow, veh/h 4182 1068 0 5443 1781 1585
Grp Volume(v), veh/h 1186 588 0 1099 498 500
Grp Sat Flow(s),veh/hnn 1702 1678 0 1702 1781 1585
a Serve(g_s), s 28.0 28.3 0.0 14.4 27.5 32.6
Cycle Q Clear(g_c), s 28.0 28.3 0.0 14.4 27.5 32.6
Prop In Lane 0.64 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1782 878 0 2672 635 565
VIC Ratio(X) 0.67 0.67 0.00 0.41 0.78 0.88
Avail Cap(c_a), veh/h 1782 878 0 2672 845 752
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 19.2 0.0 15.9 31.6 33.3 Iner Delay (d2), s/veh 2.0 4.0 0.0 0.5 3.9 10.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.7 11.1 0.0 5.4 12.4 14.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.2 23.3 0.0 16.4 35.5 43.5
LnG!ELOS C C B D D
Approach Vol, veh/h 1774 1099 998 Approach Delay, s/veh 21.9 16.4 39.5 Approach LOS C B D Tuner-Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 64.0 46.0 64.0
Change Period (Y+Rc), s 6.4 6.8 6.4
Max Green Setting (Gmax), s 44.6 52.2 44.6 Max Q Clear Time (g_c+l1 ), s 30.3 34.6 16.4 Green Ext Time (p_c), s 11.4 4.6 11.7
Intersection Summary
HCM 7th Control Delay, s/veh 24.9 HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 3 ends

160
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 4: Landmark Sguare/Los Cerritos Center & South St 05/18/2026 --+ +- ' "" t r \.. + .,, Movement EBL EBT EBR W8( BR SBl. SBT SSR Lane Configurations "" t+f. f. ,, Traffic Volume (veh/h) 515 1161 156 0 118 42 86 11 407 Future Volume (veh/h) 515 1161 156 0 118 42 86 11 407 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 1.00
Par1<ing Bus, Adj 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/Mn 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 548 1235 166 0 1426 126 104 17 45 91 0 441 Peak Hour Factor 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 616 3177 427 0 2909 257 143 36 97 170 0 867
Arrive On Green 0.18 0.70 0.70 0.00 0.16 0.16 0.08 0.08 0.08 0.10 0.00 0.10 Sal Flow, veh/h 3456 4552 612 0 6326 535 1781 454 1201 1781 0 3170 Grp Volume(v}, veh/h 548 923 478 0 1134 418 104 0 62 91 0 441 Grp Sat Flow(s),veh/Mn 1728 1702 1760 0 1609 1774 1781 0 1654 1781 0 1585 Q Serve(g_s), s 17.0 12.4 12.4 0.0 23.6 23.6 6.3 0.0 3.9 5.4 0.0 10.5 Cycle Q Clear(g_c), s 17.0 12.4 12.4 0.0 23.6 23.6 6.3 0.0 3.9 5.4 0.0 10.5 Prop In Lane 1.00 0.35 0.00 0.30 1.00 0.73 1.00 1.00
Lane Grp Cap(c). veh/h 616 2375 1228 0 2314 851 143 0 133 170 0 867 VIC Ratio(X) 0.89 0.39 0.39 0.00 0.49 0.49 0.73 0.00 0.47 0.54 0.00 0.51 Avail Cap(c_a), veh/h 616 2375 1228 0 2314 851 526 0 489 170 0 867 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 0.00 0.63 0.63 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.1 6.9 6.9 0.0 34.0 34.0 49.4 0.0 48.3 47.4 0.0 33.7 Iner Delay (d2), slveh 17.5 0.5 0.9 0.0 0.5 1.3 6.8 0.0 2.5 3.3 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 8.6 3.9 4.2 0.0 10.2 11.5 3.1 0.0 1.7 2.5 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.6 7.4 7.8 0.0 34.5 35.3 56.2 0.0 50.9 50.7 0.0 34.2 LnG~LOS E A A C D E D D C
Approach Vol, veh/h 1949 1552 166 532
Approach Delay, s/veh 22.7 34.7 54.2 37.0
Approach LOS C C D D
limer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 81.7 15.0 24.0 57.7 13.3
Change Period (Y+Rc), s 4.9 4.5 4.4 4.9 4.5
Max Green Setting (Gmax), s 53.1 10.5 19.6 29.1 32.5
Max Q Clear nme (g_c+l1), s 14.4 12.5 19.0 25.6 8.3
Green Ext Time (p_c), s 12.1 0.0 0.0 2.6 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 30.2
HCM 7th LOS C
User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. 05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 4 ends

161
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 5: Gridlel Rd & South St 05/18/2026
.> -+ • ~ 4-- ' ~ t ~ \. i .' EBL EBT EBR WBL WBT WBR NBl NBT NBR SBI: SBT S8R Lane Configurations "~ ttt. " ++t. "I
+t. " ++ ,, Traffic Volume (veh/h) 320 825 150 115 872 212 160 334 81 185 302 426 Future Volume (veh/h) 320 825 150 115 872
212 160 334 81 185 302
426
Initial Q (Ob), 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-Bi
ke
Adj(A__pb T) 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 Flo
w, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Acfj
Flow
Rate, veh/h 337 868 158 121 918 223 168 352 85 195 318 448 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 2 2 2 2 2 2 2
Cap, veh/h
401 1614 292 148 1389 336 197 654 156 227 875 574
Arrive On Green 0.04

0.12 0.12

0.08 0.34

0.34 0.11

0.23 0.23

0.04 0.08

0.08 Sat Flow, veh/h 34
56 4346 787 1781 4103 993 1781 2846 679 1781 3554 1585
Grp Volume(v), veh/h 337 679 347 121 761 380 168 218 219 195 318 448 Grp
Sat Flow(s),veh/Mn 1728 1702 1729 1781 1702 1692 1781 1777 1748 1781 1777 1585 a Serve(g_s), s 10.7 20.6 20.8

7.3 20.9

21.1 10.2 11.9 12.1 12.0 9.3 26.7
Cy
cle a Cle
ar(g
_c}, s 10.7 20.6 20.8

7.3 20.9 21.1 10.2 11.9 12.1 12.0

9.3 26.7
Prop In Lane 1.00

0.46 1.00

0.59 1.00

0.39 1.00 1.00
Lane Grp
Ca
p(c), veh/h 401 1264 642 148 1153 573 197 408 402 227 875 574 V/C Ratio(X) 0.84

0.54 0.54 0.82

0.66 0.66

0.85 0.53

0.54 0.86

0.36 0.78
Avail
Cap(c_a), veh/h 459 1264 642 236 1153 573 301 408 402 301 875 574 HCM Platoon Ratio

0.33 0.33

0.33 1.00 1.00 1.00 1.00 1.00 1.00

0.33 0.33

0.33 Upstream
Filter(I)

0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 51.9 39.4 39.4 49.6 31.0 31.0 48.0 37.2 37.3 51.7 42.4 37.6 Iner Delay (d2), s/veh

9.6 1.5

2.9 5.2 3.0 6.0

8.6 1.8

2.0 11.4

0.9 8.1
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 5.4 9.6 10.1 3.4 8.8

9.2 4.9

5.3 5.3 6.4 4.4 12.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.5 40.8 42.4 54.8 34.0 37.0 56.6 39.0 39.3 63.2 43.3 45.7 LnGrp

LOS E D D D C D E D D E D D
Approach Vol, veh/h 1363 1262 605 961
Approach Delay, s/veh 46.3 36.9 44.0 48.5
Approach

LOS D D D D
1mer-Assigrieif Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+
Rc), s 13.6 45.8 16.6 34.1 17.2

42.2 18.4 32.3
Change Period (Y+Rc), s

4.4 4.9

4.4 *7 4.4

4.9 4.4

7.0 Max Green Setting (Gm
ax), s 14.6 31.1 18.6 • 27 14.6 31 .1 18.6 25.0
Max Q Clear Time (g
_
c+l1), s

9.3 22.8 12.2 28.7 12.7 23.1 14.0 14.1
Green
Ext Time (p_c), s

0.0 4.9 0.1 0.0 0.1

5.2 0.1 2.5
lnteisiiction &lnma,y
HCM 7th Control Delay, s/veh
4 3.6
HCM 7th LOS D
Noa
User
approved pedestrian interval to be less than phase max green. • HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report Page 5 162
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 6: Gridle~ Rd & 183rd St 05/18/2026
_,. -+ 'f ,.._ ' t '. + ..,, EBT EBR W8[ :r WBR NBR SBL se:r SBR Lane ConfiguraUons ' ++ " ' +t. " " '\ +t. Traffic Volume (veh/h) 143 376 295 156 507 112 215 143 46 395 121 Future Volume (veh/h) 143 376 295 156 507 112 215 143 46 395 121 Initial a (Ob), veh 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 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 157 413 324 171 557 123 236 602 157 51 434 133 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 187 1173 523 203 981 216 270 1218 724 66 612 186 Arrive On Green 0.03 0.11 0.11 0.11 0.34 0.34 0.15 0.34 0.34 0.04 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 2895 637 1781 3554 1585 1781 2685 815 Grp Volume(v), veh/h 157 413 324 171 341 339 236 602 157 51 286 281 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1756 1781 1777 1585 1781 1777 1724 Q Serve(g_s), s 9.6 11.8 21.5 10.4 17.3 17.4 14.2 14.7 6.6 3.1 16.3 16.6 Cycle Q Clear(g_c), s 9.6 11.8 21 .5 10.4 17.3 17.4 14.2 14.7 6.6 3.1 16.3 16.6 Prop In Lane 1.00 1.00 1.00 0.36 1.00 1.00 1.00 0.47
Lane Grp Cap(c}, veh/h 187 1173 523 203 602 595 270 1218 724 66 405 393 V/C Ratio(X) 0.84 0.35 0.62 0.84 0.57 0.57 0.87 0.49 0.22 0.77 0.71 0.72 Avail Cap(c_a), veh/h 188 1173 523 317 602 595 424 1218 724 214 405 393 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.70 0.70 0.70 1.00 1.00 1.00 0.74 0.74 0.74 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 38.1 42.4 47.8 29.7 29.8 45.6 28.6 18.0 52.5 39.1 39.2 Iner Delay (d2), s/veh 20.4 0.6 3.8 11.4 3.8 3.9 8.9 1.1 0.5 17.1 5.5 6.1 Initial a 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 o/oile BackOfQ(50%),veh/ln 5.6 5.7 9.7 5.2 7.9 7.8 6.9 6.3 2.4 1.7 7.5 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.6 38.7 46.2 59.1 33.6 33.7 54.5 29.7 18.5 69.6 44.6 45.3 LnGrp LOS E D D E C C D C B E D D
Approach Vol, veh/h 894 851 995 618 Approach Delay, s/veh 47.4 38.8 33.8 47.0 Approach LOS D D C D ITimer-Assig Plis 1 2 3 4 5 6 7 8
Phs Duration {G+Y+Rc), s 16.9 41.2 21 .5 30.4 15.9 42.2 8.9 43.0 Change Period (Y+Rc), s 4.4 4.9 4.8 5.3 4.4 4.9 4.8 5.3 Max Green Setting (Gmax), s 19.6 20.1 26.2 24.7 11.6 28.1 13.2 37.7 Max Q Clear Time (g_c+l1), s 12.4 23.5 16.2 18.6 11.6 19.4 5.1 16.7 Green Ext nme (p_c), s 0.2 0.0 0.5 1.7 0.0 2.7 0.0 4.5
lnteisectkii Summary
HCM 7th Control Delay, s/veh 41 .1 HCM 7th LOS D
Notis
User approved pedestrian interval to be less than phase max green.

User approved changes to right tum type.
05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 6 ends

163
HCM 7th Signalized Intersection Summary Cerritos LongHorn TIA 7: Studebaker Rd & 183rd St 05/18/2026
.,> ....... • -I'" ,._ '- t .I'" '-. + EBL EBR WB[ 'NBT NBR SSL SBT SB Lane Configurations ,, tt+ " 4t ,, 'i ,, ~" tt+ Traffic Volume (veh/h) 153 451 146 249 511 273 212 443 196 358 67 Future Volume (veh/h) 153 451 146 249 511 273 212 443 196 358 67 Initial Q (Qb), veh 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 Ped-Bike Adj(A_obT) 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 159 470 152 259 532 284 221 495 461 204 373 70 Peak Hour Factor

0.96 0.96

0.96 0.96 0.96

0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 372 665 214 389 975 413 253
969 778 265 621 115
Arrive On Green 0.21

0.25 0.25

0.07 0.09

0.09 0.05 0.09

0.09 0.08

0.21 0.21
Sat Flow, veh/h 1781 2645 849 1781 3741 1585 1781 3554 1585 3456 2991 556 Grp Volume(v), veh/h 159 315 307 259 532 284 221 495 461 204 220 223 Grp Sat Flow{s),veh/h/ln 1781 1777 1717 1781 1870 1585 1781 1777 1585 1728 1777 1770 a Serve(g_s), s

8.5 17.7 17.9 15.6 15.0 19.1 13.6 14.6 22.5

6.4 12.3 12.6
Cycle Q Clear{g_c), s

8.5 17.7 17.9 15.6 15.0 19.1 13.6 14.6 22.5 6.4 12.3 12.6 Prop In Lane 1.00

0.49 1.00 1.00 1.00 1.00 1.00

0.31 Lane Grp Cap(c), veh/h 372 447 432 389 975 413 253 969 778 265 369 367 VIC Ratio(X) 0.43

0.70 0.71

0.67 0.55

0.69 0.87

0.51 0.59

0.77 0.60 0.61
Avail Cap(c_a), veh/h 372 447 432 389 975 413 295
969 778 352 372 370
HCM Platoon Ratio 1.00 1.00 1.00

0.33 0.33

0.33 0.33 1.00 1.00 1.00
Upstream
Filter(!) 1.00 1.00 1.00

0.58 0.58

0.58 0.73

0.73 0.73 1.00 1.00 1.00
Uniform Delay (d), s/veh 37.8 37.4 37.5 47.1 44.0 45.9 51.5 43.0 25.0 49.8 39.4 39.5 Iner Delay (d2), s/veh

3.6 9.0 9.6 5.2 1.3 5.4 15.4 1.4 2.4

4.9 3.1 3.3
Initial Q Delay{d3), s/veh

0.0 0.0 0.0 0.0

0.0 0.0

0.0 0.0 0.0

0.0 0.0

0.0 %ile BackOfQ(50%),vehnn 4.0

8.6 8.5 8.0 7.7 8.7 7.5

7.1 9.9

2.9 5.6

5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.3 46.4 47.1 52.3 45.3 51 .3 66.9 44.5 27,4 54.8 42.5 4 2.9
LnG!E LOS D D D D D D E D C D D D
Approach Vol, veh/h 781 1075 1177 647 Approach Delay, s/veh 45.6 48.6 42.0 46.5 Approach LOS D D D D ~mer-Aisiwii<I Phs 1 2 3 4 5 6 7 8 :::::J
Phs Duration {G+Y+Rc), s 28.9 32.6 20.4 28.1 27.9 33.6 13.2 35.3 Change Period (Y+Rc), s

4.9 4.9

4.8 5.3 4.9

4.9 4.8

5.3 Max Green Setting {Gmax), s 24.0 24.9 18.2 23.0 23.0 25.9 11.2 30.0 Max Q Clear Time {g
_c+l1), s 17.6 19.9 15.6 14.6 10.5 21.1

8.4 24.5
Green Ext Time (p_c), s

0.1 2.0

0.1 2.1 0.1 2.4 0.1 3.0
Summary
HCM 7th Control Delay, s/veh 45.5 HCM 7th LOS D
Noles
User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. 05 - Opening Year (2028) Plus Project Conditions - Weekday PM Peak HourSynchro 12 Report

Page 7 ends

Cerritos City CouncilAugust 24, 2026

Cerritos City Council
August 24, 2026