The URL can be used to link to this page

CC Resolution 2025-020 Hwy 111/Adams Dr-Thru - One Eleven LQ Center SP, CUP, SDPRESOLUTION NO. 2025 - 020 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA QUINTA, CALIFORNIA, TO APPROVE A SPECIFIC PLAN AMENDMENT, CONDITIONAL USE PERMIT AND SITE DEVELOPMENT PERMIT FOR CONSTRUCTION OF AN APPROXIMATE 3,690 SQUARE -FOOT DRIVE -THROUGH BUILDING LOCATED AT THE SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTER DRIVE WITHIN THE ONE -ELEVEN LA QUINTA SHOPPING CENTER, AND FIND THAT THE PROJECT IS EXEMPT FROM ENVIRONMENTAL REVIEW PURSUANT TO SECTION 15332 INFILL DEVELOPMENT PROJECT CASE NUMBERS: SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH APPLICANT: PVG ARCHITECTS WHEREAS, the City Council of the City of La Quinta, California, did, on July 1, 2025, hold a duly noticed Public Hearing to consider a request by PVG Architects for approval of a Specific Plan Amendment, a Conditional Use Permit, and a Site Development Permit for the construction of an approximate 3,690 square foot drive - through building on approximately 0.45 acres located at the southwest corner of Adams Street and Corporate Centre Drive within the One -Eleven La Quinta Shopping Center, more particularly described as: APN: 643-080-064 WHEREAS, the Design and Development Department published a public hearing notice in The Desert Sun newspaper on June 20, 2025, as prescribed by the Municipal Code. Public hearing notices were also mailed to all property owners within 500 feet of the site and emailed or mailed to all interested parties who have requested notification relating to the project; and WHEREAS, the Planning Commission of the City of La Quinta, California, did, on June 10, 2025, hold a duly noticed Public Hearing where they considered said request and approved Planning Commission Resolution 2025-0006 recommending the City Council approve the Specific Plan Amendment, Conditional Use Permit, and Site Development Permit; and RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 PAGE 2 OF 5 Specific Plan 2024-0005 (SP 1989-014 Amendment No. 3) WHEREAS, at said Public Hearing, upon hearing and considering all testimony and arguments, if any, of all interested persons desiring to be heard, the City Council did make the following mandatory findings pursuant to Section 9.240.010 of the Municipal Code to justify approval of said Specific Plan Amendment [Exhibit A]: 1. The proposed Specific Plan Amendment is consistent with the General Plan land use designation of General Commercial. The City's General Plan policies relating to the General Commercial designation encourage a full range of commercial uses, including drive -through restaurants, coffee shops, or other drive -through uses. 2. Approval of the Specific Plan Amendment will not create conditions materially detrimental to the public health, safety, and general welfare, as development already occurs within this Specific Plan area, and further development of the area will be consistent with the urbanized nature where the project is located. 3. The proposed Specific Plan Amendment is compatible with zoning on surrounding properties, which allows and contains commercial retail and restaurant development. 4. The proposed Specific Plan Amendment is suitable and appropriate for the subject property, as the site is flat, already developed with parking areas and drive aisles, and commercial development. Conditional Use Permit 2024-0007 WHEREAS, at said Public Hearing, upon hearing and considering all testimony and arguments, if any, of all interested persons desiring to be heard, said City Council did make the following mandatory findings pursuant to Section 9.210.020 of the Municipal Code to justify approval of said Conditional Use Permit: 1. The proposed development is consistent with the General Plan land use designation of General Commercial. The City's General Plan policies relating to the General Commercial designation encourage a full range of commercial uses, including drive -through restaurants, coffee shops, or other drive -through uses. The proposed project meets the Goals and Policies of the General Plan as follows: - Goals LU-6 and ED-1 as it will contribute to a balanced and varied economic base which provides fiscal stability to the City, and a broad range of goods and services to its residents and the region. RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 PAGE 3 OF 5 - The project's conceptual landscape design is consistent with Goal WR-1 and Policy UTL-1.2, as it will result in the efficient use and conservation of the City's water resources. 2. The proposed development, as conditioned, is consistent with the intent of the Regional Commercial District as well as the development standards of the City's Zoning Code. The project satisfies the District's intent to provide for automobile -oriented sales and services for the regionally oriented commercial area along Highway 111. The project is consistent with the non-residential development standards. 3. The La Quinta Design and Development Department has determined that this project is exempt from environmental review pursuant to Section 15332 (Class 32) of the California Environmental Quality Act for Infill Development as the project consists of an approximate 3,690 square foot building and meets the criteria for infill development since it is less than five acres and is located in an urbanized and built -out area. The project site has no value as habitat for endangered, rare, or threatened species. Approval of the project will not result in any significant effects relating to traffic, noise, air quality, or water quality. The site can be adequately served by all required utilities and public services [Exhibit B]. 4. Approval of the application will not create conditions materially detrimental to the public health, safety, and general welfare or injurious to or incompatible with other properties or land uses in the vicinity. The project consists of a local - serving drive -through use. Site Development Permit 2024-0014 WHEREAS, at said Public Hearing, upon hearing and considering all testimony and arguments, if any, of all interested persons desiring to be heard, said City Council did make the following mandatory findings pursuant to Section 9.210.010 of the Municipal Code to justify approval of said Site Development Permit: 1. The proposed development is consistent with the General Plan land use designation of General Commercial. The City's General Plan policies relating to the General Commercial designation encourage a full range of commercial uses, including drive -through restaurants, coffee shops, or other drive -through uses. The proposed project meets the Goals and Policies of the General Plan as follows: RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 PAGE 4 OF 5 - Goals LU-6 and ED-1 as it will contribute to a balanced and varied economic base which provides fiscal stability to the City, and a broad range of goods and services to its residents and the region. - The project's conceptual landscape design is consistent with Goal WR-1 and Policy UTL-1.2, as it will result in the efficient use and conservation of the City's water resources. 2. The proposed development, as conditioned, is consistent with the development standards of the City's Zoning Code in terms of site plan and landscaping. The Site Development Permit is compliant with the Zoning Code's development standards, including standards for setbacks, heights, and parking. 3. The La Quinta Design and Development Department has determined that this project is exempt from environmental review pursuant to Section 15332 (Class 32) of the California Environmental Quality Act for Infill Development as the project consists of an approximate 3,690 square foot building and meets the criteria for infill development since it is less than five acres and is located in an urbanized and built -out area. The project site has no value as habitat for endangered, rare, or threatened species. Approval of the project will not result in any significant effects relating to traffic, noise, air quality, or water quality. The site can be adequately served by all required utilities and public services 4. The architecture and layout of the project are compatible with, and not detrimental to, the existing surrounding commercial land uses and are consistent with the development standards in the Municipal Code. 5. The site design of the project is compatible with the surrounding development and with the quality of design prevalent in the city. The proposed building is compatible with the surrounding development within the shopping center. 6. The proposed project implements the standards for landscaping and aesthetics established in the General Plan and Zoning Code. The landscape palette is consistent with the City's drought -tolerant landscaping requirements. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of La Quinta, California, as follows: SECTION 1. That the above recitations are true and constitute the Findings of the City Council in this case. RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 PAGE 5 OF 5 SECTION 2. That the above project is exempt from environmental review pursuant to Section 15332 (Class 32) Infill Development project for compliance with the requirements of the California Environmental Quality Act (CEQA) in that the proposed project involves construction of an approximate 3,690 square -foot, drive -through building on a lot less than five acres that can be characterized as infill development [Exhibit B]. SECTION 3. That it does hereby approve Specific Plan 2024-0005 (SP 1989-014, Amendment No. 3), Conditional Use Permit 2024-0007, and Site Development Permit 2024-0014 for the reasons set forth in this Resolution and subject to the attached Conditions of Approval [Exhibit C]. PASSED, APPROVED, and ADOPTED at a regular meeting of the City of La Quinta City Council, held on July 1, 2025, by the following vote: AYES: Councilmember McGarrey, Pena, Sanchez, and Mayor Evans NOES: Councilmember Fitzpatrick ABSENT: None ABSTAIN: None LINDA EVANS, Mayor City of La Quinta, California ATTEST: MONIKA RADEVA,-City Clerk City of La Quinta, California APPROVED AS TO FORM: WILLIAM H. IHRKE, City Attorney City of La Quinta, California RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 Page 1 of 1 FE PREST I VUKSIC I GREENWOOD ARC H I T E C T S• I N T E R I O R S EXHIBIT A SPECIFIC PLAN AMENDMENT TO: CC: FROM: Prest Vuksic Greenwood Architects DATE: December 16, 2024 RE: Specific Plan Amendment PROJECT: 1 1 1 La Quinta Drive-Thru Pad City of La Quinta Amendment to CC Resolution 1996-053: 71.+ Drive through facilities shall be developed as follows: ++ A. Not more than five (six) drive through facilities shall be permitted within the specific plan. B. All drive through facilities shall be screened by a combination of berms, walls and landscaping so that the cars using the drive through facilities will not be visible by pedestrians and cars on the perimeter sidewalk and street in a manner satisfactory to the Community Development Director. C. Conditional Use Permit applications shall be processed for each drive through facility. 44530 SAN PABLO AVE SUITE 200 PALM DESERT CA 92260 T • 760 779 5393 F • 760 779 5395 RESOLUTION NO. 2025-020 SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTRE DRIVE ADOPTED: JULY 1, 2025 MSA CONSULTING, INC. Civil Engineering • Land Surveying • Landscape Architecture Planning • Environmental Services • Dry Utility Coordination • GIS June 2, 2025 Mr. Brian Tracy Retain Net Lease Properties, Inc. 78206 Varner Road, Suite D 251 Palm Desert, CA 92211 Subject: California Environmental Quality Act (CEQA) Notice of Exemption (NOE) Dear Mr. Tracy: EXHIBIT B MSA Consulting, Inc. has reviewed the project site, which is an undeveloped, vacant commercial pad. The property is approximately 0.45 acres of land (APNs 643-080-064, -060), located at Corporate Centre Drive and Adams Street in the City of La Quinta. The site is located in an existing and mostly developed shopping center. The project is surrounded by paved streets to the north (Corporate Centre Drive) and east (Adams Street), and paved parking lots to the west and south. Developed commercial businesses are located south (Jiffy Lube), east (various offices and businesses), and approximately 250 feet to the north (Kohls). Similar to surrounding land uses, the property has a General Plan Land Use designation of General Commercial (CG) and is zoned Regional Commercial (CR) district. CR zones are intended to provide a broad range of goods and services serving the entire region. Drive -through restaurants are permitted within CR districts. CEQA provides several categorical exemptions which are applicable to categories of projects and activities that the Lead Agency has determined generally do not pose a risk of significant impacts on the environment. The project proposes a 3,800-square-foot coffee shop with drive -through, and an approximately 600-square-foot outdoor seating area on a previously graded and vacant site within a developed urban area in the City of La Quinta. Site access is proposed at the southwestern corner of the proposed building. The project is exempt under Section 15332 of the State CEQA Guidelines (Class 32 In -fill Development Projects). The project meets the conditions for an infill exemption description as explained below: ➢ The project is consistent with the applicable General Plan designation, applicable policies and applicable zoning designation and regulations: The project site is designated as CG by the City's Land Use map and CR by the City's Zoning map. The project's proposed commercial development will be developed in a manner that is consistent with the City's CR development standards and applicable district standards, as identified in Chapter 9.70, Section 9.70.030 and Chapter 9.90 of the City's Zoning Code. The City will require design review to ensure the design and quality of the development is consistent with City standards. ➢ The proposed development occurs within City limits on a project site of no more than five acres substantially surrounded by urban uses: The proposed project occurs within the City limits of La Quinta on approximately 0.45 acres and is less than the maximum five acres. The site is surrounded by existing commercial uses. 34200 Bob Hope Drive, Rancho Mirage, CA 92270 1760.320.9811 I msaconsultinginc.com California Environmental Quality Act (CEQA) Notice of Exemption (NOE) 111 & Adams Street — La Quinta, CA Page 2 June 2, 2025 ➢ The project site has no habitat for endangered, rare or threatened species: The site has been completely disturbed and cleared of vegetation. The northeast and eastern side of the project includes a paved sidewalk, and utilities (i.e., traffic lights, transmission and distribution combination electrical poles, and utility boxes). The perimeter of the site is delineated by curb and gutter improvements. The project site is located in an area of the City with commercial and business park land uses. Due to the graded and cleared condition of the project site, and the existing surrounding commercial uses, the project property does not provide suitable or sensitive habitat for special status species and has no value for endangered, rare or threatened species due to its disturbed condition and the lack of habitat. ➢ Approval of the project would not result in significant effects relating to traffic, noise, air quality, or water quality: The project is proposing a 3,800-square-foot drive - through restaurant and 600-square-foot outdoor area. As discussed previously, the site has been cleared of vegetation and graded and has remained vacant since 2015 (based on historical imagery). The site was previously developed by 2002, however, in 2015, the site was demolished and cleared and has remained undeveloped and vacant since. The project is consistent with the City's existing CG Land Use designation for the site. The proposed infill project would not result in impacts relating to traffic. A project -specific Traffic Impact Analysis (TIA) was completed by TJW Engineering on January 30, 2025. The TIA concluded that the project would provide adequate access to the site and the project would be responsible for their fair share of improvement costs. See Attachment 1. The proposed project is projected to generate 2,028 daily trips which includes 356 AM peak hour trips and 148 PM peak hour trips. The TIA analyzed the impacts to one study intersection in the vicinity of the project: Adams Street and Corporate Centre Drive intersection. The City of La Quinta mandates that the City strive to maintain the minimum level of service for its intersections at no worse than LOS D in the General Plan. The TIA concluded that the study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for the Existing, Opening Year (OY), and Opening Year Plus Project (OYP) traffic conditions. Therefore, the project would not result in impacts to traffic. As a land use, coffee shops and drive -through restaurants do not generate excessive noise levels. This, combined with the location of the site in a commercial district surrounded by commercial uses and adjacent to a major roadway (Adams Street immediately east and Highway 111 approximately 500 feet south) presents no evidence that noise impacts would reach substantial levels. The project is located in a developed area of La Quinta. Currently, the areas east, west, and south of the property are fully developed and operational. The vacant project site is surrounded by existing curb and gutter improvements. All projects greater than 5,000 square feet are subject to preparation and implementation of a Local Air Quality Management Plan for the City. This addresses physical improvements and Best Management Practices (BMPs), during construction, that mitigate any offsite release of surface pollutants from the property. This includes regular compliance reporting. The project would comply with CVWD's storm -water requirements, which would prevent 34200 Bob Hope Drive, Rancho Mirage, CA 92270 1760.320.9811 I msaconsultinginc.com California Environmental Quality Act (CEQA) Notice of Exemption (NOE) 111 & Adams Street — La Quinta, CA Page 3 June 2, 2025 impacts to local receiving waters and avoid violations to the established water quality standards and waste discharge requirements. Moreover, because the project is consistent with the General Plan Land Use designation, it is also considered consistent with the regional Air Quality Management Plan, and therefore would not generate significant air quality emissions. Project -specific air quality modeling was ran on January 31, 2025 to determine whether the project would exceed applicable air quality and greenhouse gas (ghg) thresholds. Per the modeling, the project would not exceed air quality or ghg thresholds established by the South Coast Air Quality Management District (SCAQMD). See Attachment 2. > The site can be adequately served by all required utilities and public services: The City's General Plan EIR analyzed the provision of public services and utilities for all properties within the City consistent with General Plan land uses and determined that build -out would be adequately served without creating significant impacts. Moreover, the site has been graded for a number of years and is currently vacant. It is located in an urban area of the City that is fully served by existing utilities and public services. On -site extension of the necessary utilities and provision for public services would be routine and would not result in adverse impacts to the affected service providers. Based upon the reasoning provided in this letter, no further CEQA analysis is required, unless the proposed project plans undergo changes not described in this letter. We would be glad to provide any other information if needed. We can be reached at 760-320- 9811. Very truly yours, 4. Michelle Witherspoon Director of Environmental Services -'77ut-i JrYzn- 34200 Bob Hope Drive, Rancho Mirage, CA 92270 1 760.320.98111 msaconsultinginc.com ATTACHMENT 1 Adams Street & Corporate Centre Drive Traffic Impact Analysis City of La Quinta, California April 25, 2025 Prepared by: TJW ENGINEERING, INC. 9841 Irvine Center Drive, Suite 200 Irvine, CA 92618 949.878.3509 1 www.tjwengineering.com 41. April 25, 2025 Mr. Michael J. Shovlin ADAMS ONE ELEVEN LLC 900 Island Drive, Unit 312 Rancho Mirage, CA 92270 TJW ENGINEERING, INC. TRAFFIC ENGINEERING & TRANSPORTATION PLANNING CONSULTANTS Subject: Traffic Impact Analysis — Adams Street & Corporate Centre Drive, City of La Quinta, CA Dear Mr. Shovlin: TJW ENGINEERING, INC. (TJW) is pleased to present to you with this traffic impact analysis for the proposed project located at the southwest corner of Adams Street and Corporate Centre Drive in the City of La Quinta, California. The development is for the construction of a 3,800 square coffee shop with a drive -through window. This traffic study has been prepared to meet the traffic study requirements for the City of La Quinta and assesses the forecast traffic operations associated with the proposed project and its impact on the local street network. This report is being submitted to you for review and forwarding to the City of La Quinta. Please contact us at (949) 878-3509 if you have any questions regarding this analysis. Sincerely, Thomas Wheat, PE, TE President Registered Civil Engineer #69467 Registered Traffic Engineer #2565 ap'E5;pt, SEP 'No.69467 Exp. 6/30/26 CIVIL • David Chew, PTP Transportation Planner Adams Street & Corporate Centre Drive Traffic Impact Analysis City of La Quinta, California April 25, 2025 Prepared for: Mr. Michael J. Shovlin ADAMS ONE ELEVEN LLC 900 Island Drive, Unit 312 Rancho Mirage, CA 92270 Prepared by: Thomas Wheat, PE, TE David Chew, PTP TJW ENGINEERING, INC. 9841 Irvine Center Drive, Suite 200 Irvine, CA 92618 949.878.3509 I www.tjwengineering.com Table of Contents 1.0 EXECUTIVE SUMMARY 6 1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS 6 1.2 ON -SITE ROADWAY AND SITE ACCESS IMPROVEMENTS 7 2.0 INTRODUCTION 8 2.1 PROJECT DESCRIPTION 8 2.2 STUDY AREA 8 2.3 INTERSECTION ANALYSIS METHODOLOGY 9 2.4 CITY OF LA QUINTA PERFORMANCE CRITERIA 10 3.0 EXISTING CONDITIONS 13 3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS 13 3.2 EXISTING PUBLIC TRANSIT SERVICES 13 3.3 PEDESTRIANS AND BICYCLES 13 3.4 EXISTING TRAFFIC VOLUMES 13 3.5 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS 14 4.0 PROPOSED PROJECT 17 4.1 PROJECT DESCRIPTION 17 4.2 PROJECT TRIP GENERATION 17 4.3 PROJECT TRIP DISTRIBUTION 17 4.4 SIGHT DISTANCE ANALYSIS 18 4.5 ON -SITE CIRCULATION ANALYSIS 18 5.0 OPENING YEAR (OY) TRAFFIC CONDITIONS 22 5.1 ROADWAY IMPROVEMENTS 22 5.2 CUMULATIVE PROJECTS TRAFFIC 22 5.3 OPENING YEAR TRAFFIC VOLUMES 23 5.4 OPENING YEAR INTERSECTION LOS ANALYSIS 24 6.0 OPENING YEAR PLUS PROJECT (OYP) TRAFFIC CONDITIONS 27 6.1 ROADWAY IMPROVEMENTS 27 6.2 OPENING YEAR PLUS PROJECT TRAFFIC VOLUMES 27 6.3 OPENING YEAR PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS 27 6.4 ALTERNATIVE SCENARIOS OPENING YEAR PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS 28 7.0 DRIVE -THROUGH QUEUE ANALYSIS 31 7.1 DRIVE -THROUGH QUEUE ANALYSIS METHODOLOGY 31 7.2 DRIVE -THROUGH QUEUE OBSERVATION RESULTS 31 MSA-24-001 4 List of Tables Table 1: HCM — LOS & Delay Ranges — Signalized Intersections 9 Table 2: Roadway Characteristics within Study Area 13 Table 3: Intersection Analysis — Existing Conditions 14 Table 4: Proposed Project Trip Generation 17 Table 5: Cumulative Projects List and Trip Generation 23 Table 6: Intersection Analysis — Opening Year Conditions 24 Table 7: Intersection Analysis — Opening Year Plus Project Conditions 27 Table 8: Intersection Analysis — Opening Year Plus Project Conditions 28 Table 9: Summary of Drive -Through Queue Observations and Analysis 32 List of Exhibits Exhibit 1: Project Location 11 Exhibit 2: Proposed Project Site Plan 12 Exhibit 3: Lane Geometry and Intersection Controls 15 Exhibit 4: Existing AM and PM Peak Hour Volumes 16 Exhibit 5: Proposed Trip Distribution 19 Exhibit 6: Sight Distance Analysis 20 Exhibit 7: On -Site Circulation 21 Exhibit 8: Cumulative Project Locations 25 Exhibit 9: Opening Year AM and PM Peak Hour Volumes 26 Exhibit 10: Opening Year Plus Project AM and PM Peak Hour Volumes 29 Exhibit 11: Lane Geometry and Intersection Controls for Alternative OYP Scenarios 30 Exhibit 12: Proposed Queue 33 Exhibit 13: Comparable Site Locations 34 Appendices Appendix A: Glossary of Terminology Appendix B: Scoping Agreement Appendix C: Existing Traffic Counts Appendix D: HCM Analysis Sheets MSA-24-001 5 1.0 EXECUTIVE SUMMARY This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed land use project located at the southwest corner of Adams Street and Corporate Centre Drive in the City of La Quinta, California. The purpose of this TIA is to evaluate potential circulation system deficiencies that may result from the development of the proposed project, and to recommend improvements to achieve acceptable operations, if applicable. This analysis has been prepared in coordination with the City of La Quinta via a scoping agreement (See Appendix B) and follows the City of La Quinta 2035 General Plan (City General Plan) (November 2013) and the City of La Quinta Traffic Impact Study Guidelines (City Guidelines) (June 2012). The proposed project is for the construction of a 3,800 square coffee shop with a drive -through window. The proposed project will be accessible via the existing driveway west of the intersection of Adams Street and Corporate Centre Drive. The project site is currently designated for General Commercial (CG) land use. The site is zoned as Regional Commercial (CR). The project site is currently vacant. The proposed project is anticipated to be built and generating trips in 2025. The proposed project is projected to generate 2,028 new daily trips including 326 AM peak hour trips and 148 PM peak hour trips. One (1) intersection in the vicinity of the project site have been included in the intersection level of service (LOS) analysis: 1. Adams Street/Corporate Centre Drive The study intersection is analyzed for the following study scenarios: • Existing Traffic Conditions; • Opening Year (OY) Traffic Conditions; • Opening Year Plus Project (OYP) Traffic Conditions. 1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS Table ES-1 summarizes the results of the intersection level of service analysis based on the City of La Quinta thresholds of significance for analyzing transportation deficiencies. Table ES-1 Summary of Transportation Deficiencies at the Study Intersection Intersection Existing Opening Year Opening Year +Project 1 Adams Street Corporate Centre Drive - - - Existing Traffic Conditions The study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for Existing traffic conditions. Opening Year (OY) Traffic Conditions The study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for Opening Year traffic conditions. Opening Year Plus Project (OYP) Traffic Conditions The study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for Background traffic conditions. 1.2 ON -SITE ROADWAY AND SITE ACCESS IMPROVEMENTS Wherever necessary, roadways adjacent to the proposed project site and site access points will be constructed in compliance with recommended roadway classifications and respective cross -sections in the City General Plan or as directed by the City Engineer. Sight distance at each project access point should be reviewed with respect to standard Caltrans and City sight distance standards at the time of final grading, landscaping and street improvement plans. Signing and stripping shall be implemented in conjunction with detailed construction plans for the project site. 2.0 INTRODUCTION This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed land use project located at the southwest corner of Adams Street and Corporate Centre Drive in the City of La Quinta, California. The purpose of this TIA is to evaluate potential circulation system deficiencies that may result from the development of the proposed project, and to recommend improvements to achieve acceptable operations, if applicable. This analysis has been prepared in coordination with the City of La Quinta via a scoping agreement (See Appendix B) and follows the City of La Quinta 2035 General Plan (City General Plan) (November 2013) and the City of La Quinta Traffic Impact Study Guidelines (City Guidelines) (June 2012). 2.1 PROJECT DESCRIPTION The proposed project is for the construction of a 3,800 square coffee shop with a drive -through window. The proposed project will be accessible via the existing driveway west of the intersection of Adams Street and Corporate Centre Drive. The project site is currently designated for General Commercial (CG) land use. The site is zoned as Regional Commercial (CR). The project site is currently vacant. Exhibit 1 displays a map with the proposed project location. Exhibit 2 shows the project site plan. 2.2 STUDY AREA One (1) intersection in the vicinity of the project site has been included in the intersection level of service (LOS) analysis: 1. Adams Street/Corporate Centre Drive The intersection is located within the City of La Quinta. The study intersection is analyzed for the following study scenarios: • Existing Traffic Conditions; • Opening Year (OY) Traffic Conditions; • Opening Year Plus Project (OYP) Traffic Conditions. Traffic operations are evaluated for the following time periods: • Weekday AM Peak Hour occurring between 7:00 AM to 9:00 AM; • Weekday PM Peak Hour occurring between 4:00 PM to 6:00 PM. 2.3 INTERSECTION ANALYSIS METHODOLOGY Level of Service (LOS) is commonly used to describe the quality of flow on roadways and at intersections using a range of LOS from LOS A (free flow with little congestion) to LOS F (severely congested conditions). The definitions for LOS for interruption of traffic flow differ depending on the type of traffic control (traffic signal, unsignalized intersection with side street stops, unsignalized intersection with all -way stops). The Highway Capacity Manual 7th Edition (HCM) (Transportation Research Board, 2022) methodology expresses the LOS of an intersection in terms of delay time for the intersection approaches. The HCM methodology utilizes different procedures for different types of intersection controls. City Guidelines allow signalized intersection operations to be analyzed utilizing the HCM methodology. Intersection LOS for signalized intersections is based on the intersection's average control delay for all movements at the intersection during the peak hour. Control delay includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay. The procedure for stop -control analysis determines the average total delay, expressed in seconds of delay per vehicle, for left turns from the major street and from the stop -controlled minor street traffic stream. Delay values are calculated based on the relationship between traffic on the major street and the availability of acceptable "gaps" in this stream through which conflicting traffic movements can be made. Intersection operation for unsignalized intersections is based on the weighted average control delay expressed in seconds per vehicle. At a two-way or side -street stop -controlled intersection, LOS is calculated for each stop -controlled minor street movement, for the left -turn movement(s) from the major street, and for the intersection as a whole. For approaches consisting of a single lane, the delay is calculated as the average of all movements in that lane. For all -way stop -controlled intersection, LOS is computed for the intersection as a whole. Table 1 describes the general characteristics of traffic flow and accompanying delay ranges at signalized intersections. Table 1: HCM — LOS & Delay Ranges — Signalized Intersections Level of Service Average Control Delay (Seconds/Vehicle) Signalized Intersections Unsignalized Intersections A 0-10.00 0-10.00 B 10.01-20.00 10.01-15.00 C 20.01— 35.00 15.01— 25.00 D 35.01— 55.00 25.01— 35.00 E 55.01— 80.00 35.01— 50.00 F > 80.01 > 50.01 Source: Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). MSA-24-001 9 Collected peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15- minute volumes. It is a common practice in LOS analysis to conservatively use a peak 15-minute flow rate applied to the entire hour to derive flow rates in vehicles per hour that are used in the LOS analysis. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume. PHF = [Hourly Volume]/ [4 * Peak 15-Minute Volume]. The use of a 15-minute PHF produces a more detailed and conservative analysis compared to analyzing vehicles per hour. Existing PHFs, obtained from the existing traffic counts have been used for all analysis scenarios in this study. This analysis utilizes PTV Vistro, Version 2025 analysis software for all signalized intersections. Vistro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis specified in Chapter 16 of the HCM. The level of service and capacity analysis performed within Vistro takes the optimization and coordination of signalized intersections within a network into consideration. 2.4 CITY OF LA QUINTA PERFORMANCE CRITERIA The City General Plan has established City of La Quinta mandates that the City strive to maintain the minimum level of service for its intersections at no worse than LOS D. MSA-24-001 10 lti • \r � t i r,.:L f ° _— d +' err •` .f.�{,!''1F°._� rrf•r.... 5'. • 1 f • 4 • • , Legend: ri2M Project Site ® Study Intersection Location Exhibit 1: Project Location Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Not to Scale PROPERN LICE. STOP 102 105 TYP.I 103 TYP xa nvPa N" ' 1€ ® �r 1 J 1 Exhibit 2: Proposed Site Plan NORTH Adams Street and Corporate Centre Drive Traffic Impact Analysis nwoiamaxa ■c MSA-24-001 3.0 EXISTING CONDITIONS 3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS The characteristics of the roadways in the study intersection are described in Table 2. Table 2: Roadway Characteristics within Study Area Roadway 1 Classification Jurisdiction Direction Existing Travel Lanes Median Type' Speed Limit (mph) On -Street Parking Adams Street Secondary Arterial 4UD La Quinta North -South 4 RM 45 No Corporate Centre Drive Collector La Quinta East-West 2 NM 25 No 1: Source: City of La Quinta 2035 General Plan (November 2013). 2: RM= Raised Median, NM = No Median. Exhibit 3 shows the Existing study area lane geometry and intersection controls. 3.2 EXISTING PUBLIC TRANSIT SERVICES The City of La Quinta is served by the SunLine Transit Agency which provides bus service throughout the Coachella Valley region. SunLine Route 7 travels between census -designated Bermuda Dunes and the City of La Quinta and travels past the proposed project along Adams Street. It includes two (2) stops less than one- third (1/3) of a mile from the site. Appendix B contains a map and schedule of SunLine Route 7. 3.3 PEDESTRIANS AND BICYCLES The City General Plan indicates a Class III bicycle path is planned for Adams Street along the proposed project frontage. There are pedestrian crosswalks at all four approaches of the study intersection. Sidewalks exist on Adams Street and the westbound leg of Corporate Centre Drive. The proposed project includes the construction of a sidewalk on the eastbound leg of Corporate Centre Drive along the project frontage. 3.4 EXISTING TRAFFIC VOLUMES To determine the existing operation of the study intersection, AM and PM peak period traffic volumes were collected on Tuesday, December 17, 2024. Detailed traffic count data is provided in Appendix C. The existing AM and PM peak hour volumes at the study intersection is shown in Exhibit 4. MSA-24-001 13 3.5 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS The intersection analysis of the AM and PM peak hours for Existing traffic conditions is shown in Table 3. Calculations are based on the Existing geometrics at the study area intersection as shown previously in Exhibit 3. HCM analysis sheets are provided in Appendix D. Table 3: Intersection Analysis — Existing Conditions Intersection Control Type Peak Hour Existing Conditions Delay' LOS 1 Adams Street Corporate Centre Drive Signal AM 18.2 B PM 18.8 B 1: Delay shown in seconds per vehicle. Per the Highway Capacity Manual 7`" Edition, overall average delay and LOS are shown for signalized and all -way stop - controlled intersections. As shown in Table 3, the study intersection is currently operating at an acceptable LOS during the AM and PM peak hours for Existing traffic conditions. Adam Street/ Corporate Centre Drive -Driveway Exhibit 3: Lane Geometry and Intersection Controls 6 Legend: �T17J� Project Site ® Study Intersection Location Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Not to Scale rnrnalin1wa Mc AM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway =4- Exhibit 4: Existing AM and PM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway Legend: �T17J� Project Site ® Study Intersection Location Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Not to Scale 4.0 PROPOSED PROJECT 4.1 PROJECT DESCRIPTION The proposed project is for the construction of a 3,800 square foot coffee shop with a drive -through window. The proposed project will be accessible via the existing driveway west of the intersection of Adams Street and Corporate Centre Drive. The project site is currently designated for General Commercial (CG) land use. The site is zoned as Regional Commercial (CR). The project site is currently vacant. Exhibit 2 previously showed the proposed project site plan. 4.2 PROJECT TRIP GENERATION Trip generation represents the amount of traffic, both inbound and outbound, produced by a development. Determining trip generation for a proposed project is based on projecting the amount of traffic that the specific land uses being proposed will produce. Industry standard Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) trip generation rates were used to determine trip generation of for the proposed project land uses. Table 4 summarizes the projected AM peak hour, PM peak hour and daily trip generation of the proposed project. The proposed project is projected to generate 2,028 new daily trips including 326 AM peak hour trips and 148 PM peak hour trips. Table 4: Proposed Project Trip Generation Proposed Land Use' ITE Code Qty Unite Daily AM Peak Hour PM Peak Hour Rate Volume Rate In:Out Split Volume Rate In:Out Split Volume In Out Total In Out Total Coffee/Donut shop with Drive -Through Window 937 3.80 TSF 533.57 2,028 85.88 51:49 166 160 326 38.99 50:50 74 74 148 1: Trip generation and pass -by rates from ITE Trip Generation Manual (11th Edition, 2021). 2: TSF = Thousand Square Feet. 4.3 PROJECT TRIP DISTRIBUTION Projecting trip distribution involves the process of identifying probable destinations and traffic routes that will be utilized by the proposed project's traffic. The potential interaction between the proposed land use and surrounding regional access routes are considered to identify the probable routes onto which project traffic would distribute. The projected trip distribution for the proposed project is based on anticipated travel patterns to and from the project site. Exhibit 5 shows the project proposed trip distribution. 4.4 SIGHT DISTANCE ANALYSIS Corner sight distance was reviewed at the proposed exiting drive -through. The parking lot of the shopping center was assumed to be 15 miles per hour. As such, the recommended minimum stopping sight distance would be 100 feet, the corner sight distance to the right 145 feet, and the corner sight distance to the left 165 feet. Currently there is more sight distance available than these minimum recommended values at the proposed parking lot connection so long as the drive -through is designed with the appropriate sight lines. Exhibit 6 displays the sight distance analysis template. 4.5 ON -SITE CIRCULATION ANALYSIS A template displaying navigation of a passenger vehicle circulating in and out of the drive -through of the proposed project was generated to demonstrate the sufficiency of space to maneuver through the project. A standard passenger vehicle of 20-feet in length was used for the template. The template is provided in Exhibit 7. W 18 MSA-24-001 CoExhibit 5: Proposed Trip Distribution Adams Street and Corporate Centre Drive Traffic Impact Analysis Legend: rl17TJ Project Site ® Study Intersection Location (XX%) Percent Trip Distribution MSA-24-001 Not to Scale rnrnaall0wa Mc CORNER SIGHT DISTANCE NOTES: 4.25' OBJECT HEIGHT LOCATED AT CENTER OF NEAREST APPROACHING LANE 145 CORNER SIGHT DISTANCE Exhibit 6: Sight Distance Analysis Adam St and Corporate Centre Dr Queue Study 3.5' DRIVER'S EYE HEIGHT LOCATED 15' FROM EDGE OF TRAVELWAY 3' FROM DRIVEWAY CENTERLINE FOR PRIVATE ROAD/RURAL DRIVEWAYS, THE HIGHWAY DESIGN MANUAL (HDM) RECOMMENDS CORNER SIGHT DISTANCE EQUAL (1.47)(Vm)(Tg). RIGHT —TURN: Vm=15MPH, Tg=6.5 CORNER SIGHT DISTANCE: 145' SCALE: 1" = 80' 20 0 20 40 60 MSA-24-001 nwo,alienxa ixc CIRCULATION EXHIBIT 1 Exhibit 7: On -Site Circulation Adam St and Corporate Centre Dr Queue Study CIRCULATION EXHIBIT 2 Legend: 19 o 11 P - Passenger Car Overall Lencth Overall Widh Overall Body Height Min Body Ground Clearance Track Width Lock -to -lock time Curb to Curb Turning Radius 19.000ft 7.000ft 5.101ft 1.116ft 6.000ft 4.00s 24.000ft MSA-24-001 5.0 OPENING YEAR (OY) TRAFFIC CONDITIONS The Opening Year (OY) traffic conditions analysis is intended to analyze the traffic conditions projected for the proposed project opening year. This study scenario includes analysis of traffic generated by nearby cumulative projects. It does not include traffic generated by the proposed project. 5.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for the OY traffic conditions scenario are consistent with those previously shown in Exhibit 3. 5.2 CUMULATIVE PROJECTS TRAFFIC City Guidelines require that other reasonably foreseeable development projects which are either approved or are currently being processed in the study area also be included as part of a cumulative analysis scenario. A list of cumulative projects was developed for this analysis through consultation with City of La Quinta staff, and obtainment of current development status reports. A summary of the cumulative projects including their land uses and trip generation are shown in Table 5. The cumulative project locations are shown on the map in Exhibit 8. Table 5: Cumulative Projects List and Trip Generation Project Land Usel ITE Code Qty Unit3 Daily AM Peak Hour PM Peak Hour Rate Volume Rate In:Out Split Volume Rate n:Out Split Volume In Out Total In Out Total 1 Flora at Jefferson Square Multifamily Housing (Low -Rise) 220 88 DU 6.74 593 0.4 24:76 8 27 35 0.51 63:37 28 17 45 2 Jefferson Street Apartments Multifamily Housing (Low -Rise) 220 42 DU 6.74 283 0.4 24:76 4 13 17 0.51 63:37 13 8 21 3 Dune Palm Mixed Use Coffee shop w/ Drive Through Window Pass By -Trips (0.5 Daily, 0.5 AM, 0.55 934 4.76 TSF 467.48 2,226 -1,113 44.61 51:49 108 -54 104 -52 212 -106 33.0 3 52:48 82 -45 75 -41 157 -86 Single Tunnel Automated Car Wash2 Pass By -Trips (0.2 Daily, 0.2 AM, 0.2 PM) 1.0 Tunnel 1858 -372 1,858 124 50:50 -12 62 -12 62 -25 124 190 50:50 -19 95 -19 95 -38 190 -372 Multifamily Housing (Low -Rise) 210 180 DU 6.74 1,213 0.4 24:76 17 55 72 0.51 63:37 58 34 92 4 Hampton Inn Hotel 310 125 RM 7.99 999 0.46 56:44 32 26 58 0.59 51:49 38 36 74 5 St. Francis Expansion Church 560 22.50 TSF 7.6 171 0.32 62:38 4 3 7 0.49 44:56 5 6 11 6 La Quinta Village Apartments Multifamily Housing (Low -Rise) 220 178 DU 6.74 1,200 0.4 24:76 17 54 71 0.51 63:37 57 34 91 Affordable Housing 223 74 DU 4.81 356 0.36 29:71 8 19 27 0.46 59:41 20 14 34 7 Rancho La Quinta Club Expansion General Office Building 710 2.92 TSF 10.84 32 1.52 88:12 4 0 4 1.44 17:83 1 3 4 8 Rancho La Quinta Fitness Health/Fitness Club 492 11.54 TSF 0 0 1.31 51:49 8 7 15 3.45 57:43 23 17 40 Results DailyVolume AM In Out Total Peak Hour PM In Out Total Peak Hour Subtotal 8,93 272 370 642 420 339 759 Pass -By Trips -1,485 -66 -64 -131 -64 -60 -124 Net Total 7,44 206 306 511 356 279 635 1: Trip generation and pass -by rates are from the ITE Trip Generation Manual (11th Edition, 2021) except where noted. 2: Trip generation and pass -by rates are derived from Fast5Xpress Glendora Traffic Impact Analysis FCW21002 (March 2022) prepared by TJW Engineering, Inc. 3: DU = Dwelling Units; TSF = Thousand Square Feet; RM = Room. 5.3 OPENING YEAR TRAFFIC VOLUMES OY traffic volumes are volumes projected for the proposed project opening year, 2025, including volumes from nearby cumulative projects. To project traffic volumes for 2025, an annual growth rate of 2% for one year was applied to the Existing traffic volumes. The projected volumes are then added to the cumulative project volumes. Exhibit 9 shows OY AM and PM peak hour volumes at the study intersection. OY Volumes = (Existing (2024) Counts * 1.02) + Cumulative Projects 5.4 OPENING YEAR INTERSECTION LOS ANALYSIS The intersection analysis for AM and PM peak hours under OY traffic conditions is shown in Table 6. HCM worksheets are shown in Appendix D. Table 6: Intersection Analysis — Opening Year Conditions Intersection Control Type Peak Hour OY Conditions Delay' LOS 1 Adams Street Corporate Centre Drive Signal AM 17.7 B PM 18.3 B 1: Delay is shown in seconds per vehicle. Per the Highway Capacity Manual 7 h Edition, overall average delay and LOS are shown for signalized and all -way stop -controlled intersections. As shown in Table 6, the study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for OY traffic conditions. Legend: P1173 Project Site O Approximate Cumulative Project Locations Exhibit 8: Cumulative Project Locations Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 rnrnalin1wa Mc AM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway Exhibit 9: Opening Year AM and PM Peak Hour Volumes Adams Street and Corporate Centre Drive Traffic Impact Analysis PM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway 78 20 24 _a -` Legend: �T17J� Project Site ® Study Intersection Location MSA-24-001 rnrnalin1wa Mc Not to Scale 6.0 OPENING YEAR PLUS PROJECT (OYP) TRAFFIC CONDITIONS The Opening Year Plus Project (OYP) traffic conditions analysis is intended to analyze impact the proposed project has on the traffic conditions projected for the proposed project opening year. This study scenario includes analysis of traffic generated by nearby cumulative projects. 6.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for the OYP traffic conditions scenario are consistent with those previously shown in Exhibit 3. 6.2 OPENING YEAR PLUS PROJECT TRAFFIC VOLUMES OYP traffic volumes are volumes projected for the proposed project opening year, 2025, including volumes generated by the proposed project and nearby cumulative projects. To project traffic volumes for 2025, an annual growth rate of 2% for one year was applied to the Existing traffic volumes. The projected volumes are then added to the volumes of both the proposed project and cumulative projects. Exhibit 10 shows OYP AM and PM peak hour volumes at the study intersection. OYP Volumes = (Existing (2024) Counts * 1.02) + Proposed Project + Cumulative Projects 6.3 OPENING YEAR PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS The OYP traffic conditions AM and PM peak hour intersection analysis is shown in Table 7. HCM analysis sheets are provided in Appendix D. Table 7: Intersection Analysis — Opening Year Plus Project Conditions Intersection Control Type Peak Hour E Conditions OYP Conditions Delay' LOS Delay' LOS 1 Adams Street Corporate Centre Drive Signal AM 18.2 B 25.2 B PM 18.8 B 22.2 C 1: Delay is shown in seconds per vehicle. Per the Highway Capacity Manual 7' Edition, overall average delay and LOS are shown for signalized and all -way stop -controlled intersections. As shown in Table 7, the study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for OYP traffic conditions. 6.4 ALTERNATIVE SCENARIOS OPENING YEAR PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS The City of La Quinta requested 3 different alternative scenarios to be analyzed at the study intersection of Adams Street and Corporate Centre Drive. • Alternative 1— Four (4) lane configuration at Corporate Centre Drive • Alternative 2 — One (1) lane configuration along Adams Street (road diet) • Alternative 3 — Roundabout Exhibit 11 shows Alternative OYP lane geometry and intersection controls. The Alternative OYP traffic conditions AM and PM peak hour intersection analysis is shown in Table 8. HCM analysis sheets are provided in Appendix D. Table 8: Intersection Analysis — Opening Year Plus Project Conditions Intersection Peak Hour OYP Conditions Alternative #1 Alternative #2 Alternative #3 Delay" LOS Delay" LOS Delay" LOS Delay' LOS 1 Adams Street Corporate Centre Drive AM 25.2 B 24.4 C 22.3 C 14.6 B PM 22.2 C 22.0 C 18.7 B 14.0 B 1: Delay is shown in seconds per vehicle. Per the Highway Capacity Manual 7' Edition, overall average delay and LOS are shown for signalized and all -way stop -controlled intersections. As shown in Table 8, the study intersection is projected to operate at an acceptable LOS during the AM and PM peak hours for Alternative OYP traffic conditions. Of note, for all three alternative scenarios, each individual movement of all four legs of the intersection were projected to operate at acceptable LOS during both AM and PM peak hours. The HCM analysis sheets of Appendix D show the delays and corresponding LOS for each individual movement of each leg for all three scenarios. AM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway PM Peak Hour Volumes Adam Street/ Corporate Centre Drive -Driveway Exhibit 10: Opening Year Plus Project AM and PM Peak Hour Volumes Adams Street and Corporate Centre Drive Traffic Impact Analysis Legend: �T17J� Project Site ® Study Intersection Location MSA-24-001 rnrnalin1wa Mc Not to Scale Alternative #1 Adam Street/ Corporate Centre Drive -Driveway Alternative #2 Adam Street/ Corporate Centre Drive -Driveway I -v r- Alternative #3 Adam Street/ Corporate Centre Drive -Driveway ®Exhibit 11: Lane Geometry and Intersection Controls for Alternative OYP Scenarios Adams Street and Corporate Centre Drive Traffic Impact Analysis Legend: �T17J� Project Site ® Study Intersection Location MSA-24-001 Not to Scale rnrnalin1wa Mc 7.0 DRIVE -THROUGH QUEUE ANALYSIS The project proposes a coffee shop drive -through window which would have a capacity of approximately 17 vehicles before a queue begins to form outside of the drive -through lane. Comparable sites for the drive - through queue analysis were determined based on discussions with the project applicant and City staff. The two locations have similar adjacent major roadways. The drive -through queue data was collected at the following two existing comparable locations: 1) McDonald's: 78-962 CA-111, La Quinta, CA 92253; 2) Starbucks: 78-752 CA-111, La Quinta, CA 92253. Exhibit 12 demonstrates the proposed queue using a standard passenger vehicle and Exhibit 13 shows the proposed comparable site locations. 7.1 DRIVE -THROUGH QUEUE ANALYSIS METHODOLOGY Peak periods for coffee shops are typically weekdays in the morning, lunchtime, and in the evening. Therefore, site queue observations were conducted on a typical weekday and Saturday from 7:00-9:00 AM, 11:00 AM-2:00 PM, and 4:00-7:00 PM. Data was collected in 10-minute increments on Saturday, December 14, 2025 and Tuesday, December 17, 2025. The data collection resulted in a sample size of 102 data points on each day for a total of 208 data points. The data collected can be used to determine the 85th percentile queue length, which is typically used to determine the appropriate vehicle stacking needed for drive -through restaurants. 7.2 DRIVE -THROUGH QUEUE OBSERVATION RESULTS Based on the collected data, Table 9 shows the number of times a certain queue length occurred and the probability of that queue length not being exceeded. Complete observation data is provided in Appendix A. 6 31 MSA-24-001 Table 9: Summary of Drive -Through Queue Observations and Analysis Drive -Through Queue Analysis Queue Length (Vehicles) Number of Occurrences Total Number of Data Points Probability of Exceeding Queue Length 0 6 6 2.94% 1 19 25 12.25% 2 21 46 22.55% 3 24 70 34.31% 4 22 92 45.10% 5 13 105 51.47% 6 19 124 60.78% 7 17 141 69.12% 8 13 154 75.49% 9 16 170 83.33% 10 10 180 88.24% 11 5 185 90.69% 12 7 192 94.12% 13 3 195 95.59% 14 6 201 98.53% 15 2 203 99.51% 16 1 204 100.00% 85th Percentile Info Queue Length: 10 Vehicles Data Point: 174th When determining the appropriate queue storage, a drive -through should typically be designed to accommodate the 85th percentile queue length. Based on the data collected at the existing locations, the 85th percentile queue length is 10 vehicles which occurred at the 88th data point. The maximum observed queue was 16 vehicles occurring one time. In the event that the queue extends beyond 17 vehicles, coffee shop associates can direct traffic through the drive aisles in the parking lot to stack south of the drive -through lane entrance. This will leave the coffee shop drive -through entrance accessible and will only block off parking spaces near the coffee shop itself. MSA-24-001 32 TYP. io 0 \\\��\��- TYP. w a 0 1 t uM 0QR s.Arar�c APROX. 650 V 161 TYP. Exhibit 12: Proposed Queue Adam St and Corporate Centre Dr Queue Study O PICK UP Project Site L O 11 l�� 11 ORDER Legend: q 11 P - Passenger Car Overall Lencth Overall Widh Overall Body Height Min Body Ground Clearance Track Width Lock -to -lock time Curb to Curb Turning Radius PROPERTY LINE 19.000ft 7.000ft 5.101 ft 1.116ft 6.000ft 4.00s 24.000ft MSA-24-001 ilW Not to Scale Project Site--„c . r. ---*("----i , * al. •„*., , A.it' li‘ s• V r A: 4' -/- ;' • it 4 4 . we. l'e ' "' .CAU VASIA, 'Ili,. , .f,.s-0414•."14:''' g• ' . , / • • • 4, .1-• FK 4' e An .• • ;: it . t* 4'. ' -,. .... 4: ,... • ... ;44 0 * . . • fl, -• .. , 4. - , ' ,.::. . •-..: • . 4. • ..... ,,et d ' .. 1 , • 1. _ , t i. 1k .'",-...:: €, r' ilik •,- ,., j-A1--- — :1-. Le) AE dxahmi sbSti rteelt a3n:dCCo°rporaPteaCreantbrle De rivSeitTreaffLicolmc paatctioAnnalsysis MSA-24-001 Not to Scale APPENDIX Appendix A: Glossary of Terminology Appendix B: Scoping Agreement Appendix C: Existing Traffic Counts Appendix D: HCM Analysis Sheets APPENDIX A GLOSSARY OF TERMINOLOGY Glossary of Terminology ACRONYMS: AC Acres ADT Average Daily Traffic Caltrans California Department of Transportation DU Dwelling Unit ICU Intersection Capacity Utilization LOS Level of Service TSF Thousand Square Feet V/C Volume/Capacity VMT Vehicle Miles Traveled TERMS AVERAGE DAILY TRAFFIC — The average 24-hour volume for a stated period divided by the number of days in that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365 days. CAPACITY — The maximum number of vehicles that can be reasonably expected to pass over a given section of a lane or a roadway in a given time period. CYCLE LENGTH — The time period in seconds required for a traffic signal to complete one full cycle of indications. DAILY CAPACITY — A theoretical value representing the daily traffic volume that will typically result in a peak hour volume equal to the capacity of the roadway. DELAY — The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle. DENSITY — The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile. DESIGN SPEED — A speed selected for purposes of design. Features of a highway, such as curvature, superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to design speed. DIRECTIONAL SPLIT — The percent of traffic in the peak direction at any point in time. FREE FLOW — Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic. HEADWAY — Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper. LEVEL OF SERVICE —A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs. PASSENGER CAR EQUIVALENT (PCE) — A metric used to assess the impact of larger vehicles, such as trucks, recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number of passenger cars. PEAK HOUR — The 60 consecutive minutes with the highest number of vehicles. QUEUE LENGTH — The length of vehicle queue, typically expressed in feet, waiting at a service area such as a Traffic signal, stop sign, or access gate. SIGHT DISTANCE — The continuous length of roadway visible to a driver or roadway user. SIGNAL CYCLE — The time period in seconds required for one complete sequence of signal indications. SIGNAL PHASE — The part of the signal cycle allocated to one or more traffic movements. STARTING DELAY — The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through an intersection. TRAFFIC -ACTUATED SIGNAL —A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. TRIP — The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home is two trips, not one. TRIP GENERATION RATE — The quantity of trips produced and/or attracted by a specific land use stated in terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space. VEHICLE MILES OF TRAVEL — A measure of the amount of usage of a section of highway, obtained by multiplying the average daily traffic by length of facility in miles. APPENDIX B SCOPING AGREEMENT AND CITY DOCUMENTS ATTACHMENT 4 CITY OF LA QUINTA eiCaiQtdida, CALIFORNIA - DATE 12/11/24 TRAFFIC IMPACTS ANALYSIS SCOPE Work to be done per Engineering Bulletin 06-13 Project Name: Adams St and Corporate Centre Dr Drive -Through Queue Study Project Location: Adams St and Corporate Centre Dr Project Description: 3,800 square foot drive -through facility Developer Traffic Engineer Name ADAMS ONE ELEVEN, LLC. TJW Engineering, Inc. Address 900 Island Drive, Unit 312 9841 Irvine Center Drive, Suite 200. Rancho Mirage, Ca 92270 Irvine, Ca 92618 Contact Michael J. Shovlin Daniel Flores Phone (949) 878-3509 Email Daniel(a�tiwenaineerinq.com Study Intersection Adams St and Corporate Centre Dr Study Segments N/A ITE Land Use Code ITE Trip Gen. Rate Unit of Measure Daily Trips Pass by Fast -Food Restaurant with 934 TSF 1,776 50% AM Drive -Through Window 50% PM 55% Daily Time periods to be analyzed: Year(s) to be analyzed: 0 AM 0 PM • Sat Existing, Opening Year (2025) without Project and Opening Year (2025) with • Other Project scenarios 11495 Calle Tampico I La puinta, California 92253 1760.171.1000 I www.laqunlaca.gov CALIFORNIA - Special issues to be addressed: Collect drive -through queue data in 10-minute increments at up to two (2) comparable sites during the peak periods. The peak period data collection will occur on a typical weekday and a Saturday from 7:00-9:00 AM, 11:00 AM-2:00 PM, and 4:00-7:00 PM. Attachments: 0 Site Plan City Approval El Study Intersections/Segments Map Dn Map 0 Cumulative Impacts Date 1/16/25 Additional Items to be address: Provide a site distance exhibit for the exiting drive -through driveway and provide vehicle turning movements to illustrate on -site circulation. City of La Quinta to provide cumulative projects for for opening year scenario 11495 Calle Tampico I La puinta, California 92253 1760.171.1000 I www.laqunlaca.gov Adams Street and Corpporate Centre Drive Drive -Through Queue Study Table 1 Project Trip Generation Proposed Land Usel ITE Code Qty Unit2 Daily AM Peak Hour PM Peak Hour Rate Volume Rate In:Out Split Volume Rate In:Out Split Volume In Out Total In Out Total Fast -Food Restaurant with Drive -Through Window Pass -By Trips (0.5 Daily, 0.5 AM, 0.55 PM) Net Total 934 3.80 TSF 467.48 1,776 -888 888 44.61 51:49 87 -44 43 83 -42 41 170 -86 84 33.03 52:48 66 -36 30 60 -33 27 126 -69 57 1: Trip generation and pass -by rates from ITE Trip Generation (11th Edition 2021). 2: TSF = Thousand Square Feet. MSA-24-001 106 119 9'o 26'-0" PROPERTY 1,IN PROPOSED DRIVE-THRU 3,800 SF 105 TYP 6'-0" 15 �0' a i _4'-0" 102 ► ' oU1 bQR S ATING AIfROX. 656 $;E" TYP TYP. TYP. w z J H w� 0_ O 0_ 111 LA QUINTA DRIVE-THRU PAD HIGHWAY 111 - LA QUINTA, CA 111 TYP. 4.1 PRE - ORDER NORTH 00 00000 A ORDER 000 000000000000000000, 0' 5' 10' 20' 40' 102 PROPERTY LINE__ \ \ \ PREST I VUKSIC I GREENWOOD A K L.. H I T E C T S • I T E R I O R S 44530 SAN PABLO AVE, STE 200 1 PALM DESERT, CA 92260 WWW.PVGARCHITECTS.COM INFO©PVGARCHITECTS.COM 1 760 . 779 . 5393 T KEYNOTES NO. DESCRIPTION 100 3'H 8" CMU WALL 101 3' H 8" CMU PLANTER WALL W/ STUCCO FINISH 102 PLANTER 103 NEW CONCRETE CURB, SEE CIVIL 104 EXISTING CONCRETE CURB, SEE CIVIL 105 EXISITNG CONCRETE CURB TO BE REMOVED, SEE CIVIL 106 NEW ACCESSIBLE PARKING STALL 107 NEW CURB RAMP, SEE CIVIL 108 NEW TRASH ENCLOSURE TO MATCH EXISTING 109 EXISTING SITE WALL 110 EXISTING TRASH ENCLOSURE 111 TRUNCATED DOMES, MIN. 3' 112 NEW SIDEWALK PER CITY STANDARDS, SEE CIVIL 113 EXISTING SIDEWALK 114 EXISITNG CURB RAMP 115 NEW CONCRETE HARDSCAPE, SEE CIVIL AND LANDSCAPE 116 NEW ACCESSIBLE PATH STRIPING 117 NEW ACCESSIBLE PARKING SIGN 118 NEW CONCRETE WHEEL STOP 119 ACCESSIBLE PATH SITE PLAN Scale: 1" = 10'-0" Sheet: A101 Trkl ip Distribution Scoping Agreement La Quinta, California ro MSA-24-001 it M 2 1 _ r'• 4'0 s. Y,: 6 r • APPENDIX C EXISTING TRAFFIC COUNTS City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Groups Printed- Total Volume File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 Adams Street Southbound Corporate Centre Drive Westbound Adams Street Northbound Corporate Centre Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 11 28 9 48 6 3 1 10 1 21 9 31 3 3 3 9 98 07:15 AM 11 52 15 78 10 1 6 17 0 35 12 47 11 0 1 12 154 07:30 AM 16 47 11 74 7 2 2 11 2 32 20 54 5 2 3 10 149 07:45 AM 23 97 26 146 18 1 4 23 5 32 25 62 4 3 4 11 242 Total 61 224 61 346 41 7 13 61 8 120 66 194 23 8 11 42 643 08:00 AM 19 90 29 138 16 3 7 26 3 46 24 73 21 1 3 25 262 08:15 AM 19 102 25 146 22 3 11 36 5 64 21 90 12 6 8 26 298 08:30 AM 23 96 28 147 25 1 9 35 5 64 13 82 15 9 3 27 291 08:45 AM 18 98 23 139 19 4 9 32 6 100 29 135 28 4 10 42 348 Total 79 386 105 570 82 11 36 129 19 274 87 380 76 20 24 120 1199 Grand Total 140 610 166 916 123 18 49 190 27 394 153 574 99 28 35 162 1842 Apprch % 15.3 66.6 18.1 64.7 9.5 25.8 4.7 68.6 26.7 61.1 17.3 21.6 Total % 7.6 33.1 9 49.7 6.7 1 2.7 10.3 1.5 21.4 8.3 31.2 5.4 1.5 1.9 8.8 Adams Street Southbound Corporate Centre Drive Westbound Adams Street Northbound Corporate Centre Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM Int. Total 08:00 AM 19 90 29 138 16 3 7 26 3 46 24 73 21 1 3 25 262 08:15 AM 19 102 25 146 22 3 11 36 5 64 21 90 12 6 8 26 298 08:30 AM 23 96 28 147 25 1 9 35 5 64 13 82 15 9 3 27 291 08:45 AM 18 98 23 139 19 4 9 32 6 100 29 135 28 4 10 42 348 Total Volume 79 386 105 570 82 11 36 129 19 274 87 380 76 20 24 120 1199 % App. Total 13.9 67.7 18.4 63.6 8.5 27.9 5 72.1 22.9 63.3 16.7 20 P H F .859 .946 .905 .969 .820 .688 .818 .896 .792 .685 .750 .704 .679 .556 .600 .714 .861 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 To 0 c O (0 N co J Adams Street Out In Total 5701 1 1 1 1051 3861 791 Right Thru Left 3861 Peak Hour Data North Peak Hour Begins at 08:00 AM Total Volume 47 r Left Thru Right 1 191 2741 871 1 1 3801 1 Out In Total Adams Street 9561 4921 8721 co m cn 00 0 ill fD 5 m m P. R. w Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 08:00 AM 08:00 AM 08:00 AM +0 mins. 23 97 26 146 16 3 7 26 3 46 24 73 21 1 3 25 +15 mins. 19 90 29 138 22 3 11 36 5 64 21 90 12 6 8 26 +30 mins. 19 102 25 146 25 1 9 35 5 64 13 82 15 9 3 27 +45 mins. 23 96 28 147 19 4 g 32 6 100 29 135 28 4 10 42 Total Volume 84 385 108 577 82 11 36 129 19 274 87 380 76 20 24 120 % App. Total 14.6 66.7 18.7 63.6 8.5 27.9 5 72.1 22.9 63.3 16.7 20 P H F .913 .944 .931 .981 .820 .688 .818 .896 .792 .685 .750 .704 .679 .556 .600 .714 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 Groups Printed- Total Volume File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 Adams Street Southbound Corporate Centre Drive Westbound Adams Street Northbound Corporate Centre Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 31 123 32 186 35 8 27 70 13 82 22 117 38 2 26 66 439 04:15 PM 30 103 31 164 30 6 27 63 6 94 18 118 32 6 18 56 401 04:30 PM 25 115 22 162 24 4 29 57 15 92 26 133 28 7 22 57 409 04:45 PM 25 85 31 141 32 3 20 55 18 105 25 148 41 2 21 64 408 Total 111 426 116 653 121 21 103 245 52 373 91 516 139 17 87 243 1657 05:00 PM 5 92 23 120 24 2 23 49 14 93 8 115 28 0 27 55 339 05:15 PM 6 107 27 140 21 1 11 33 13 108 6 127 22 1 26 49 349 05:30 PM 10 117 28 155 6 4 10 20 12 74 7 93 27 1 16 44 312 05:45 PM 7 82 25 114 12 1 9 22 9 75 7 91 19 0 7 26 253 Total 28 398 103 529 63 8 53 124 48 350 28 426 96 2 76 174 1253 Grand Total 139 824 219 1182 184 29 156 369 100 723 119 942 235 19 163 417 2910 Apprch % 11.8 69.7 18.5 49.9 7.9 42.3 10.6 76.8 12.6 56.4 4.6 39.1 Total % 4.8 28.3 7.5 40.6 6.3 1 5.4 12.7 3.4 24.8 4.1 32.4 8.1 0.7 5.6 14.3 Adams Street Southbound Corporate Centre Drive Westbound Adams Street Northbound Corporate Centre Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM Int. Total 04:00 PM 31 123 32 186 35 8 27 70 13 82 22 117 38 2 26 66 439 04:15 PM 30 103 31 164 30 6 27 63 6 94 18 118 32 6 18 56 401 04:30 PM 25 115 22 162 24 4 29 57 15 92 26 133 28 7 22 57 409 04:45 PM 25 85 31 141 32 3 20 55 18 105 25 148 41 2 21 64 408 Total Volume 111 426 116 653 121 21 103 245 52 373 91 516 139 17 87 243 1657 % App. Total 17 65.2 17.8 49.4 8.6 42 10.1 72.3 17.6 57.2 7 35.8 PHF .895 .866 .906 .878 .864 .656 .888 .875 .722 .888 .875 .872 .848 .607 .837 .920 .944 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 V N co Adams Street Out In Total 6531 1 1161 4261 1111 Right Thru LeL 6151 Peak Hour Data North Peak Hour Begins at 04:00 PM Total Volume 47 1 Left Thru Right 1 521 3731 911 1 5161 Out In Total Adams StrPat 1 12681 6341 1 11501 w N A A A 00 0 ill 5D O N !D o N Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:30 PM 04:00 PM +0 mins. 31 123 32 186 35 8 27 70 15 92 26 133 38 2 26 66 +15 mins. 30 103 31 164 30 6 27 63 18 105 25 148 32 6 18 56 +30 mins. 25 115 22 162 24 4 29 57 14 93 8 115 28 7 22 57 +45 mins. 25 85 31 141 32 3 20 55 13 108 6 127 41 2 21 64 Total Volume 111 426 116 653 121 21 103 245 60 398 65 523 139 17 87 243 % App. Total 17 65.2 17.8 49.4 8.6 42 11.5 76.1 12.4 57.2 7 35.8 P H F .895 .866 .906 .878 .864 .656 .888 .875 .833 .921 .625 .883 .848 .607 .837 .920 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 CITY: La Quinta DAY: Tuesday DATE: 12/17/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 7:00 5 2 0 7 7:10 4 1 0 5 7:20 5 4 0 9 7:30 2 2 0 4 7:40 3 0 0 3 7:50 1 0 0 1 8:00 3 1 0 4 8:10 3 0 0 3 8:20 1 1 0 2 8:30 1 1 0 2 8:40 3 1 0 4 8:50 4 5 1 10 9:00 5 6 1 12 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 11:00 0 4 0 4 11:10 6 7 1 14 11:20 2 6 2 10 11:30 5 5 0 10 11:40 2 5 0 7 11:50 5 5 0 10 12:00 1 1 0 2 12:10 4 5 0 9 12:20 4 6 1 11 12:30 0 7 3 10 12:40 4 5 3 12 12:50 3 5 1 9 13:00 5 7 4 16 13:10 3 5 0 8 13:20 3 6 1 10 13:30 4 4 0 8 13:40 5 4 0 9 13:50 3 3 0 6 14:00 4 2 0 6 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 CITY: La Quinta DAY: Tuesday DATE: 12/17/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 16:00 4 8 2 14 16:10 4 6 0 10 16:20 4 4 0 8 16:30 4 2 0 6 16:40 2 6 3 11 16:50 3 4 0 7 17:00 4 2 0 6 17:10 2 1 0 3 17:20 3 0 0 3 17:30 3 2 0 5 17:40 4 5 0 9 17:50 5 7 0 12 18:00 5 6 1 12 18:10 6 6 2 14 18:20 5 4 2 11 18:30 5 2 0 7 18:40 3 0 0 3 18:50 1 2 0 3 19:00 5 3 0 8 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 CITY: La Quinta DAY: Saturday DATE: 12/14/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 7:00 3 0 0 3 7:10 5 4 0 9 7:20 4 5 0 9 7:30 5 7 0 12 7:40 3 1 0 4 7:50 1 0 0 1 8:00 2 2 0 4 8:10 2 4 0 6 8:20 4 5 0 9 8:30 3 6 0 9 8:40 3 1 0 4 8:50 2 1 0 3 9:00 4 4 0 8 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 11:00 2 2 0 4 11:10 2 2 0 4 11:20 0 2 0 2 11:30 1 0 0 1 11:40 4 3 0 7 11:50 4 1 0 5 12:00 2 1 0 3 12:10 4 2 0 6 12:20 5 5 0 10 12:30 3 4 1 8 12:40 3 5 1 9 12:50 3 3 0 6 13:00 5 7 2 14 13:10 5 6 0 11 13:20 3 7 5 15 13:30 4 7 3 14 13:40 5 6 3 14 13:50 5 7 1 13 14:00 3 3 0 6 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 CITY: La Quinta DAY: Saturday DATE: 12/14/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 16:00 5 7 1 13 16:10 5 7 1 13 16:20 3 5 0 8 16:30 3 5 0 8 16:40 3 0 0 3 16:50 4 2 0 6 17:00 4 4 0 8 17:10 5 4 0 9 17:20 3 1 0 4 17:30 4 5 0 9 17:40 4 3 0 7 17:50 2 6 0 8 18:00 4 6 5 15 18:10 4 5 3 12 18:20 4 7 1 12 18:30 3 6 1 10 18:40 6 3 0 9 18:50 4 3 0 7 19:00 1 1 0 2 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 CITY: La Quints DAY: Tuesday DATE: 12/17/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 7:00 1 0 0 1 7:10 0 0 0 0 7:20 0 1 0 1 7:30 0 0 0 0 7:40 2 1 0 3 7:50 2 2 0 4 8:00 1 0 0 1 8:10 3 3 1 7 8:20 2 3 3 8 8:30 2 3 2 7 8:40 3 3 1 7 8:50 3 0 0 3 9:00 3 3 0 6 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 11:00 4 1 0 5 11:10 6 3 0 9 11:20 0 2 0 2 11:30 2 0 0 2 11:40 2 0 0 2 11:50 1 2 0 3 12:00 3 2 0 5 12:10 3 2 0 5 12:20 3 1 0 4 12:30 5 1 0 6 12:40 6 1 0 7 12:50 2 0 0 2 13:00 3 3 0 6 13:10 2 2 0 4 13:20 2 2 0 4 13:30 1 2 0 3 13:40 0 1 0 1 13:50 2 1 0 3 14:00 3 2 0 5 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 CITY: La Quints DAY: Tuesday DATE: 12/17/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 16:00 2 0 0 2 16:10 1 1 0 2 16:20 0 3 0 3 16:30 0 0 0 0 16:40 2 0 0 2 16:50 3 2 0 5 17:00 1 2 0 3 17:10 1 0 0 1 17:20 2 1 0 3 17:30 0 0 0 0 17:40 2 0 0 2 17:50 1 0 0 1 18:00 1 0 0 1 18:10 0 0 0 0 18:20 0 0 0 0 18:30 1 1 0 2 18:40 0 1 0 1 18:50 0 1 0 1 19:00 1 0 0 1 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 CITY: La Quints DAY: Saturday DATE: 12/14/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 7:00 2 1 0 3 7:10 1 0 0 1 7:20 1 0 0 1 7:30 3 0 0 3 7:40 4 2 0 6 7:50 2 0 0 2 8:00 2 0 0 2 8:10 5 2 0 7 8:20 5 0 0 5 8:30 0 3 1 4 8:40 5 1 0 6 8:50 2 2 0 4 9:00 1 2 0 3 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 11:00 1 2 0 3 11:10 4 2 0 6 11:20 6 2 1 9 11:30 4 3 2 9 11:40 6 3 1 10 11:50 6 3 2 11 12:00 5 2 0 7 12:10 4 0 0 4 12:20 6 1 0 7 12:30 2 2 0 4 12:40 2 3 0 5 12:50 2 3 0 5 13:00 4 2 0 6 13:10 6 2 0 8 13:20 1 1 0 2 13:30 3 2 0 5 13:40 4 3 0 7 13:50 5 2 0 7 14:00 2 0 0 2 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 CITY: La Quints DAY: Saturday DATE: 12/14/2024 TIME Pick Up Window to Order Board Order Board to Drive Thru Entrance Drive Thru Entrance Overflow TOTAL 16:00 2 2 0 4 16:10 1 1 0 2 16:20 1 0 0 1 16:30 5 1 0 6 16:40 5 2 0 7 16:50 5 3 0 8 17:00 2 1 0 3 17:10 4 0 0 4 17:20 3 1 0 4 17:30 1 0 0 1 17:40 3 3 0 6 17:50 0 1 0 1 18:00 1 1 0 2 18:10 2 3 1 6 18:20 4 1 0 5 18:30 0 1 0 1 18:40 2 0 0 2 18:50 3 0 0 3 19:00 1 3 0 4 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 APPENDIX D HCM ANALYSIS WORKSHEETS EXISTING TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-1) VISTRO Scenario 1: 1 E AM Control Type: Analysis Method: Analysis Period: Intersection Setup Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized Delay (sec / veh): HCM 7th Edition 15 minutes Level Of Service: Volume to Capacity (v/c): 18.2 B 0.318 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Scenario 1: 1 E AM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 6 80 25 23 112 30 22 6 7 24 3 10 Total Analysis Volume [veh/h] 22 318 101 92 448 122 88 23 28 95 13 42 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Intersection Settings Scenario 1: 1 E AM Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 13.0 21.0 16.0 24.0 17.0 26.0 17.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Lane Group Calculations Scenario 1: 1 E AM Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 1.9 46.2 46.2 5.4 49.7 49.7 5.1 6.8 5.5 7.2 g / C, Green / Cycle 0.02 0.58 0.58 0.07 0.62 0.62 0.06 0.09 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.01 0.12 0.12 0.05 0.16 0.16 0.05 0.03 0.05 0.03 s, saturation flow rate [veh/h] 1781 1870 1719 1781 1870 1734 1781 1705 1781 1648 c, Capacity [veh/h] 44 1079 992 121 1161 1077 115 146 123 149 d1, Uniform Delay [s] 38.54 8.08 8.11 36.63 6.83 6.84 36.84 34.48 36.61 34.24 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 8.71 0.42 0.47 9.31 0.53 0.57 10.25 1.43 9.69 1.52 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.50 0.20 0.20 0.76 0.25 0.26 0.77 0.35 0.77 0.37 d, Delay for Lane Group [s/veh] 47.25 8.50 8.57 45.95 7.36 7.41 47.10 35.91 46.29 35.76 Lane Group LOS D A A D A A D D D D Critical Lane Group Yes No No No No , 50th-Percentile Queue Length [veh/In] 0.51 1.54 1.47 1.98 1.87 1.76 2.01 0.99 2.14 1.06 50th-Percentile Queue Length [ft/In] 12.73 38.58 36.73 49.42 46.63 43.95 50.13 24.67 53.52 26.55 95th-Percentile Queue Length [veh/In] 0.92 2.78 2.64 3.56 3.36 3.16 3.61 1.78 3.85 1.91 95th-Percentile Queue Length [ft/In] 22.91 69.45 66.12 88.96 83.94 79.11 90.24 44.41 96.34 47.80 4 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Movement, Approach, & Intersection Results Scenario 1: 1 E AM d_M, Delay for Movement [s/veh] 47.25 8.52 8.57 45.95 7.37 7.41 47.10 35.91 35.91 46.29 35.76 35.76 Movement LOS D A A D A A D D D D D D d_A, Approach Delay [s/veh] 10.47 12.74 42.99 42.43 Approach LOS B B D D d_I, Intersection Delay [s/veh] 18 24 Intersection LOS B Intersection V/C 0.318 Emissions Vehicle Miles Traveled [mph] 1.40 13.77 12.97 7.07 22.66 21.17 2.63 1.52 6.31 3.65 Stops [stops/h] 22.91 69.45 66.12 88.96 83.94 79.11 90.24 44.41 96.34 47.80 Fuel consumption [US gal/h] 0.54 1.71 1.62 2.21 2.26 2.12 1.31 0.61 1.55 0.75 CO [g/h] 38.06 119.43 113.33 154.39 158.07 148.51 91.41 42.75 108.21 52.27 NOx [g/h] 7.41 23.24 22.05 30.04 30.76 28.89 17.78 8.32 21.05 10.17 VOC [g/h] 8.82 27.68 26.27 35.78 36.63 34.42 21.19 9.91 25.08 12.11 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.592 2.620 2.016 2.035 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 425 500 550 550 d_b, Bicycle Delay [s] 24.81 22.50 21.03 21.03 I_b,int, Bicycle LOS Score for Intersection 1.923 2.106 1.789 1.807 Bicycle LOS A B A A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 15.0s 15.0s I 4 2605 8 26Os 5 1 /8/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO Scenario 2: 2 E PM Control Type: Analysis Method: Analysis Period: Intersection Setup Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized Delay (sec / veh): HCM 7th Edition 15 minutes Level Of Service: Volume to Capacity (v/c): 18.8 B 0.356 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Scenario 2: 2 E PM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 15 108 26 23 112 30 22 6 7 24 3 10 Total Analysis Volume [veh/h] 60 433 106 92 448 122 88 23 28 95 13 42 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Scenario 2: 2 E PM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 14.0 23.0 15.0 24.0 16.0 26.0 16.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/8/2025 Generated with PTV Version 2025 (SP 0-1) Scenario 2: 2 E PM Lane Group Calculations Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 3.7 46.2 46.2 5.4 48.0 48.0 5.1 6.8 5.5 7.2 g / C, Green / Cycle 0.05 0.58 0.58 0.07 0.60 0.60 0.06 0.09 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.03 0.15 0.15 0.05 0.16 0.16 0.05 0.03 0.05 0.03 s, saturation flow rate [veh/h] 1781 1870 1745 1781 1870 1734 1781 1705 1781 1648 c, Capacity [veh/h] 83 1080 1008 121 1120 1039 114 146 123 149 d1, Uniform Delay [s] 37.65 8.39 8.40 36.64 7.63 7.64 36.85 34.48 36.62 34.24 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 11.48 0.58 0.62 9.36 0.57 0.62 10.34 1.43 9.77 1.52 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.73 0.26 0.26 0.76 0.26 0.26 0.77 0.35 0.77 0.37 d, Delay for Lane Group [s/veh] 49.13 8.96 9.03 46.00 8.20 8.27 47.20 35.91 46.39 35.76 Lane Group LOS D A A D A A D D D D Critical Lane Group No No Yes Yes No No 50th-Percentile Queue Length [veh/In] 1.36 2.07 1.96 1.98 2.04 1.92 2.01 0.99 2.14 1.06 50th-Percentile Queue Length [ft/In] 33.95 51.66 49.08 49.46 51.06 48.11 50.20 24.67 53.59 26.56 95th-Percentile Queue Length [veh/In] 2.44 3.72 3.53 3.56 3.68 3.46 3.61 1.78 3.86 1.91 95th-Percentile Queue Length [ft/In] 61.11 92.99 88.34 89.03 91.91 86.60 90.35 44.41 96.46 47.80 4 1/8/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO Scenario 2: 2 E PM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 49.13 8.99 9.03 46.00 8.23 8.27 47.20 35.91 35.91 46.39 35.76 35.76 Movement LOS D A A D A A D D D D D D d_A, Approach Delay [s/veh] 13.01 13.48 43.06 42.49 Approach LOS B B D D d_I, Intersection Delay [s/veh] 18 76 Intersection LOS B Intersection V/C 0.356 Emissions Vehicle Miles Traveled [mph] 3.83 17.70 16.69 7.07 22.66 21.17 2.63 1.52 6.31 3.65 Stops [stops/h] 61.11 92.99 88.34 89.03 91.91 86.60 90.35 44.41 96.46 47.80 Fuel consumption [US gal/h] 1.49 2.27 2.15 2.21 2.41 2.27 1.31 0.61 1.55 0.75 CO [g/h] 104.21 158.62 150.34 154.52 168.56 158.37 91.56 42.75 108.37 52.27 NOx [g/h] 20.28 30.86 29.25 30.06 32.80 30.81 17.82 8.32 21.09 10.17 VOC [g/h] 24.15 36.76 34.84 35.81 39.07 36.70 21.22 9.91 25.12 12.11 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.638 2.654 2.026 2.036 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 475 500 550 550 d_b, Bicycle Delay [s] 23.26 22.50 21.03 21.03 I_b,int, Bicycle LOS Score for Intersection 2.054 2.106 1.789 1.807 Bicycle LOS B B A A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 1[6... J 15. z3 1603 5 1 /8/2025 OPENING YEAR TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 3: 3 EAC AM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 17.7 B 0.344 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 3: 3 EAC AM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 55 0 0 47 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 19 334 89 81 441 107 78 20 24 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 6 97 26 24 128 31 23 6 7 24 3 11 Total Analysis Volume [veh/h] 22 388 103 94 512 124 91 23 28 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 3: 3 EAC AM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 13.0 22.0 16.0 25.0 16.0 26.0 16.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 3: 3 EAC AM Lane Group Calculations Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 1.9 46.0 46.0 5.5 49.6 49.6 5.3 6.8 5.7 7.2 g / C, Green / Cycle 0.02 0.57 0.57 0.07 0.62 0.62 0.07 0.09 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.01 0.14 0.14 0.05 0.18 0.18 0.05 0.03 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1738 1781 1870 1746 1781 1705 1781 1647 c, Capacity [veh/h] 44 1073 997 124 1157 1080 118 146 127 149 d1, Uniform Delay [s] 38.54 8.40 8.42 36.57 7.05 7.06 36.75 34.48 36.52 34.26 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 8.71 0.52 0.57 9.17 0.61 0.66 10.08 1.43 9.57 1.57 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.50 0.24 0.24 0.76 0.28 0.28 0.77 0.35 0.77 0.38 d, Delay for Lane Group [s/veh] 47.25 8.91 8.98 45.74 7.66 7.72 46.83 35.91 46.09 35.83 Lane Group LOS D A A D A A D D D D Critical Lane Group No No Yes Yes No No No 50th-Percentile Queue Length [veh/In] 0.51 1.87 1.79 2.01 2.15 2.03 2.07 0.99 2.20 1.08 50th-Percentile Queue Length [ft/In] 12.73 46.85 44.63 50.34 53.63 50.65 51.65 24.67 55.05 27.08 95th-Percentile Queue Length [veh/In] 0.92 3.37 3.21 3.62 3.86 3.65 3.72 1.78 3.96 1.95 95th-Percentile Queue Length [ft/In] 22.91 84.32 80.33 90.62 96.53 91.17 92.97 44.41 99.09 48.74 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) Movement, Approach, & Intersection Results TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 3: 3 EAC AM d_M, Delay for Movement [s/veh] 47.25 8.94 8.98 45.74 7.68 7.72 46.83 35.91 35.91 46.09 35.83 35.83 Movement LOS D A A D A A D D D D D D d_A, Approach Delay [s/veh] 10.59 12.59 42.91 42.36 Approach LOS B B D D d_I, Intersection Delay [s/veh] 17 70 Intersection LOS B Intersection V/C 0.344 Emissions Vehicle Miles Traveled [mph] 1.40 16.12 15.21 7.23 25.24 23.66 2.72 1.52 6.51 3.72 Stops [stops/h] 22.91 84.32 80.33 90.62 96.53 91.17 92.97 44.41 99.09 48.74 Fuel consumption [US gal/h] 0.54 2.06 1.96 2.25 2.58 2.43 1.35 0.61 1.59 0.76 CO [g/h] 38.06 143.92 136.75 157.23 180.15 169.72 94.09 42.75 111.26 53.29 NOx [g/h] 7.41 28.00 26.61 30.59 35.05 33.02 18.31 8.32 21.65 10.37 VOC [g/h] 8.82 33.36 31.69 36.44 41.75 39.33 21.81 9.91 25.79 12.35 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.632 2.662 2.017 2.037 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 450 525 550 550 d_b, Bicycle Delay [s] 24.03 21.76 21.03 21.03 I_b,int, Bicycle LOS Score for Intersection 1.983 2.162 1.794 1.814 Bicycle LOS A B A A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 3 '6 260s 1.11 15 Os 8 26rOs 15.0s 5 1/28/2025 Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 4: 4 EAC PM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 18.3 B 0.385 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 4: 4 EAC PM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 57 0 0 67 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 53 437 93 81 461 107 78 20 24 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 15 127 27 24 134 31 23 6 7 24 3 11 Total Analysis Volume [veh/h] 62 508 108 94 535 124 91 23 28 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 4: 4 EAC PM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 14.0 23.0 15.0 24.0 16.0 26.0 16.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 4: 4 EAC PM Lane Group Calculations Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 3.8 46.0 46.0 5.5 47.8 47.8 5.3 6.8 5.7 7.2 g / C, Green / Cycle 0.05 0.57 0.57 0.07 0.60 0.60 0.07 0.09 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.03 0.17 0.17 0.05 0.18 0.18 0.05 0.03 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1758 1781 1870 1750 1781 1705 1781 1647 c, Capacity [veh/h] 84 1073 1009 124 1115 1043 118 146 127 149 d1, Uniform Delay [s] 37.63 8.74 8.75 36.57 7.97 7.97 36.75 34.48 36.52 34.26 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 11.98 0.70 0.75 9.21 0.71 0.76 10.08 1.43 9.57 1.57 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.74 0.30 0.30 0.76 0.30 0.31 0.77 0.35 0.77 0.38 d, Delay for Lane Group [s/veh] 49.62 9.44 9.50 45.78 8.67 8.73 46.83 35.91 46.09 35.83 Lane Group LOS D A A D A A D D D D Critical Lane Group No No Yes Yes No No No 50th-Percentile Queue Length [veh/In] 1.41 2.45 2.34 2.01 2.46 2.32 2.07 0.99 2.20 1.08 50th-Percentile Queue Length [ft/In] 35.26 61.36 58.39 50.37 61.46 58.11 51.65 24.67 55.05 27.08 95th-Percentile Queue Length [veh/In] 2.54 4.42 4.20 3.63 4.43 4.18 3.72 1.78 3.96 1.95 95th-Percentile Queue Length [ft/In] 63.47 110.44 105.10 90.66 110.64 104.59 92.97 44.41 99.09 48.74 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 4: 4 EAC PM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 49.62 9.46 9.50 45.78 8.69 8.73 46.83 35.91 35.91 46.09 35.83 35.83 Movement LOS D A A D A A D D D D D D d_A, Approach Delay [s/veh] 13.14 13.33 42.91 42.36 Approach LOS B B D D d_I, Intersection Delay [s/veh] 18 28 Intersection LOS B Intersection V/C 0.385 Emissions Vehicle Miles Traveled [mph] 3.96 20.21 19.10 7.23 26.13 24.54 2.72 1.52 6.51 3.72 Stops [stops/h] 63.47 110.44 105.10 90.66 110.64 104.59 92.97 44.41 99.09 48.74 Fuel consumption [US gal/h] 1.55 2.67 2.54 2.25 2.87 2.71 1.35 0.61 1.59 0.76 CO [g/h] 108.39 186.93 177.57 157.32 200.70 189.33 94.09 42.75 111.26 53.29 NOx [g/h] 21.09 36.37 34.55 30.61 39.05 36.84 18.31 8.32 21.65 10.37 VOC [g/h] 25.12 43.32 41.15 36.46 46.52 43.88 21.81 9.91 25.79 12.35 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.687 2.704 2.028 2.039 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 475 500 550 550 d_b, Bicycle Delay [s] 23.26 22.50 21.03 21.03 I_b,int, Bicycle LOS Score for Intersection 2.119 2.181 1.794 1.814 Bicycle LOS B B A A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 i 1505 15.05 S3 3 16 Os 7 SG 4 26 Ds 3 26Os imr 5 1/28/2025 OPENING YEAR PLUS PROJECT TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 5: 5 EACP AM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 25.2 C 0.516 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 5: 5 EACP AM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 91 55 0 0 47 75 72 0 88 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 110 334 89 81 441 182 150 20 112 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 32 97 26 24 128 53 44 6 33 24 3 11 Total Analysis Volume [veh/h] 128 388 103 94 512 211 174 23 130 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 5: 5 EACP AM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 90 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 17.0 26.0 19.0 28.0 19.0 26.0 19.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 5: 5 EACP AM Lane Group Calculations Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 8.2 49.6 49.6 6.2 47.6 47.6 10.6 11.8 6.4 7.6 g / C, Green / Cycle 0.09 0.55 0.55 0.07 0.53 0.53 0.12 0.13 0.07 0.08 (v / s)_i Volume / Saturation Flow Rate 0.07 0.14 0.14 0.05 0.20 0.20 0.10 0.09 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1737 1781 1870 1687 1781 1626 1781 1647 c, Capacity [veh/h] 163 1028 955 123 987 890 210 214 127 140 d1, Uniform Delay [s] 40.01 10.54 10.56 41.15 12.60 12.60 38.80 37.45 41.08 39.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.12 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 8.02 0.57 0.62 9.26 1.14 1.26 8.99 4.39 9.51 1.84 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.78 0.25 0.25 0.76 0.38 0.39 0.83 0.71 0.77 0.40 d, Delay for Lane Group [s/veh] 48.03 11.11 11.18 50.41 13.73 13.87 47.79 41.85 50.58 40.85 Lane Group LOS D B B D B B D D D D Critical Lane Group Yes No No No No Yes No 50th-Percentile Queue Length [veh/In] 3.00 2.41 2.27 2.27 4.23 3.86 4.26 3.48 2.47 1.24 50th-Percentile Queue Length [ft/In] 75.10 60.22 56.85 56.84 105.70 96.43 106.62 87.01 61.70 31.11 95th-Percentile Queue Length [veh/In] 5.41 4.34 4.09 4.09 7.60 6.94 7.65 6.27 4.44 2.24 95th-Percentile Queue Length [ft/In] 135.18 108.39 102.33 102.31 190.01 173.57 191.29 156.63 111.06 56.00 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 5: 5 EACP AM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 48.03 11.14 11.18 50.41 13.77 13.87 47.79 41.85 41.85 50.58 40.85 40.85 Movement LOS D B B D B B D D D D D D d_A, Approach Delay [s/veh] 18.77 18.01 45.01 47.04 Approach LOS B B D D d_I, Intersection Delay [s/veh] 25 19 Intersection LOS C Intersection V/C 0.516 Emissions Vehicle Miles Traveled [mph] 8.17 16.17 15.16 7.23 29.19 26.40 5.20 4.57 6.51 3.72 Stops [stops/h] 120.16 96.34 90.96 90.94 169.12 154.29 170.59 139.22 98.72 49.78 Fuel consumption [US gal/h] 3.02 2.33 2.19 2.34 4.16 3.79 2.58 2.04 1.68 0.82 CO [g/h] 211.44 162.53 153.18 163.76 291.09 265.09 180.35 142.77 117.43 57.57 NOx [g/h] 41.14 31.62 29.80 31.86 56.63 51.58 35.09 27.78 22.85 11.20 VOC [g/h] 49.00 37.67 35.50 37.95 67.46 61.44 41.80 33.09 27.22 13.34 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45 I_p,int, Pedestrian LOS Score for Intersectio 2.699 2.717 2.126 2.043 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 533 489 489 d_b, Bicycle Delay [s] 25.69 24.20 25.69 25.69 I_b,int, Bicycle LOS Score for Intersection 2.070 2.234 2.099 1.814 Bicycle LOS B B B A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 5 1/28/2025 Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 6: 6 EACP PM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 22.2 C 0.450 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' 11 1" 1 t'n ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 6: 6 EACP PM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 41 57 0 0 67 33 33 0 41 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 94 437 93 81 461 140 111 20 65 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 27 127 27 24 134 41 32 6 19 24 3 11 Total Analysis Volume [veh/h] 109 508 108 94 535 163 129 23 75 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 6: 6 EACP PM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 90 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 U.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 C 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 0.L, 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.r 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 18.0 28.0 18.0 28.0 18.0 26.0 18.0 26.0 Lead / Lag Lead Lead Lead Lead Minimum Green [s] 5 10 5 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 6: 6 EACP PM Lane Group Calculations Lane Group L C C L C C L C L C C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 7.1 52.0 52.0 6.2 51.1 51.1 8.2 9.4 6.4 7.6 g / C, Green / Cycle 0.08 0.58 0.58 0.07 0.57 0.57 0.09 0.10 0.07 0.08 (v / s)_i Volume / Saturation Flow Rate 0.06 0.17 0.17 0.05 0.19 0.19 0.07 0.06 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1758 1781 1870 1722 1781 1647 1781 1647 c, Capacity [veh/h] 141 1079 1014 123 1060 976 162 173 127 140 d1, Uniform Delay [s] 40.62 9.70 9.70 41.16 10.48 10.48 40.09 38.34 41.09 39.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 8.55 0.69 0.74 9.30 0.88 0.96 8.56 2.91 9.60 1.84 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.77 0.29 0.29 0.76 0.34 0.34 0.80 0.57 0.77 0.40 d, Delay for Lane Group [s/veh] 49.17 10.39 10.44 50.45 11.36 11.44 48.64 41.24 50.69 40.85 Lane Group LOS D B B D B B D D D D Critical Lane Group Yes No No No No Yes No 50th-Percentile Queue Length [veh/In] 2.59 2.87 2.73 2.27 3.52 3.27 3.18 2.20 2.47 1.24 50th-Percentile Queue Length [ft/In] 64.86 71.82 68.15 56.86 87.98 81.82 79.42 54.89 61.77 31.11 95th-Percentile Queue Length [veh/In] 4.67 5.17 4.91 4.09 6.33 5.89 5.72 3.95 4.45 2.24 95th-Percentile Queue Length [ft/In] 116.75 129.27 122.66 102.35 158.36 147.27 142.95 98.81 111.19 56.00 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 6: 6 EACP PM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 49.17 10.41 10.44 50.45 11.38 11.44 48.64 41.24 41.24 50.69 40.85 40.85 Movement LOS D B B D B B D D D D D D d_A, Approach Delay [s/veh] 16.24 16.03 45.45 47.11 Approach LOS B B D D d_I, Intersection Delay [s/veh] 22 15 Intersection LOS C Intersection V/C 0.450 Emissions Vehicle Miles Traveled [mph] 6.96 20.22 19.08 7.23 27.90 25.77 3.85 2.93 6.51 3.72 Stops [stops/h] 103.78 114.91 109.04 90.98 140.76 130.90 127.06 87.83 98.84 49.78 Fuel consumption [US gal/h] 2.62 2.79 2.65 2.34 3.55 3.29 1.94 1.29 1.68 0.82 CO [g/h] 183.09 195.15 184.92 163.84 247.81 230.06 135.44 90.25 117.61 57.57 NOx [g/h] 35.62 37.97 35.98 31.88 48.22 44.76 26.35 17.56 22.88 11.20 VOC [g/h] 42.43 45.23 42.86 37.97 57.43 53.32 31.39 20.92 27.26 13.34 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45 I_p,int, Pedestrian LOS Score for Intersectio 2.721 2.732 2.080 2.044 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 533 489 489 d_b, Bicycle Delay [s] 24.20 24.20 25.69 25.69 I_b,int, Bicycle LOS Score for Intersection 2.158 2.213 1.934 1.814 Bicycle LOS B B A A Sequence Ring 1 1 2 3 4 Ring 2 5 6 7 8 Ring 3 Ring 4 Mi 15Ce JF2BOS a 15113 SG 3 18us 5G ' 18 Os 11 5 1/28/2025 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #1 TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 24.4 C 0.626 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' , t 1" 1 F ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 91 55 0 0 47 75 72 0 88 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 110 334 89 81 441 182 150 20 112 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 32 97 26 24 128 53 44 6 33 24 3 11 Total Analysis Volume [veh/h] 128 388 103 94 512 211 174 23 130 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 5.0 5.0 Pedestrian Clearance [s] 14.0 14.0 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 15.0 23.0 17.0 25.0 26.0 14.0 40.0 Lead / Lag Lead Lead Lead Minimum Green [s] 5 10 5 10 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No Maximum Recall No No No No No No No Pedestrian Recall No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AM Lane Group Calculations Lane Group L C C L C C C C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 2.00 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 7.4 35.9 35.9 5.5 34.1 34.1 16.9 16.9 5.7 26.5 g / C, Green / Cycle 0.09 0.45 0.45 0.07 0.43 0.43 0.21 0.21 0.07 0.33 (v / s)_i Volume / Saturation Flow Rate 0.07 0.14 0.14 0.05 0.20 0.20 0.17 0.10 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1737 1781 1870 1687 1020 1480 1781 1647 c, Capacity [veh/h] 164 839 780 123 796 719 306 313 126 547 d1, Uniform Delay [s] 35.53 14.05 14.07 36.60 16.54 16.55 32.41 27.75 36.55 18.47 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 7.83 0.92 1.01 9.44 2.04 2.27 1.67 1.19 9.81 0.08 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.78 0.30 0.30 0.76 0.48 0.48 0.57 0.49 0.78 0.10 d, Delay for Lane Group [s/veh] 43.36 14.98 15.08 46.04 18.58 18.82 34.08 28.94 46.36 18.56 Lane Group LOS D B B D B B C C D B Critical Lane Group Yes No No No No Yes No 50th-Percentile Queue Length [veh/In] 2.65 2.76 2.61 2.02 4.83 4.41 3.34 2.64 2.21 0.72 50th-Percentile Queue Length [ft/In] 66.20 68.93 65.14 50.55 120.66 110.31 83.55 66.04 55.24 17.98 95th-Percentile Queue Length [veh/In] 4.77 4.96 4.69 3.64 8.43 7.86 6.02 4.75 3.98 1.29 95th-Percentile Queue Length [ft/In] 119.15 124.08 117.25 90.98 210.73 196.44 150.38 118.87 99.42 32.36 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.36 15.01 15.08 46.04 18.64 18.82 34.08 28.94 28.94 46.36 18.56 18.56 Movement LOS D B B D B B C C C D B B d_A, Approach Delay [s/veh] 20.89 21.84 31.68 36.25 Approach LOS C C C D d_I, Intersection Delay [s/veh] 24 37 Intersection LOS C Intersection V/C 0.626 Emissions Vehicle Miles Traveled [mph] 8.17 16.17 15.16 7.23 29.19 26.40 5.20 4.57 6.51 3.72 Stops [stops/h] 119.15 124.08 117.25 90.98 217.18 198.56 150.38 118.87 99.42 32.36 Fuel consumption [US gal/h] 2.89 2.87 2.71 2.26 5.14 4.69 2.02 1.56 1.60 0.50 CO [g/h] 202.08 200.55 189.20 157.95 359.04 327.76 141.02 109.22 111.73 35.14 NOx [g/h] 39.32 39.02 36.81 30.73 69.86 63.77 27.44 21.25 21.74 6.84 VOC [g/h] 46.83 46.48 43.85 36.61 83.21 75.96 32.68 25.31 25.89 8.15 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.693 2.959 2.120 2.203 Crosswalk LOS B C B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 475 525 550 900 d_b, Bicycle Delay [s] 23.26 21.76 21.03 12.10 I_b,int, Bicycle LOS Score for Intersection 2.070 2.234 1.829 1.814 Bicycle LOS B B A A Sequence Ring 1 1 2 4 Ring 2 5 6 7 8 Ring 3 Ring 4 MIN 5 1/28/2025 Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 22.0 C 0.560 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northboundto Southbound Eastbound Westbound Lane Configuration 111' , t 1" 1 F ^ 1' Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 1 0 F Entry Pocket Length [ft] 85.00 320.00 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 41 57 0 0 67 33 33 0 41 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 94 437 93 81 461 140 111 20 65 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 27 127 27 24 134 41 32 6 19 24 3 11 Total Analysis Volume [veh/h] 109 508 108 94 535 163 129 23 75 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Signal Group 1 6 5 2 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 5.0 5.0 Pedestrian Clearance [s] 14.0 10.0 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 15.0 24.0 16.0 25.0 26.0 14.0 40.0 Lead / Lag Lead Lead Lead Minimum Green [s] 5 10 5 10 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No No Maximum Recall No No No No No No No Pedestrian Recall No No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 1/28/2025 Generated with PTV Version 2025 (SP 0-1) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PM Lane Group Calculations Lane Group L C C L C C C C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 2.00 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 6.4 38.6 38.6 5.5 37.7 37.7 14.3 14.3 5.7 23.9 g / C, Green / Cycle 0.08 0.48 0.48 0.07 0.47 0.47 0.18 0.18 0.07 0.30 (v / s)_i Volume / Saturation Flow Rate 0.06 0.17 0.17 0.05 0.19 0.19 0.14 0.07 0.06 0.03 s, saturation flow rate [veh/h] 1781 1870 1758 1781 1870 1722 939 1499 1781 1647 c, Capacity [veh/h] 142 901 847 123 882 812 257 267 126 492 d1, Uniform Delay [s] 36.10 12.92 12.93 36.60 13.86 13.87 33.94 28.91 36.55 20.35 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 8.49 1.08 1.15 9.40 1.42 1.55 1.51 0.84 9.81 0.10 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.77 0.35 0.35 0.76 0.41 0.41 0.50 0.37 0.78 0.11 d, Delay for Lane Group [s/veh] 44.59 14.00 14.09 45.99 15.28 15.42 35.45 29.75 46.36 20.45 Lane Group LOS D B B D B B D C D C Critical Lane Group Yes No No No No Yes 50th-Percentile Queue Length [veh/In] 2.30 3.30 3.14 2.02 4.03 3.75 2.51 1.70 2.21 0.76 50th-Percentile Queue Length [ft/In] 57.38 82.55 78.38 50.51 100.74 93.79 62.63 42.46 55.24 19.07 95th-Percentile Queue Length [veh/In] 4.13 5.94 5.64 3.64 7.25 6.75 4.51 3.06 3.98 1.37 95th-Percentile Queue Length [ft/In] 103.28 148.59 141.09 90.92 181.33 168.82 112.74 76.44 99.42 34.33 4 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 44.59 14.03 14.09 45.99 15.32 15.42 35.45 29.75 29.75 46.36 20.45 20.45 Movement LOS D B B D B B D C C D C C d_A, Approach Delay [s/veh] 18.64 18.98 32.99 36.94 Approach LOS B B C D d_I, Intersection Delay [s/veh] 21 98 Intersection LOS C Intersection V/C 0.560 Emissions Vehicle Miles Traveled [mph] 6.96 20.22 19.08 7.23 27.90 25.77 3.85 2.93 6.51 3.72 Stops [stops/h] 103.28 148.59 141.09 90.92 181.33 168.82 112.74 76.44 99.42 34.33 Fuel consumption [US gal/h] 2.51 3.44 3.27 2.26 4.34 4.03 1.54 1.02 1.60 0.53 CO [g/h] 175.56 240.71 228.29 157.84 303.32 281.95 107.38 71.17 111.73 37.18 NOx [g/h] 34.16 46.83 44.42 30.71 59.01 54.86 20.89 13.85 21.74 7.23 VOC [g/h] 40.69 55.79 52.91 36.58 70.30 65.34 24.89 16.49 25.89 8.62 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 I_p,int, Pedestrian LOS Score for Intersectio 2.715 2.910 2.075 2.204 Crosswalk LOS B C B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 500 525 550 900 d_b, Bicycle Delay [s] 22.50 21.76 21.03 12.10 I_b,int, Bicycle LOS Score for Intersection 2.158 2.213 1.747 1.814 Bicycle LOS B B A A Sequence Ring 1 1 2 4 Ring 2 5 6 7 8 Ring 3 Ring 4 MIN SG 7 14 Gs 5 1/28/2025 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #2 TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-2) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 22.3 C 0.855 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northbound Southbound Eastbound Westbound Lane Configuration * 1 I'n 1 1' + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0 1 0 F Entry Pocket Length [ft] 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 91 55 0 0 47 75 72 0 88 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 110 334 89 81 441 182 150 20 112 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 32 97 26 24 128 53 44 6 33 24 3 11 Total Analysis Volume [veh/h] 128 388 103 94 512 211 174 23 130 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Flashing Yellow Arrow Signal Group 6 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 u.L) 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 0.0 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 , 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 38.0 38.0 20.0 22.0 20.0 22.0 Lead / Lag Lead Lead Minimum Green [s] 10 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No Maximum Recall No No No No No No Pedestrian Recall No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AM Lane Group Calculations Lane Group C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 2.00 2.00 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 51.2 51.2 9.6 11.0 5.7 7.2 g / C, Green / Cycle 0.64 0.64 0.12 0.14 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.52 0.54 0.10 0.09 0.06 0.03 s, saturation flow rate [veh/h] 1201 1527 1781 1626 1781 1647 c, Capacity [veh/h] 822 1027 214 225 128 148 d1, Uniform Delay [s] 9.46 10.48 34.30 32.78 36.45 34.29 k, delay calibration 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 6.30 6.39 7.20 3.58 9.03 1.58 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.75 0.80 0.81 0.68 0.76 0.38 d, Delay for Lane Group [s/veh] 15.77 16.86 41.50 36.36 45.48 35.87 Lane Group LOS B B D D D D Critical Lane Group No Yes No 50th-Percentile Queue Length [veh/In] 5.85 8.86 3.69 3.01 2.19 1.08 50th-Percentile Queue Length [ft/In] 146.26 221.50 92.16 75.25 54.64 27.10 95th-Percentile Queue Length [veh/In] 9.82 13.74 6.64 5.42 3.93 1.95 95th-Percentile Queue Length [ft/In] 245.43 343.54 165.89 135.45 98.35 48.78 4 4/11/2025 Generated with PTV Version 2025 (SP 0-2) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 15.77 15.77 15.77 16.86 16.86 16.86 41.50 36.36 36.36 45.48 35.87 35.87 Movement LOS B B B B B B D D D D D D d_A, Approach Delay [s/veh] 15.77 16.86 39.10 41.98 Approach LOS B B D D d_I, Intersection Delay [s/veh] 22 32 Intersection LOS C Intersection V/C 0.855 Emissions Vehicle Miles Traveled [mph] 39.50 62.81 5.20 4.57 6.51 3.72 Stops [stops/h] 263.27 398.70 165.89 135.45 98.35 48.78 Fuel consumption [US gal/h] 6.61 9.91 2.34 1.86 1.58 0.76 CO [g/h] 462.26 692.99 163.54 129.82 110.22 53.34 NOx [g/h] 89.94 134.83 31.82 25.26 21.44 10.38 VOC [g/h] 107.13 160.61 37.90 30.09 25.54 12.36 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 l_p,int, Pedestrian LOS Score for Intersectio 2.598 2.629 2.302 2.171 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 850 850 450 450 d_b, Bicycle Delay [s] 13.23 13.23 24.03 24.03 I_b,int, Bicycle LOS Score for Intersection 2.581 2.908 2.099 1.814 Bicycle LOS B C B A Sequence Ring 1 Ring 2 Ring 3 Ring 4 2 6 3 7 4 8 150s 15.Oe i SG 3 2C. 05 161.01111 SG i C1�t Almada 5 4/11/2025 Generated with PTV Version 2025 (SP 0-2) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Signalized HCM 7th Edition 15 minutes Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PM Delay (sec / veh): Level Of Service: Volume to Capacity (v/c): 18.7 B 0.796 Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northbound Southbound Eastbound Westbound Lane Configuration * 1 I'n 1 1' + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0 1 0 F Entry Pocket Length [ft] 110.00 110.00 p No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 F Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes 1 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PM Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 41 57 0 0 67 33 33 0 41 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 Total Hourly Volume [veh/h] 94 437 93 81 461 140 111 20 65 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 27 127 27 24 134 41 32 6 19 24 3 11 Total Analysis Volume [veh/h] 109 508 108 94 535 163 129 23 75 98 13 43 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 fv_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 2 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PM Intersection Settings Located in CBD No Signal Coordination Group - Cycle Length [s] 80 Active Pattern Pattern 1 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference Lead Green - Beginning of First Green Permissive Mode SingleBand Lost time [s] 16.00 Phasing & Timing (Basic) Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Flashing Yellow Arrow Signal Group 6 2 3 8 7 4 Auxiliary Signal Groups Maximum Green [s] Amber [s] 3.0 3.0 u.L) 3.0 3.0 3.0 3.0 All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 Walk [s] 5.0 5.0 0.0 5.0 5.0 Pedestrian Clearance [s] 10.0 10.0 , 17.0 17.0 Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 Detector Location [ft] 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 Advanced Detector Length [ft] 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phasing & Timing: Pattern 1 Split [s] 38.0 38.0 20.0 22.0 20.0 22.0 Lead / Lag Lead Lead Minimum Green [s] 10 10 5 10 5 10 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Recall No No No No No No Maximum Recall No No No No No No Pedestrian Recall No No No No No No Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 3 4/11/2025 Generated with PTV Version 2025 (SP 0-2) TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PM Lane Group Calculations Lane Group C C L C L C C, Calculated Cycle Length [s] 80 80 80 80 80 80 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 11_p, Permitted Start -Up Lost Time [s] 2.00 2.00 12, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 g_i, Effective Green Time [s] 53.4 53.4 7.4 8.9 5.7 7.2 g / C, Green / Cycle 0.67 0.67 0.09 0.11 0.07 0.09 (v / s)_i Volume / Saturation Flow Rate 0.51 0.52 0.07 0.06 0.06 0.03 s, saturation flow rate [veh/h] 1410 1517 1781 1647 1781 1647 c, Capacity [veh/h] 991 1061 165 184 128 150 d1, Uniform Delay [s] 8.20 8.54 35.50 33.56 36.45 34.21 k, delay calibration 0.50 0.50 0.11 0.11 0.11 0.11 1, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s] 4.77 4.79 7.80 2.38 9.03 1.54 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Results X, volume / capacity 0.73 0.75 0.78 0.53 0.76 0.37 d, Delay for Lane Group [s/veh] 12.97 13.33 43.30 35.94 45.48 35.74 Lane Group LOS B B D D D D Critical Lane Group No Yes No 50th-Percentile Queue Length [veh/In] 5.93 6.82 2.79 1.90 2.19 1.08 50th-Percentile Queue Length [ft/In] 148.21 170.62 69.82 47.56 54.64 27.04 95th-Percentile Queue Length [veh/In] 9.92 11.11 5.03 3.42 3.93 1.95 95th-Percentile Queue Length [ft/In] 248.04 277.73 125.68 85.61 98.35 48.67 4 4/11/2025 Generated with PTV Version 2025 (SP 0-2) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PM Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 12.97 12.97 12.97 13.33 13.33 13.33 43.30 35.94 35.94 45.48 35.74 35.74 Movement LOS B B B B B B D D D D D D d_A, Approach Delay [s/veh] 12.97 13.33 40.12 41.94 Approach LOS B B D D d_I, Intersection Delay [s/veh] 18 72 Intersection LOS B Intersection V/C 0.796 Emissions Vehicle Miles Traveled [mph] 46.26 60.89 3.85 2.93 6.51 3.72 Stops [stops/h] 266.78 307.12 125.68 85.61 98.35 48.67 Fuel consumption [US gal/h] 6.82 8.05 1.79 1.18 1.58 0.76 CO [g/h] 476.44 563.00 125.27 82.25 110.22 53.21 NOx [g/h] 92.70 109.54 24.37 16.00 21.44 10.35 VOC [g/h] 110.42 130.48 29.03 19.06 25.54 12.33 Other Modes g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 31.51 31.51 31.51 l_p,int, Pedestrian LOS Score for Intersectio 2.634 2.653 2.230 2.172 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 850 850 450 450 d_b, Bicycle Delay [s] 13.23 13.23 24.03 24.03 I_b,int, Bicycle LOS Score for Intersection 2.756 2.866 1.934 1.814 Bicycle LOS C C A A Sequence Ring 1 Ring 2 Ring 3 Ring 4 2 6 3 7 4 8 15Os 15.Oe 5 4/11/2025 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #3 TRAFFIC CONDITIONS Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Roundabout HCM 7th Edition 15 minutes Delay (sec / veh): Level Of Service: Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AM 14.6 B Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northbound Southbound Eastbound Westbound Lane Configuration * 1 + + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 Entry Pocket Length [ft] No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 19 274 87 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 91 55 0 0 47 75 72 0 88 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 110 334 89 81 441 182 150 20 112 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 32 97 26 24 128 53 44 6 33 24 3 11 Total Analysis Volume [veh/h] 128 388 103 94 512 211 174 23 130 98 13 43 Pedestrian Volume [ped/h] 0 0 0 0 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AM Intersection Settings Number of Conflicting Circulating Lanes 1 1 1 1 Circulating Flow Rate [veh/h] 297 244 718 704 Exiting Flow Rate [veh/h] 755 617 359 224 Demand Flow Rate [veh/h] 110 334 89 81 441 182 150 20 112 84 11 37 Adjusted Demand Flow Rate [veh/h] 128 388 103 94 512 211 174 23 130 98 13 43 Lanes Overwrite Calculated Critical Headway No No No No User -Defined Critical Headway [s] Overwrite Calculated Follow -Up Time No No No No User -Defined Follow -Up Time [s] A (intercept) 1380.00 1380.00 1380.00 1380.00 B (coefficient) 0.00102 0.00102 0.00102 0.00102 HV Adjustment Factor 0.98 0.98 0.98 0.98 Entry Flow Rate [veh/h] 632 834 334 158 Capacity of Entry and Bypass Lanes [veh/h] 1020 1077 664 674 Pedestrian Impedance 1.00 1.00 1.00 1.00 Capacity per Entry Lane [veh/h] 1000 1056 651 660 X, volume / capacity 0.62 0.77 0.50 0.23 Movement, Approach, & Intersection Results Lane LOS B C B A 95th-Percentile Queue Length [veh] 4.46 8.09 2.83 0.90 95th-Percentile Queue Length [ft] 111.54 202.34 70.86 22.51 Approach Delay [s/veh] 12.37 17.89 13.51 8.27 Approach LOS B C B A Intersection Delay [s/veh] 14 59 Intersection LOS B 2 1/28/2025 Generated with PTV Version 2025 (SP 0-1) Control Type: Analysis Method: Analysis Period: Intersection Setup VISTRO TJW Engineering, Inc. Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Roundabout HCM 7th Edition 15 minutes Delay (sec / veh): Level Of Service: Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PM 14.0 B Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Approach Northbound Southbound Eastbound Westbound Lane Configuration * 1 + + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 Entry Pocket Length [ft] No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] Speed [mph] 45.00 45.00 25.00 25.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Adams Street Adams Street Corporate Center Drive Corporate Center Drive Base Volume Input [veh/h] 52 373 91 79 386 105 76 20 24 82 11 36 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Proportion of CAVs [%] 0.00 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 41 57 0 0 67 33 33 0 41 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 94 437 93 81 461 140 111 20 65 84 11 37 Peak Hour Factor 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 0.8610 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 27 127 27 24 134 41 32 6 19 24 3 11 Total Analysis Volume [veh/h] 109 508 108 94 535 163 129 23 75 98 13 43 Pedestrian Volume [ped/h] 0 0 0 0 1 1/28/2025 Generated with PTV Version 2025 (SP 0-1) VISTRO TJW Engineering, Inc. Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PM Intersection Settings Number of Conflicting Circulating Lanes 1 1 1 1 Circulating Flow Rate [veh/h] 251 224 742 761 Exiting Flow Rate [veh/h] 722 694 291 230 Demand Flow Rate [veh/h] 94 437 93 81 461 140 111 20 65 84 11 37 Adjusted Demand Flow Rate [veh/h] 109 508 108 94 535 163 129 23 75 98 13 43 Lanes Overwrite Calculated Critical Headway No No No No User -Defined Critical Headway [s] Overwrite Calculated Follow -Up Time No No No No User -Defined Follow -Up Time [s] A (intercept) 1380.00 1380.00 1380.00 1380.00 B (coefficient) 0.00102 0.00102 0.00102 0.00102 HV Adjustment Factor 0.98 0.98 0.98 0.98 Entry Flow Rate [veh/h] 740 808 232 158 Capacity of Entry and Bypass Lanes [veh/h] 1069 1098 648 636 Pedestrian Impedance 1.00 1.00 1.00 1.00 Capacity per Entry Lane [veh/h] 1048 1077 636 623 X, volume / capacity 0.69 0.74 0.36 0.25 Movement, Approach, & Intersection Results Lane LOS B C B A 95th-Percentile Queue Length [veh] 5.89 6.99 1.62 0.97 95th-Percentile Queue Length [ft] 147.15 174.68 40.44 24.25 Approach Delay [s/veh] 14.24 15.71 10.58 8.91 Approach LOS B C B A Intersection Delay [s/veh] 13 98 Intersection LOS B 2 1/28/2025 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Adams Street and Corporate Centre Drive Project Detailed Report Table of Contents 1. Basic Project Information 1.1. Basic Project Information 1.2. Land Use Types 1.3. User -Selected Emission Reduction Measures by Emissions Sector 2. Emissions Summary 2.1. Construction Emissions Compared Against Thresholds 2.2. Construction Emissions by Year, Unmitigated 2.4. Operations Emissions Compared Against Thresholds 2.5. Operations Emissions by Sector, Unmitigated 3. Construction Emissions Details 3.1. Demolition (2025) - Unmitigated 3.3. Site Preparation (2025) - Unmitigated 3.5. Grading (2025) - Unmitigated 3.7. Building Construction (2025) - Unmitigated 3.9. Paving (2025) - Unmitigated 1 /47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 3.11. Architectural Coating (2025) - Unmitigated 4. Operations Emissions Details 4.1. Mobile Emissions by Land Use 4.1.1. Unmitigated 4.2. Energy 4.2.1. Electricity Emissions By Land Use - Unmitigated 4.2.3. Natural Gas Emissions By Land Use - Unmitigated 4.3. Area Emissions by Source 4.3.1. Unmitigated 4.4. Water Emissions by Land Use 4.4.1. Unmitigated 4.5. Waste Emissions by Land Use 4.5.1. Unmitigated 4.6. Refrigerant Emissions by Land Use 4.6.1. Unmitigated 4.7. Offroad Emissions By Equipment Type 4.7.1. Unmitigated 4.8. Stationary Emissions By Equipment Type 2/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 4.8.1. Unmitigated 4.9. User Defined Emissions By Equipment Type 4.9.1. Unmitigated 4.10. Soil Carbon Accumulation By Vegetation Type 4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated 4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated 4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated 5. Activity Data 5.1. Construction Schedule 5.2. Off -Road Equipment 5.2.1. Unmitigated 5.3. Construction Vehicles 5.3.1. Unmitigated 5.4. Vehicles 5.4.1. Construction Vehicle Control Strategies 5.5. Architectural Coatings 5.6. Dust Mitigation 5.6.1. Construction Earthmoving Activities 3/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 5.6.2. Construction Earthmoving Control Strategies 5.7. Construction Paving 5.8. Construction Electricity Consumption and Emissions Factors 5.9. Operational Mobile Sources 5.9.1. Unmitigated 5.10. Operational Area Sources 5.10.1. Hearths 5.10.1.1. Unmitigated 5.10.2. Architectural Coatings 5.10.3. Landscape Equipment 5.11. Operational Energy Consumption 5.11.1. Unmitigated 5.12. Operational Water and Wastewater Consumption 5.12.1. Unmitigated 5.13. Operational Waste Generation 5.13.1. Unmitigated 5.14. Operational Refrigeration and Air Conditioning Equipment 5.14.1. Unmitigated 4/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 5.15. Operational Off -Road Equipment 5.15.1. Unmitigated 5.16. Stationary Sources 5.16.1. Emergency Generators and Fire Pumps 5.16.2. Process Boilers 5.17. User Defined 5.18. Vegetation 5.18.1. Land Use Change 5.18.1.1. Unmitigated 5.18.1. Biomass Cover Type 5.18.1.1. Unmitigated 5.18.2. Sequestration 5.18.2.1. Unmitigated 6. Climate Risk Detailed Report 6.1. Climate Risk Summary 6.2. Initial Climate Risk Scores 6.3. Adjusted Climate Risk Scores 6.4. Climate Risk Reduction Measures 5/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 7. Health and Equity Details 7.1. CalEnviroScreen 4.0 Scores 7.2. Healthy Places Index Scores 7.3. Overall Health & Equity Scores 7.4. Health & Equity Measures 7.5. Evaluation Scorecard 7.6. Health & Equity Custom Measures 8. User Changes to Default Data 6/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 1. Basic Project Information 1.1. Basic Project Information Data Field Value Project Name Construction Start Date Operational Year Lead Agency Land Use Scale Analysis Level for Defaults Windspeed (m/s) Precipitation (days) Location County City Air District Air Basin TAZ EDFZ Electric Utility Gas Utility App Version 1.2. Land Use Types Adams Street and Corporate Centre Drive Project 4/ 1 /2025 2026 Project/site County 3.00 0.80 33.710242118798206,-116.28655847069649 Riverside -Salton Sea La Quinta South Coast AQMD Salton Sea 5656 19 Imperial Irrigation District Southern California Gas 2022.1.1.29 Land Use Subtype Size Unit Lot Acreage Building Area (sq ft) Landscape Area (sq ft) Special Landscape Area (sq ft) Population Description 7/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Fast Food Restaurant with Drive Thru 3.80 1000sgft 0.09 3,800 0.00 Other Asphalt 15.8 1000sgft 0.36 0.00 9,481 Surfaces 1.3. User -Selected Emission Reduction Measures by Emissions Sector No measures selected 2. Emissions Summary 2.1. Construction Emissions Compared Against Thresholds Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Building Hardscape and Landscaping Un/Mit. TOG ROG NOx CO SO2 PM10E PM10D PM 10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Unmit. 8.08 8.06 10.1 10.6 0.02 0.46 2.14 2.60 0.43 1.02 1.44 Average Daily (Max) Unmit. 0.32 0.29 1.67 2.27 < 0.005 0.07 0.02 0.09 0.06 0.01 0.07 Annual (Max) 1,791 1,791 0.07 0.02 0.62 1,798 420 420 0.02 < 0.005 0.02 421 Unmit. 0.06 0.05 0.31 0.41 < 0.005 0.01 < 0.005 0.02 0.01 < 0.005 0.01 69.5 69.5 < 0.005 < 0.005 < 0.005 69.8 2.2. Construction Emissions by Year, Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) Year TOG Daily - - Summer (Max) ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e 8/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 2025 8.08 8.06 10.1 10.6 0.02 0.46 2.14 2.60 0.43 1.02 1.44 1,791 1,791 0.07 0.02 0.62 1,798 Daily - Winter (Max) Average Daily 2025 0.32 0.29 1.67 2.27 < 0.005 0.07 0.02 0.09 0.06 0.01 0.07 420 420 0.02 < 0.005 0.02 421 Annual 2025 0.06 0.05 0.31 0.41 < 0.005 0.01 < 0.005 0.02 0.01 < 0.005 0.01 69.5 69.5 < 0.005 < 0.005 < 0.005 69.8 2.4. Operations Emissions Compared Against Thresholds Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit. Daily, Summer (Max) TOG ROG N Ox co SO2 PM10E PM1OD PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Unmit. 7.80 7.38 5.09 46.4 0.10 0.08 7.74 7.82 0.07 1.96 2.04 25.8 10,150 10,176 3.09 0.51 35.4 10,440 Daily, Winter (Max) Unmit. 6.25 5.82 5.48 34.2 0.09 0.08 7.74 7.82 0.07 1.96 2.04 25.8 9,082 9,107 3.13 0.52 6.71 9,348 Average Daily (Max) Unmit. 6.24 5.94 3.84 26.0 0.05 0.05 4.22 4.27 0.05 1.07 1.12 25.8 5,519 5,545 3.01 0.35 12.9 5,737 Annual (Max) Unmit. 1.14 1.08 0.70 4.74 0.01 0.01 0.77 0.78 0.01 0.20 0.20 4.27 914 918 0.50 0.06 2.13 950 2.5. Operations Emissions by Sector, Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 9/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Sector TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, - Summer (Max) Mobile 7.67 7.25 4.99 46.1 0.10 0.07 7.74 7.81 0.07 1.96 2.03 - 9,831 9,831 0.47 0.50 29.5 10,021 Area 0.12 0.12 < 0.005 0.17 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 0.68 0.68 < 0.005 < 0.005 0.68 Energy 0.01 0.01 0.11 0.09 < 0.005 0.01 - 0.01 0.01 - 0.01 - 314 314 0.03 < 0.005 316 Water - 2.21 4.34 6.55 0.23 0.01 13.9 Waste 23.6 0.00 23.6 2.36 0.00 82.5 Refrig. - 5.94 5.94 Total 7.80 7.38 5.09 46.4 0.10 0.08 7.74 7.82 0.07 1.96 2.04 25.8 10,150 10,176 3.09 0.51 35.4 10,440 Daily, Winter (Max) Mobile 6.15 5.72 5.37 34.1 0.09 0.07 7.74 7.81 0.07 1.96 2.03 8,763 8,763 0.51 0.51 0.76 8,930 Area 0.09 0.09 Energy 0.01 0.01 0.11 0.09 < 0.005 0.01 0.01 0.01 0.01 314 314 0.03 < 0.005 - 316 Water - 2.21 4.34 6.55 0.23 0.01 13.9 Waste 23.6 0.00 23.6 2.36 0.00 82.5 Refrig. - 5.94 5.94 Total 6.25 5.82 5.48 34.2 0.09 0.08 7.74 7.82 0.07 1.96 2.04 25.8 9,082 9,107 3.13 0.52 6.71 9,348 Average - Daily Mobile 6.12 5.83 3.73 25.8 0.05 0.04 4.22 4.26 0.04 1.07 1.11 - 5,200 5,200 0.39 0.34 6.94 5,318 Area 0.11 0.11 < 0.005 0.08 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 0.34 0.34 < 0.005 < 0.005 0.34 Energy 0.01 0.01 0.11 0.09 < 0.005 0.01 - 0.01 0.01 - 0.01 - 314 314 0.03 < 0.005 316 Water - 2.21 4.34 6.55 0.23 0.01 13.9 Waste 23.6 0.00 23.6 2.36 0.00 82.5 Refrig. - 5.94 5.94 Total 6.24 5.94 3.84 26.0 0.05 0.05 4.22 4.27 0.05 1.07 1.12 25.8 5,519 5,545 3.01 0.35 12.9 5,737 10/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Annual Mobile 1.12 1.06 0.68 4.70 0.01 0.01 0.77 0.78 0.01 0.20 0.20 861 861 0.06 0.06 1.15 881 Area 0.02 0.02 < 0.005 0.01 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 0.06 0.06 < 0.005 < 0.005 0.06 Energy < 0.005 < 0.005 0.02 0.02 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 52.0 52.0 0.01 < 0.005 52.3 Water 0.37 0.72 1.08 0.04 < 0.005 2.29 Waste 3.91 0.00 3.91 0.39 0.00 13.7 Refrig. 0.98 0.98 Total 1.14 1.08 0.70 4.74 0.01 0.01 0.77 0.78 0.01 0.20 0.20 4.27 914 918 0.50 0.06 2.13 950 3. Construction Emissions Details 3.1. Demolition (2025) - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Onsite Daily, Summer (Max) Off-Roa 0.56 0.47 4.33 5.65 0.01 0.16 d Equipm ent 0.16 0.14 0.14 852 852 0.03 0.01 855 Demoliti 0.00 0.00 0.00 0.00 on Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily 0.00 0.00 0.00 0.00 0.00 0.00 11 / 47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Off-Roa 0.02 0.01 0.12 0.15 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 23.3 23.3 < 0.005 < 0.005 - 23.4 d Demoliti 0.00 0.00 0.00 0.00 on Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual Off-Roa < 0.005 < 0.005 0.02 0.03 < 0.005 < 0.005 - d Equipm ent < 0.005 < 0.005 - < 0.005 - Demoliti 0.00 0.00 0.00 0.00 on Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, - Summer (Max) 3.87 3.87 < 0.005 < 0.005 - 3.88 0.00 0.00 0.00 0.00 0.00 0.00 Worker 0.05 0.05 0.04 0.68 0.00 0.00 0.09 0.09 0.00 0.02 0.02 103 103 < 0.005 < 0.005 0.35 105 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Daily, Winter (Max) Average Daily Worker < 0.005 < 0.005 < 0.005 0.01 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 2.57 2.57 < 0.005 < 0.005 < 0.005 2.61 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Annual Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 0.43 0.43 < 0.005 < 0.005 < 0.005 0.43 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 12/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.3. Site Preparation (2025) - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Onsite Daily, Summer (Max) Off-Roa 0.56 0.47 4.16 5.57 0.01 0.21 d Equipm ent Dust From Material Movement 0.21 0.20 0.20 0.21 0.21 0.02 0.02 859 859 0.03 0.01 862 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily Off-Roa < 0.005 < 0.005 0.01 0.02 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 2.35 2.35 < 0.005 < 0.005 - 2.36 d Equipm ent Dust < 0.005 < 0.005 - < 0.005 < 0.005 - From Material Movement Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual 13/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Off-Roa < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 Equipment < 0.005 < 0.005 - Dust - < 0.005 < 0.005 - From Material Movement Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, Summer (Max) Worker Vendor Hauling Daily, Winter (Max) Average Daily Worker Vendor Hauling Annual Worker Vendor Hauling < 0.005 - 0.39 0.39 < 0.005 < 0.005 - 0.39 < 0.005 < 0.005 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.02 0.02 0.34 0.00 0.00 0.05 0.05 0.00 0.01 0.01 51.5 51.5 < 0.005 < 0.005 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.5. Grading (2025) - Unmitigated < 0.005 < 0.005 - 0.00 0.00 - 0.00 0.00 < 0.005 < 0.005 - 0.00 0.00 - 0.00 0.00 Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 0.13 0.13 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00 52.3 0.00 0.00 < 0.005 < 0.005 < 0.005 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Onsite 14/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Daily, - Summer (Max) Off-Roa 1.29 1.09 10.1 10.0 0.02 0.46 0.46 0.43 0.43 1,714 1,714 0.07 0.01 1,720 d Equipm ent Dust 2.07 2.07 1.00 1.00 From Material Movement Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily Off-Roa 0.01 0.01 0.06 0.06 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 9.39 9.39 < 0.005 < 0.005 - 9.42 d Equipm ent Dust 0.01 0.01 0.01 0.01 From Material Movement Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual Off-Roa < 0.005 < 0.005 0.01 0.01 < 0.005 < 0.005 - d Equipm ent < 0.005 < 0.005 - < 0.005 - Dust < 0.005 < 0.005 - < 0.005 < 0.005 - From Material Movement 1.55 1.55 < 0.005 < 0.005 - 1.56 15/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, - Summer (Max) Worker 0.04 0.04 0.03 0.51 0.00 0.00 0.07 0.07 0.00 0.02 0.02 77.3 77.3 < 0.005 < 0.005 0.27 78.5 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Daily, Winter (Max) Average Daily Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 0.39 0.39 < 0.005 < 0.005 < 0.005 0.39 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Annual Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 0.06 0.06 < 0.005 < 0.005 < 0.005 0.06 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.7. Building Construction (2025) - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM1OD PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Onsite Daily, - Summer (Max) 16/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Off-Roa 0.62 0.52 5.14 6.94 0.01 0.22 d Equipm ent 0.22 0.20 0.20 1,305 1,305 0.05 0.01 1,309 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily Off-Roa 0.17 0.14 1.41 1.90 < 0.005 0.06 d Equipm ent 0.06 0.05 0.05 357 357 0.01 < 0.005 - 359 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual Off-Roa 0.03 0.03 0.26 0.35 < 0.005 0.01 d Equipm ent 0.01 0.01 0.01 59.2 59.2 < 0.005 < 0.005 - 59.4 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, - Summer (Max) Worker 0.01 0.01 0.01 0.11 0.00 0.00 0.01 0.01 0.00 < 0.005 < 0.005 - 16.4 16.4 < 0.005 < 0.005 0.06 16.7 Vendor < 0.005 < 0.005 0.02 0.01 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 - 16.2 16.2 < 0.005 < 0.005 0.04 16.9 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Daily, Winter (Max) Average Daily 17/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Worker < 0.005 < 0.005 < 0.005 0.02 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 4.10 4.10 < 0.005 < 0.005 0.01 4.16 Vendor < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 4.45 4.45 < 0.005 < 0.005 0.01 4.64 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Annual Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 0.68 0.68 < 0.005 < 0.005 < 0.005 0.69 Vendor < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 0.74 0.74 < 0.005 < 0.005 < 0.005 0.77 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.9. Paving (2025) - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Onsite Daily, - Summer (Max) Off-Roa 0.61 0.51 4.37 5.31 0.01 0.19 d Equipm ent Paving 0.19 0.19 0.19 0.18 0.18 823 823 0.03 0.01 826 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily Off-Roa 0.01 0.01 0.06 0.07 < 0.005 < 0.005 - d Equipm ent Paving < 0.005 < 0.005 < 0.005 < 0.005 - < 0.005 - 11.3 11.3 < 0.005 < 0.005 - 11.3 18/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual Off-Roa < 0.005 < 0.005 0.01 0.01 < 0.005 < 0.005 - d Equipm ent Paving < 0.005 < 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 - < 0.005 - 1.87 1.87 < 0.005 < 0.005 - 1.87 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, - Summer (Max) Worker Vendor Hauling Daily, Winter (Max) Average Daily Worker Vendor Hauling Annual Worker Vendor Hauling 0.09 0.00 0.00 0.09 0.00 0.00 0.07 0.00 0.00 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 0.01 0.00 0.00 < 0.005 < 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.11. Architectural Coating (2025) - Unmitigated 0.00 0.00 0.04 0.00 0.00 0.04 0.00 0.00 < 0.005 < 0.005 - 0.00 0.00 - 0.00 0.00 < 0.005 < 0.005 - 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 180 0.00 0.00 180 0.00 0.00 2.25 2.25 0.00 0.00 0.00 0.00 0.37 0.37 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.00 0.62 0.00 0.00 183 0.00 0.00 < 0.005 < 0.005 < 0.005 2.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < 0.005 < 0.005 < 0.005 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 19/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Onsite Daily, Summer (Max) Off-Roa 0.15 0.13 0.88 1.14 < 0.005 0.03 d Equipm ent Architect 7.93 7.93 ural Coating s 0.03 0.03 0.03 134 134 0.01 < 0.005 - 134 Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Daily, Winter (Max) Average Daily Off-Roa < 0.005 < 0.005 0.01 0.02 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 1.83 1.83 < 0.005 < 0.005 - 1.84 d Equipm ent Architect 0.11 0.11 ural Coating s Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Annual Off-Roa < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 d Equipm ent < 0.005 < 0.005 - < 0.005 - 0.30 0.30 < 0.005 < 0.005 - 0.30 20/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Architect 0.02 0.02 ural Coating Onsite 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 truck Offsite Daily, Summer (Max) Worker < 0.005 < 0.005 < 0.005 0.02 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 3.29 3.29 < 0.005 < 0.005 0.01 3.34 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Daily, - Winter (Max) Average - Daily Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 0.04 0.04 < 0.005 < 0.005 < 0.005 0.04 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Annual - Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 - 0.01 0.01 < 0.005 < 0.005 < 0.005 0.01 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4. Operations Emissions Details 4.1. Mobile Emissions by Land Use 4.1.1. Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) 21 /47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Fast 7.67 7.25 4.99 46.1 0.10 0.07 7.74 7.81 0.07 1.96 2.03 Food Restaura it with Drive Thru 9,831 9,831 0.47 0.50 29.5 10,021 Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces Total 7.67 7.25 4.99 46.1 0.10 0.07 7.74 7.81 0.07 1.96 2.03 9,831 9,831 0.47 0.50 29.5 10,021 Daily, Winter (Max) Fast 6.15 5.72 5.37 34.1 0.09 0.07 7.74 7.81 0.07 1.96 2.03 8,763 8,763 0.51 0.51 0.76 8,930 Food Restaura it with Drive Thru Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces Total 6.15 5.72 5.37 34.1 0.09 0.07 7.74 7.81 0.07 1.96 2.03 8,763 8,763 0.51 0.51 0.76 8,930 Annual - Fast 1.12 1.06 0.68 4.70 0.01 0.01 0.77 0.78 0.01 0.20 0.20 861 861 0.06 0.06 1.15 881 Food Restaura it with Drive Thru Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces 22 / 47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Total 1.12 1.06 0.68 4.70 0.01 0.01 0.77 0.78 0.01 0.20 0.20 4.2. Energy 4.2.1. Electricity Emissions By Land Use - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 861 861 0.06 0.06 1.15 881 Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, - Summer (Max) Fast Food Restaura it with Drive Thru Other - Asphalt Surfaces Total Daily, Winter (Max) Fast Food Restaura it with Drive Thru Other - Asphalt Surfaces Total - Annual - 185 185 0.02 < 0.005 - 186 0.00 0.00 0.00 0.00 0.00 185 185 0.02 < 0.005 - 186 185 185 0.02 < 0.005 - 186 0.00 0.00 0.00 0.00 0.00 185 185 0.02 < 0.005 - 186 23/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Fast Food Restaura it with Drive Thru Other - Asphalt Surfaces 30.6 30.6 < 0.005 < 0.005 - 30.8 0.00 0.00 0.00 0.00 0.00 Total 30.6 30.6 < 0.005 < 0.005 - 30.8 4.2.3. Natural Gas Emissions By Land Use - Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) Fast 0.01 0.01 0.11 0.09 < 0.005 0.01 Food Restaura it with Drive Thru Other 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces Total 0.01 0.01 0.11 0.09 < 0.005 0.01 Daily, Winter (Max) 0.01 0.01 0.01 129 129 0.01 < 0.005 - 130 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 129 129 0.01 < 0.005 - 130 Fast 0.01 0.01 0.11 0.09 < 0.005 0.01 0.01 0.01 0.01 129 129 0.01 < 0.005 - 130 Food Restaura it with Drive Thru 24/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces Total 0.01 0.01 0.11 0.09 < 0.005 0.01 0.01 0.01 0.01 129 129 0.01 < 0.005 - 130 Annual - Fast < 0.005 < 0.005 0.02 0.02 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 21.4 21.4 < 0.005 < 0.005 - 21.5 Food Restaura it with Drive Thru Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt Surfaces Total < 0.005 < 0.005 0.02 0.02 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 21.4 21.4 < 0.005 < 0.005 - 21.5 4.3. Area Emissions by Source 4.3.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Consum 0.08 0.08 er Product s Architect 0.01 ural Coating s 0.01 Landsca 0.03 0.03 < 0.005 0.17 < 0.005 < 0.005 - < 0.005 < 0.005 - < 0.005 - 0.68 0.68 < 0.005 < 0.005 - 0.68 pe Equipm ent 25/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Total 0.12 0.12 < 0.005 0.17 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.68 0.68 < 0.005 < 0.005 — 0.68 Daily, Winter (Max) Consum er Product s Architect ural Coating s 0.08 0.01 0.08 0.01 Total 0.09 0.09 Annual — Consum er Product s Architect ural Coating s Landsca pe Equipm ent 0.02 < 0.005 < 0.005 0.02 < 0.005 < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 0.06 0.06 < 0.005 < 0.005 0.06 Total 0.02 0.02 < 0.005 0.01 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.06 0.06 < 0.005 < 0.005 — 0.06 4.4. Water Emissions by Land Use 4.4.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM 10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 26/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Daily, - Summer (Max) Fast 2.21 3.93 6.14 0.23 0.01 13.4 Food Restaura it with Drive Thru Other - 0.00 0.41 0.41 < 0.005 < 0.005 - 0.41 Asphalt Surfaces Total 2.21 4.34 6.55 0.23 0.01 13.9 Daily, Winter (Max) Fast 2.21 3.93 6.14 0.23 0.01 13.4 Food Restaura it with Drive Thru Other - 0.00 0.41 0.41 < 0.005 < 0.005 - 0.41 Asphalt Surfaces Total - 2.21 4.34 6.55 0.23 0.01 13.9 Annual - Fast - 0.37 0.65 1.02 0.04 < 0.005 - 2.23 Food Restaura it with Drive Thru Other - 0.00 0.07 0.07 < 0.005 < 0.005 - 0.07 Asphalt Surfaces Total 0.37 0.72 1.08 0.04 < 0.005 - 2.29 27 / 47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 4.5. Waste Emissions by Land Use 4.5.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM10D PM 10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, - Summer (Max) Fast Food Restaura it with Drive Thru Other - Asphalt Surfaces Total Daily, Winter (Max) Fast Food Restaura it with Drive Thru Other - Asphalt Surfaces Total - Annual - 23.6 0.00 23.6 2.36 0.00 82.5 0.00 0.00 0.00 0.00 0.00 0.00 23.6 0.00 23.6 2.36 0.00 82.5 23.6 0.00 23.6 2.36 0.00 82.5 0.00 0.00 0.00 0.00 0.00 0.00 23.6 0.00 23.6 2.36 0.00 82.5 28/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Fast Food Restaura it with Drive Thru Other — Asphalt Surfaces Total 3.91 0.00 3.91 0.39 0.00 13.7 0.00 0.00 0.00 0.00 0.00 3.91 0.00 3.91 0.39 0.00 4.6. Refrigerant Emissions by Land Use 4.6.1. Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) Land Use TOG Daily, — Summer (Max) Fast Food Restaura it with Drive Thru Total Daily, Winter (Max) Fast Food Restaura it with Drive Thru Total ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R 0.00 13.7 CO2e 5.94 5.94 5.94 5.94 5.94 5.94 5.94 5.94 29/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Annual — Fast — Food Restaura it with Drive Thru Total 4.7. Offroad Emissions By Equipment Type 4.7.1. Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) 0.98 0.98 0.98 0.98 Equipm ent Type TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Daily, Summer (Max) Total Daily, Winter (Max) Total Annual Total 4.8. Stationary Emissions By Equipment Type 4.8.1. Unmitigated Criteria Pollutants (Ib/day for daily, ton/yr for annual) and GHGs (Ib/day for daily, MT/yr for annual) 30/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Equipm ent Type TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Total Daily, Winter (Max) Total Annual Total 4.9. User Defined Emissions By Equipment Type 4.9.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipm ent Type TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Total Daily, Winter (Max) Total Annual Total 31 /47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 4.10. Soil Carbon Accumulation By Vegetation Type 4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetati on TOG ROG NOx CO SO2 PM10E PM1OD PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Daily, Summer (Max) Total Daily, Winter (Max) Total Annual Total 4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use TOG ROG NOx CO SO2 PM10E PM1OD PM1OT PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N20 CO2e Daily, Summer (Max) Total Daily, Winter (Max) Total Annual Total 32/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O CO2e Daily, Summer (Max) Avoided Subtotal Sequest ered Subtotal Remove — d Subtotal Daily, Winter (Max) Avoided Subtotal Sequest ered Subtotal Remove d Subtotal Annual — Avoided — Subtotal — 33/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Sequest ered Subtotal Remove d Subtotal — 5. Activity Data 5.1. Construction Schedule Phase Name Phase Type Start Date End Date Days Per Week Work Days per Phase Phase Description Demolition Demolition 4/1/2025 Site Preparation Site Preparation 4/16/2025 Grading Grading 4/18/2025 Building Construction Building Construction 4/21/2025 Paving Paving 9/9/2025 Architectural Coating Architectural Coating 9/17/2025 5.2. Off -Road Equipment 5.2.1. Unmitigated 4/15/2025 4/17/2025 4/20/2025 9/8/2025 9/16/2025 9/24/2025 5.00 5.00 5.00 5.00 5.00 5.00 10.0 1.00 2.00 100 5.00 5.00 Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Demolition Demolition Tractors/Loaders/Back Diesel hoes Rubber Tired Dozers Diesel Demolition Concrete/Industrial Diesel Saws Average Average Average 2.00 1.00 1.00 6.00 1.00 8.00 84.0 367 33.0 0.37 0.40 0.73 Site Preparation Graders Diesel Average 1.00 8.00 148 0.41 34/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Site Preparation Grading Grading Grading Building Construction Building Construction Building Construction Paving Paving Paving Paving Architectural Coating Tractors/Loaders/Back Graders Rubber Tired Dozers Tractors/Loaders/Back hoes Cranes Forklifts Tractors/Loaders/Back hoes Tractors/Loaders/Back hoes Cement and Mortar Mixers Pavers Rollers Air Compressors Diesel Diesel Diesel Diesel Diesel Diesel Diesel Diesel Diesel Diesel Diesel Diesel Average Average Average Average Average Average Average Average Average Average Average Average 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 4.00 1.00 1.00 1.00 8.00 6.00 6.00 7.00 4.00 6.00 8.00 7.00 6.00 7.00 7.00 6.00 84.0 148 367 84.0 367 82.0 84.0 84.0 10.0 81.0 36.0 37.0 0.37 0.41 0.40 0.37 0.29 0.20 0.37 0.37 0.56 0.42 0.38 0.48 5.3. Construction Vehicles 5.3.1. Unmitigated Phase Name Trip Type One -Way Trips per Day Miles per Trip Vehicle Mix Demolition Demolition Demolition Demolition Demolition Site Preparation Site Preparation Site Preparation Worker Vendor Hauling Onsite truck Worker Vendor 10.0 0.00 5.00 12.8 8.33 20.0 12.8 8.33 LDA,LDT1,LDT2 HHDT,MHDT HHDT HHDT LDA,LDT1,LDT2 HHDT,MHDT Site Preparation Hauling 0.00 20.0 HHDT 35/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Site Preparation Onsite truck HHDT Grading Grading Worker 7.50 12.8 LDA,LDT1,LDT2 Grading Vendor 8.33 HHDT,MHDT Grading Hauling 0.00 20.0 HHDT Grading Onsite truck HHDT Building Construction Building Construction Worker 1.60 12.8 LDA,LDT1,LDT2 Building Construction Vendor 0.62 8.33 HHDT,MHDT Building Construction Hauling 0.00 20.0 HHDT Building Construction Onsite truck HHDT Paving Paving Worker 17.5 12.8 Paving Vendor 8.33 Paving Hauling 0.00 20.0 Paving Onsite truck Architectural Coating Architectural Coating Worker 0.32 Architectural Coating Vendor Architectural Coating Hauling 0.00 Architectural Coating Onsite truck 5.4. Vehicles 5.4.1. Construction Vehicle Control Strategies 12.8 8.33 20.0 LDA,LDT1,LDT2 HHDT,MHDT HHDT HHDT LDA,LDT1,LDT2 HHDT,MHDT HHDT HHDT Control Strategies Applied PM10 Reduction PM2.5 Reduction Water unpaved roads twice daily 55% 55% 36/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 5.5. Architectural Coatings Phase Name Architectural Coating 5.6. Dust Mitigation Residential Interior Area Coated (sq ft) 0.00 5.6.1. Construction Earthmoving Activities Residential Exterior Area Coated (sq ft) 0.00 Non -Residential Interior Area Coated (sq ft) 5,700 Non -Residential Exterior Area Coated (sq ft) 1,900 Parking Area Coated (sq ft) 948 Phase Name Demolition Site Preparation Grading Paving Material Imported (cy) 0.00 0.00 Material Exported (cy) 0.00 0.00 Acres Graded (acres) 0.00 0.50 1.50 0.00 Material Demolished (sq. ft.) 0.00 0.00 0.00 Acres Paved (acres) 0.36 5.6.2. Construction Earthmoving Control Strategies Control Strategies Applied Water Exposed Area Water Demolished Area Frequency (per day) 2 2 PM10 Reduction 61% 36% PM2.5 Reduction 61% 36% 5.7. Construction Paving Land Use Fast Food Restaurant with Drive Thru Other Asphalt Surfaces Area Paved (acres) 0.00 0.36 % Asphalt 0% 100% 5.8. Construction Electricity Consumption and Emissions Factors kWh per Year and Emission Factor (Ib/MWh) 37 / 47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Year kWh per Year CO2 CH4 N20 2025 0.00 5.9. Operational Mobile Sources 5.9.1. Unmitigated 223 0.03 < 0.005 Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Fast Food Restaurant with Drive Thru Other Asphalt Surfaces 2,028 0.00 2,028 0.00 5.10. Operational Area Sources 5.10.1. Hearths 5.10.1.1. Unmitigated 5.10.2. Architectural Coatings 2,028 0.00 740,062 0.00 3,974 0.00 10,945 0.00 10,945 0.00 2,177,523 0.00 Residential Interior Area Coated (sq ft) Residential Exterior Area Coated (sq ft) Non -Residential Interior Area Coated (sq ft) Non -Residential Exterior Area Coated (sq ft) Parking Area Coated (sq ft) 0 0.00 5.10.3. Landscape Equipment 5,700 1,900 948 Season Unit Value Snow Days Summer Days day/yr day/yr 0.00 180 38/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 5.11. Operational Energy Consumption 5.11.1. Unmitigated Electricity (kWh/yr) and CO2 and CH4 and N20 and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 Fast Food Restaurant with Drive Thru Other Asphalt Surfaces 256,811 0.00 262 262 CH4 N20 Natural Gas (kBTU/yr) 0.0330 0.0330 0.0040 0.0040 403,242 0.00 5.12. Operational Water and Wastewater Consumption 5.12.1. Unmitigated Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Fast Food Restaurant with Drive Thru Other Asphalt Surfaces 1,153,428 0.00 0.00 177,917 5.13. Operational Waste Generation 5.13.1. Unmitigated Land Use Waste (ton/year) Cogeneration (kWh/year) Fast Food Restaurant with Drive Thru Other Asphalt Surfaces 43.8 0.00 5.14. Operational Refrigeration and Air Conditioning Equipment 5.14.1. Unmitigated Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced 39/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Fast Food Restaurant Household with Drive Thru refrigerators and/or freezers R-134a 1,430 0.00 0.60 0.00 1.00 Fast Food Restaurant Other commercial A/C R-410A 2,088 1.80 4.00 4.00 18.0 with Drive Thru and heat pumps Fast Food Restaurant Walk-in refrigerators R-404A 3,922 < 0.005 7.50 7.50 20.0 with Drive Thru and freezers 5.15. Operational Off -Road Equipment 5.15.1. Unmitigated Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor 5.16. Stationary Sources 5.16.1. Emergency Generators and Fire Pumps Equipment Type Fuel Type Number per Day Hours per Day Hours per Year Horsepower Load Factor 5.16.2. Process Boilers Equipment Type Fuel Type Number Boiler Rating (MMBtu/hr) Daily Heat Input (MMBtu/day) Annual Heat Input (MMBtu/yr) 5.17. User Defined Equipment Type Fuel Type 5.18. Vegetation 5.18.1. Land Use Change 5.18.1.1. Unmitigated 40/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres 5.18.1. Biomass Cover Type 5.18.1.1. Unmitigated Biomass Cover Type Initial Acres Final Acres 5.18.2. Sequestration 5.18.2.1. Unmitigated Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year) 6. Climate Risk Detailed Report 6.1. Climate Risk Summary Cal -Adapt midcentury 2040-2059 average projections for four hazards are reported below for your project location. These are under Representation Concentration Pathway (RCP) 8.5 which assumes GHG emissions will continue to rise strongly through 2050 and then plateau around 2100. Climate Hazard Result for Project Location Unit Temperature and Extreme Heat Extreme Precipitation Sea Level Rise Wildfire 24.4 0.00 0.14 annual days of extreme heat annual days with precipitation above 20 mm meters of inundation depth annual hectares burned Temperature and Extreme Heat data are for grid cell in which your project are located. The projection is based on the 98th historical percentile of daily maximum/minimum temperatures from observed historical data (32 climate model ensemble from Cal -Adapt, 2040-2059 average under RCP 8.5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. Extreme Precipitation data are for the grid cell in which your project are located. The threshold of 20 mm is equivalent to about 3/4 an inch of rain, which would be light to moderate rainfall if received over a full day or heavy rain if received over a period of 2 to 4 hours. Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. Sea Level Rise data are for the grid cell in which your project are located. The projections are from Radke et al. (2017), as reported in Cal -Adapt (Radke et al., 2017, CEC-500-2017-008), and consider inundation location and depth for the San Francisco Bay, the Sacramento -San Joaquin River Delta and California coast resulting different increments of sea level rise coupled with extreme storm events. Users may select from four scenarios to view the range in potential inundation depth for the grid cell. The four scenarios are: No rise, 0.5 meter, 1.0 meter, 1.41 meters 41 /47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Wildfire data are for the grid cell in which your project are located. The projections are from UC Davis, as reported in Cal -Adapt (2040-2059 average under RCP 8.5), and consider historical data of climate, vegetation, population density, and large (> 400 ha) fire history. Users may select from four model simulations to view the range in potential wildfire probabilities for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIR005). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. 6.2. Initial Climate Risk Scores Climate Hazard Temperature and Extreme Heat Extreme Precipitation Sea Level Rise Wildfire Flooding Drought Snowpack Reduction Air Quality Degradation Exposure Score Sensitivity Score Adaptive Capacity Score 1 N/A N/A N/A N/A 0 N/A N/A 0 N/A N/A N/A N/A 0 N/A N/A 0 N/A N/A N/A N/A 0 N/A N/A Vulnerability Score N/A N/A N/A N/A N/A N/A N/A N/A The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure. The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt. The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores do not include implementation of climate risk reduction measures. 6.3. Adjusted Climate Risk Scores Climate Hazard Temperature and Extreme Heat Extreme Precipitation Sea Level Rise Wildfire Flooding Drought Snowpack Reduction Exposure Score Sensitivity Score Adaptive Capacity Score 1 N/A N/A N/A N/A 1 N/A 1 N/A N/A N/A N/A 1 N/A 1 N/A N/A N/A N/A 1 N/A Vulnerability Score 2 N/A N/A N/A N/A 2 N/A Air Quality Degradation N/A N/A N/A N/A 42/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure. The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt. The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores include implementation of climate risk reduction measures. 6.4. Climate Risk Reduction Measures 7. Health and Equity Details 7.1. CalEnviroScreen 4.0 Scores The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. Indicator Exposure Indicators AQ-Ozone AQ-PM AQ-DPM Drinking Water Lead Risk Housing Pesticides Toxic Releases Traffic Effect Indicators CleanUp Sites Groundwater Haz Waste Facilities/Generators Impaired Water Bodies Solid Waste Sensitive Population Asthma Result for Project Census Tract 93.6 8.51 57.4 53.9 13.5 45.7 2.39 70.2 0.00 0.00 26.7 77.3 0.00 19.8 43/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Cardio-vascular Low Birth Weights Socioeconomic Factor Indicators Education Housing Linguistic Poverty Unemployment 7.2. Healthy Places Index Scores 22.9 48.5 33.5 10.8 60.6 46.6 45.8 The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state. Indicator Economic Above Poverty Employed Median HI Education Bachelor's or higher High school enrollment Preschool enrollment Transportation Auto Access Active commuting Social 2-parent households Voting Neighborhood Alcohol availability Result for Project Census Tract 77.22314898 96.63800847 77.50545361 55.99897344 21.68612858 57.19235211 60.64416784 24.04722187 46.33645579 62.08135506 89.83703323 44/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Park access 39.65096882 Retail density 60.54151161 Supermarket access 31.45130245 Tree canopy 8.546131143 Housing Homeownership 85.85910432 Housing habitability 92.37777493 Low-inc homeowner severe housing cost burden 72.35981009 Low-inc renter severe housing cost burden 90.94058771 Uncrowded housing 92.9038881 Health Outcomes Insured adults 68.18940074 Arthritis 5.8 Asthma ER Admissions 81.7 High Blood Pressure 8.6 Cancer (excluding skin) 8.0 Asthma 46.1 Coronary Heart Disease 13.8 Chronic Obstructive Pulmonary Disease 27.0 Diagnosed Diabetes 57.0 Life Expectancy at Birth 60.2 Cognitively Disabled 78.9 Physically Disabled 68.4 Heart Attack ER Admissions 74.8 Mental Health Not Good 63.6 Chronic Kidney Disease 27.1 Obesity 44.4 Pedestrian Injuries 54.9 45/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Physical Health Not Good 55.3 Stroke 34.3 Health Risk Behaviors Binge Drinking 50.7 Current Smoker 60.5 No Leisure Time for Physical Activity 65.6 Climate Change Exposures Wildfire Risk SLR Inundation Area Children Elderly English Speaking Foreign -born Outdoor Workers Climate Change Adaptive Capacity Impervious Surface Cover Traffic Density Traffic Access Other Indices Hardship Other Decision Support 2016 Voting 7.3. Overall Health & Equity Scores 0.0 0.0 48.8 57.9 63.3 14.4 55.7 48.4 39.8 23.0 32.9 76.5 Metric Result for Project Census Tract CalEnviroScreen 4.0 Score for Project Location (a) Healthy Places Index Score for Project Location (b) Project Located in a Designated Disadvantaged Community (Senate Bill 535) 27.0 75.0 No 46/47 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 Project Located in a Low -Income Community (Assembly Bill 1550) No Project Located in a Community Air Protection Program Community (Assembly Bill 617) No a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state. 7.4. Health & Equity Measures No Health & Equity Measures selected. 7.5. Evaluation Scorecard Health & Equity Evaluation Scorecard not completed. 7.6. Health & Equity Custom Measures No Health & Equity Custom Measures created. 8. User Changes to Default Data Screen Justification Characteristics: Project Details Operations: Vehicle Data Start of construction date is for analysis purposes only. The project scope involves a coffee shop with drive -through window with a building area of approximately 3,800 square feet. The current version of CaIEEMod does not have ITE code 937 corresponding to this use. Therefore, for analysis purposes, this model uses ITE code 934 corresponding to Fast Food Restaurant with Drive -Through, but the daily trip generation rate per TSF has been increased to match ITE 937, as provided in the Adams Street & Corporate Centre Drive Traffic Impact Analysis, dated January 30, 2025. Trip generation rates were adjusted (increased) to 533.57 trips per TSF based on the project -specific report corresponding to ITE 937 (Coffee/Donut shop with Drive -Through Window). 47/47 RESOLUTION 2025-020 CONDITIONS OF APPROVAL - APPROVED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 1 of 14 GENERAL EXHIBIT C 1. The applicant agrees to defend, indemnify, and hold harmless the City of La Quinta ("City"), its agents, officers, and employees from any claim, action, or proceeding to attack, set aside, void, or annul the approval of this Conditional Use Permit. The City shall have sole discretion in selecting its defense counsel. The City shall promptly notify the applicant of any claim, action, or proceeding and cooperate fully in the defense. 2. All the following approvals shall comply with all applicable conditions and mitigation measures: Specific Plan 2024-0005 (SP 1989-014 Amendment No. 3) Specific Plan 1989-014 Specific Plan 1989-014 Amendment No. 1 Specific Plan 1989-014 Amendment No. 2 Conditional Use Permit 2024-0007 Site Development Permit 2024-0014 Environmental Assessment 1996-319 In the event of any conflict(s) between approval conditions and/or provisions of these approvals, the Design and Development Director shall adjudicate the conflict by determining the precedence. 3. The applicant shall comply with all applicable provisions of the La Quinta Municipal Code (LQMC), including LQMC Sections 9.210.010, 9.210.020, and 9.240.010. 4. Conditional Use Permit 2024-0007 and Site Development Permit 2024-0014 shall expire on June 10, 2027, and shall become null and void in accordance with La Quinta Municipal Code Section 9.200.080, unless the required ministerial permits have been issued. A time extension may be requested per LQMC Section 9.200.080. 5. The drive -through shall be screened by a combination of berms, walls, and landscaping so that the cars using the drive -through facilities will not be visible to pedestrians and cars on the perimeter sidewalk and street. The screening shall be approved by the Planning Manager prior to building permit issuance. 6. Prior to the issuance of any grading, construction, or building permit by the City, the applicant shall obtain any necessary clearances and/or permits from the following agencies, if required: RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 2 of 14 • Riverside County Fire Marshal • La Quinta Public Works Department (Grading Permit, Green Sheet (Public Works Clearance) for Building Permits, Water Quality Management Plan (WQMP) Exemption Form — Whitewater River Region, Improvement Permit) • La Quinta Design and Development Department - Planning Division and Building Division • Riverside County Environmental Health Department • Desert Sands Unified School District (DSUSD) • Coachella Valley Water District (CVWD) • Imperial Irrigation District (IID) • California Regional Water Quality Control Board (CRWQCB) • State Water Resources Control Board • SunLine Transit Agency • South Coast Air Quality Management District Coachella Valley (SCAQMD) The applicant is responsible for all requirements of the permits and/or clearances from the above -listed agencies. When these requirements include approval of improvement plans, the applicant shall furnish proof of such approvals when submitting those improvement plans for City approval. 7 The applicant shall comply with applicable provisions of the City's NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; the California Regional Water Quality Control Board — Colorado River Basin Region Board Order No. R7-2013-0011 and the State Water Resources Control Board's Order No. 2012-0006-DWQ. A. The applicant shall include provisions for all of the following Best Management Practices ("BMPs") (LQMC Section 8.70.020 (Definitions)): 1) Temporary Soil Stabilization (erosion control). 2) Temporary Sediment Control. 3) Wind Erosion Control. 4) Tracking Control. 5) Non -Storm Water Management. 6) Waste Management and Materials Pollution Control RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 3 of 14 B. The BMPs shall remain in effect for the entire duration of project construction until all improvements are completed. 8. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual attorney's fees incurred by the City Attorney to review, negotiate and/or modify any documents or instruments required by these conditions, if Developer requests that the City modify or revise any documents or instruments prepared initially by the City to effect these conditions. This obligation shall be paid in the time noted above without deduction or offset, and Developer's failure to make such payment shall be a material breach of the Conditions of Approval. 9. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual consultants' fees incurred by the City for engineering and/or surveying consultants to review and/or modify any documents or instruments required by this project. This obligation shall be paid in the time noted above without deduction or offset, and Developer's failure to make such payment shall be a material breach of the Conditions of Approval. PROPERTY RIGHTS 10. Prior to issuance of any permit(s), the applicant shall acquire or confer easements and other property rights necessary for the construction or proper functioning of the proposed development. 11. Pursuant to the aforementioned condition, conferred rights shall include approvals from the master developer over easements and other property rights necessary for construction and proper functioning of the proposed development not limited to access rights over proposed and/or existing parking lot that access public streets and open space/drainage facilities of the master development. 12. The applicant shall furnish proof of easements or written permission, as appropriate, from those owners of all abutting properties on which grading, retaining wall construction, or other encroachments will occur. PARKING LOTS and ACCESS POINTS 13. The design of parking facilities shall conform to LQMC Chapter 9.150 and, in particular, the following: A. The parking spaces and aisle widths and the double hairpin stripe parking space design shall conform to LQMC Chapter 9.150. RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 4 of 14 B. Cross slopes should be a maximum of 2% where accessibility is required, including accessibility routes between buildings. C. Building access points shall be shown on the Precise Grading Plans so that accessibility issues can be evaluated. D. Accessibility routes to public streets and adjacent development shall be shown on the Precise Grading Plan. E. Parking space lengths shall be according to LQMC Chapter 9.150 and be a minimum of 18 feet in length with a 2-foot overhang for all parking spaces or as approved by the City Engineer. One van accessible parking space is required per 6 accessible parking spaces. F. Drive aisles between parking spaces shall be a minimum of 26 feet, with access drive aisles to Public Streets a minimum of 30 feet or as approved by the City Engineer. 14. The applicant shall design street pavement sections using CalTrans' design procedure for 20-year life pavement, and the site -specific data for soil strength and anticipated traffic loading (including construction traffic). Minimum structural sections shall be as follows: Parking Lot & Aisles (Low Traffic) 3.0" a.c./4.5" c.a.b. Parking Lot & Aisles (High Traffic) 4.5" a.c./5.5" c.a.b. or the approved equivalents of alternate materials. 15. The applicant shall submit current mix designs (less than two years old at the time of construction) for base, asphalt concrete, and Portland cement concrete. The submittal shall include test results for all specimens used in the mix design procedure. For mix designs over six months old, the submittal shall include recent (less than six months old at the time of construction) aggregate gradation test results confirming that design gradations can be achieved in current production. The applicant shall not schedule construction operations until mix designs are approved. 16. Improvements shall include appurtenances such as traffic control signs, markings, and other devices, raised medians if required, street name signs, and sidewalks. 17. Improvements shall be designed and constructed in accordance with City adopted standards, supplemental drawings and specifications, or as approved by the City RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 5 of 14 Engineer. Improvement plans for streets, access gates, and parking areas shall be stamped and signed by qualified engineers. IMPROVEMENT PLANS 18. As used throughout these Conditions of Approval, professional titles such as "engineer," "surveyor," and "architect" refer to persons currently certified or licensed to practice their respective professions in the State of California. 19. Improvement plans shall be prepared by or under the direct supervision of qualified engineers and/or architects, as appropriate, and shall comply with the provisions of LQMC Section 13.24.040 (Improvement Plans). 20. The following improvement plans shall be prepared and submitted for review and approval by the Public Works Department. A separate set of plans for each line item specified below shall be prepared. The plans shall utilize the minimum scale specified, unless otherwise authorized by the City Engineer in writing. Plans may be prepared at a larger scale if additional detail or plan clarity is desired. Note, the applicant may be required to prepare other improvement plans not listed here pursuant to improvements required by other agencies and utility purveyors. A. Final WQMP B. On -Site Commercial Precise Grading C. Hydrology Report NOTE: A through C to be submitted concurrently. (Separate Storm Drain Plans if applicable) (Plan submitted in Report Form) 1" = 20' Horizontal Other engineered improvement plans prepared for City approval that are not listed above shall be prepared in formats approved by the City Engineer prior to commencing plan preparation. "On -Site Commercial Precise Grading" plan is required to be submitted for approval by the Building Official, Planning Manager, and the City Engineer. "On -Site Commercial Precise Grading" plans shall normally include all on -site surface improvements, including but not necessarily limited to finish grades for curbs & gutters, building floor elevations, parking lot improvements, and accessibility requirements. RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 6 of 14 21. The City maintains standard plans, detail sheets, and/or construction notes for elements of construction which can be accessed via the Public Works Development "Plans, Notes and Design Guidance" section of the City website (www.laquintaca.gov). Please navigate to the Public Works Department home page and look for the Standard Drawings hyperlink. 22. Upon completion of construction and prior to final acceptance of the improvements by the City, the applicant shall furnish the City with reproducible record drawings of all improvement plans that were approved by the City. Each sheet shall be clearly marked "Record Drawing" and shall be stamped and signed by the engineer or surveyor certifying to the accuracy and completeness of the drawings. The applicant shall have all approved plans previously submitted to the City, revised to reflect the as -built conditions. The applicant shall employ or retain the Engineer of Record during the construction phase of the project so that the FOR can make site visits in support of preparing "Record Drawing". However, if subsequent approved revisions have been approved by the City Engineer and reflect said "Record Drawing" conditions, the Engineer of Record may submit a letter attesting to said fact to the City Engineer instead. PRECISE GRADING 23. The applicant shall comply with the provisions of LQMC Section 13.24.050 (Grading Improvements). 24. Prior to occupancy of the project site for any construction or other purposes, the applicant shall obtain a grading permit approved by the City Engineer. To obtain an approved grading permit, the applicant shall submit and obtain approval of all of the following: A. A grading plan prepared by a civil engineer registered in the State of California, B. A preliminary geotechnical ("soils") report prepared by a professional registered in the State of California, C. A Fugitive Dust Control Plan prepared in accordance with LQMC Chapter 6.16 (Fugitive Dust Control), and D. A WQMP prepared by an authorized professional registered in the State of California, and RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 7 of 14 All grading shall conform with the recommendations contained in the Soils Report and shall be certified as being adequate by a soils engineer or an engineering geologist registered in the State of California. The applicant shall furnish security, in a form acceptable to the City, and in an amount sufficient to guarantee compliance with the approved Fugitive Dust Control Plan provisions. Additionally, the applicant shall replenish said security if expended by the City of La Quinta to comply with the Plan as required by the City Engineer. 25. The applicant shall maintain all open graded, undeveloped land in order to prevent wind and/or water erosion of such land. All open, graded, undeveloped land shall either be planted with interim landscaping or stabilized with such other erosion control measures as were approved in the Fugitive Dust Control Plan. 26. Building pad elevations on the precise grading plan submitted for City Engineer's approval shall conform with the pad elevation shown on the Site Development Permit Preliminary Grading Plans, unless the pad elevations have other requirements imposed elsewhere in these Conditions of Approval. Pad elevation will need to be shown on the final precise grading plan. 27. Prior to any site grading or regrading that will raise or lower any portion of the site by more than plus or minus five tenths of a foot (0.5') from the elevations shown on the Site Development Permit Preliminary Grading Plans, the applicant shall submit the proposed grading changes to the City Staff for a substantial conformance finding review. 28. Prior to the issuance of a building permit for any building lot, the applicant shall provide a lot pad certification stamped and signed by a qualified engineer or surveyor with applicable compaction tests and over excavation documentation. Each pad certification shall list the pad elevation as shown on the approved grading plan, the actual pad elevation, and the difference between the two, if any. Such pad certification shall also list the relative compaction of the pad soil. DRAINAGE 29. Stormwater handling shall conform with the approved hydrology and drainage report for One -Eleven La Quinta Shopping Center and/or for SDP2024-0014, or as approved by the City Engineer. 30. Stormwater may not be retained in landscaped parkways or landscaped setback lots. Only incidental stormwater (precipitation that directly falls onto the setback) will be permitted to be retained in the landscape setback areas. The perimeter RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 8 of 14 setback and parkway areas in the street right-of-way shall be shaped with berms and mounds, pursuant to LQMC Section 9.100.040(B)(7), as feasible. 31. The applicant shall comply with applicable provisions for post construction runoff per the City's NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; and the California Regional Water Quality Control Board — Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011. A. For post -construction urban runoff from New Development and Redevelopment Projects, the applicant shall implement requirements of the NPDES permit for the design, construction, and perpetual operation and maintenance of BMPs per the approved Water Quality Management Plan (WQMP) for the project as required by the California Regional Water Quality Control Board — Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011. B. The applicant shall implement the WQMP Design Standards per (CRWQCB-CRB) Region Board Order No. R7-2013-0011 utilizing BMPs approved by the City Engineer. A project -specific WQMP shall be provided, which incorporates Site Design and Treatment BMPs utilizing first flush infiltration as a preferred method of NPDES Permit Compliance for Whitewater River receiving water, as applicable. C. The developer shall execute and record a Stormwater Management/BMP Facilities Agreement that provides for the perpetual maintenance and operation of all post -construction stormwater BMPs. UTILITIES 32. The applicant shall comply with the provisions of LQMC Section 13.24.110 (Utilities). 33. The applicant shall obtain the approval of the City Engineer for the location of all utility lines within any right-of-way, and all above -ground utility structures, including, but not limited to, traffic signal cabinets, electric vaults, water valves, and telephone stands, to ensure optimum placement for practical and aesthetic purposes. 34. Underground utilities shall be installed prior to overlying hardscape. For installation of utilities in existing improved streets, the applicant shall comply with trench restoration requirements maintained or required by the City Engineer. The RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 9 of 14 applicant shall provide certified reports of all utility trench compaction for approval by the City Engineer. Additionally, grease traps and the maintenance thereof shall be located as to not conflict with access aisles/entrances. CONSTRUCTION 35. The City will conduct final inspections of habitable buildings only when the buildings have parking lot improvements and (if required) sidewalk access to publicly maintained streets. The improvements shall include required traffic control devices, pavement markings, and street name signs, if applicable. LANDSCAPE AND IRRIGATION 36. The applicant shall comply with LQMC Sections 13.24.130 (Landscaping Setbacks) & 13.24.140 (Landscaping Plans). 37. The applicant shall provide landscaping in the required setbacks, retention basins, and common lots. Said landscaping shall be constantly maintained by the center owner, with damaged, dead, or dying plant material immediately replaced with healthy plant material of equivalent size. 38. Landscape and irrigation plans for landscaped lots and setbacks, medians, retention basins, and parks shall be signed and stamped by a licensed landscape architect. 39. All new and modified landscape areas shall have landscaping and permanent irrigation improvements in compliance with the City's Water Efficient Landscape regulations contained in LQMC Section 8.13 (Water Efficient Landscape). 40. Lighting plans shall be submitted with the final landscaping plans for a recommendation to the Planning Manager for his approval. Exterior lighting shall be consistent with LQMC Section 9.100.150 (Outdoor Lighting). 41. All water features shall be designed to minimize "splash", and use high efficiency pumps and lighting to the satisfaction of the Planning Manager. They shall be included in the landscape plan water efficiency calculations per Municipal Code Chapter 8.13. 42. All rooftop mechanical equipment shall be completely screened from view. Utility transformers or other ground -mounted mechanical equipment shall be fully screened with a screening wall or landscaping and painted to match the adjacent buildings. RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 10 of 14 43. The applicant shall submit the final landscape plans for review, processing, and approval to the Design and Development Department, in accordance with the Final Landscape Plan application process. Final Landscape Plans shall be consistent with the Preliminary landscaping plans shown in Site Development Permit 2024- 0014. Planning Manager approval of the final landscape plans is required prior to issuance of the first building permit unless the Planning Manager determines that extenuating circumstances exist that justify an alternative processing schedule. NOTE: Plans are not approved for construction until signed by the appropriate City official, including the Planning Manager and/or City Engineer. 44. The applicant or his agent has the responsibility for proper sight distance requirements per guidelines in the AASHTO "A Policy on Geometric Design of Highways and Streets, 5th Edition" or the latest, in the design and/or installation of all landscaping and appurtenances abutting and within the private and public street right-of-way. MAINTENANCE 45. The applicant shall comply with the provisions of LQMC Section 13.24.160 (Maintenance). 46. The applicant shall make provisions for the continuous and perpetual maintenance of all private on -site improvements, perimeter landscaping, access drives, sidewalks, and stormwater BMPs. FEES AND DEPOSITS 47. The applicant shall comply with the provisions of LQMC Section 13.24.180 (Fees and Deposits). These fees include all deposits and fees required by the City for plan checking and construction inspection. Deposits and fee amounts shall be those in effect when the applicant makes application for plan check and permits. 48. Permits issued under this approval shall be subject to the provisions of the Development Impact Fee and Transportation Uniform Mitigation Fee programs in effect at the time of issuance of building permit(s). BUILDING DIVISION 49. Plans shall be prepared to the applicable code at the time of submittal for the building permit. Currently, these are the 2022 California Building Codes. As of January 1, 2026, the 2025 California Building Codes will take effect. RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 11 of 14 a. Plans shall show that the proper number of plumbing fixtures are being provided for the proposed occupancy meeting the requirements of Chapter 4 of the 2022 California Plumbing Code (CPC), Table 422.1. Fixture calculations requiring multiple fixtures per each sex require privacy partitions to be provided in accordance with CBC Sections 1210.3.1 and 1210.3.2. b. Plans shall show requirements for both EV capable spaces and spaces equipped with EV Supply Equipment (EVSE) that create EV Charging Spaces (EVCS) in the number indicated in Table 5.106.5.3.1, including those required to be accessible per CBC 11 B-228.3. c. Plans shall include a note that separate permitting is required for Trash Enclosure, Flagpoles, Site Lighting, Menu Boards, and Building Signage. 50. Photovoltaic and Energy Storage System required based on Solar Access Roof Areas (SARA) @ 14 Watts or CFA x A / 1000 of Table 140.10-A, applies to Grocery, Office, Unleased Tenant Space, Retail, Warehouse, Auditorium, Convention Center, Hotel/Motel, Library, Medical, Restaurant, Theater. FIRE DEPARTMENT 51. Fire Protection Water Supplies/Fire Flow - Prior to building permit issuance, the applicant shall provide documentation showing a water system capable of delivering 1,000 gallons per minute at 20 psi for 2 hours. A minimum of one fire hydrant is required. The fire hydrant shall be located no more than 400 feet from all portions of the exterior of the building as measured along an approved route. The fire hydrant shall be located within 20 to 100 feet of the fire department connection. The size and number of outlets required for the approved fire hydrant are 4" x 2 1/2" x 2 1/2". 52. Prior to building permit issuance, a fire access site plan shall be submitted for review and approval. Fire apparatus access roads shall be provided to within 150 feet of all exterior portions of buildings, unless otherwise approved by the Fire Department. Fire apparatus access roads shall have an unobstructed width of not less than 24 feet. 53. Building Plan Review - Submittal of construction plans to the Fire Department will be required. Final fire and life safety conditions will be addressed when the Fire Department reviews these plans. These conditions will be based on California Fire Code, California Building Code (CBC), and related codes/standards adopted at the time of construction plan submittal. RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 12 of 14 54. Fire Alarm and Detection System - A water flow monitoring system and/or fire alarm system may be required as determined at the time of building construction plan review. 55. Fire Sprinkler System - All new commercial buildings and structures 3,600 square feet or larger shall be protected by a fire sprinkler system. Reference CFC 903.2 as amended by the City of La Quinta. 56. An automatic fire extinguishing system must be installed over cooking equipment that produces grease -laden vapors. System plans must be submitted to the Fire Department for review and approval prior to installation. TRIBAL CULTURAL RESOURCES 57. Workers Environmental Awareness Program: A qualified archaeologist who meets or exceeds the Secretary of Interior's Professional Qualification Standards for archaeology (NPS, 1983) shall conduct Workers Environmental Awareness Program (WEAP) training on archaeological sensitivity for all construction personnel prior to the commencement of any ground -disturbing activities. Archaeological sensitivity training shall include a description of the types of cultural material that may be encountered, cultural sensitivity issues, the regulatory environment, and the proper protocol for the treatment of the materials in the event of a find. The WEAP training document shall include materials that convey the information noted above, which shall be maintained in an area accessible to all construction personnel so that it may be reviewed regularly by construction staff. 58. Native American Monitor: Prior to issuance of grading permits, the applicant/owner or contractor shall provide executed contracts or agreements with a Native American monitor associated with local tribes. The purpose of this agreement shall be to formalize protocols and procedures between the Applicant/Owner and the Native American monitor for the protection and treatment of, including but not limited to, Native American human remains, funerary objects, cultural and religious landscapes, ceremonial items, and traditional gathering areas and tribal cultural resources located and/or discovered through a monitoring program in conjunction with the construction of the proposed project. At the discretion of the Native American monitor, artifacts may be made available for 3D scanning/printing, with scanned/printed materials to be curated at a local repository meeting the federal standards of 36CFR79. The Native American Monitor shall attend all applicable pre -construction meetings with the General Contractor and shall be present on - site full time during grubbing, grading, and other ground -altering activities, including the placement of imported fill materials, to identify evidence of potential RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 13 of 14 tribal resources. 59. Potential Discovery of Tribal Cultural Resources: The Native American Monitor can stop ground -disturbing activities if unknown tribal cultural resources or artifacts are found. All work must cease in the vicinity of any archaeological discovery until the Native American Monitor can assess its significance and potential eligibility for the California Register of Historical Resources (CRHR). If buried cultural deposits are encountered, the monitor may request that construction halt nearby and must notify a qualified archaeologist within 24 hours for investigation. Work will be redirected away from these areas for assessment. Minor finds will be documented and secured for later repatriation; if items cannot be securely stored on -site, they may be stored off -site. If the discovered resources are deemed potentially significant, the involved Tribes will be notified for consultation on their respectful treatment. Avoidance of significant resources is preferred, but if not feasible, a data recovery plan may be required. The Tribes will be consulted on this plan as well. 60. Treatment of Tribal Cultural Resources: The landowner shall relinquish ownership of all tribal cultural resources unearthed during the cultural resource mitigation monitoring conducted during all ground disturbing activities, and from any previous archaeological studies or excavations on the Project site to the affiliated TCA Tribe, as determined through the appropriate process, for respectful and dignified treatment and disposition, including reburial at a protected location on -site, in accordance with the Tribe's cultural and spiritual traditions. All cultural materials that are associated with burial and/or funerary goods would be repatriated to the Most Likely Descendant as determined by the NAHC per California Public Resources Code Section 5097.98. No tribal cultural resources shall be subject to curation. 61. Unanticipated Discovery of Human Remains: As specified by California Health and Safety Code Section 7050.5, if human remains are found on the Project site during construction or during archaeological work, the person responsible for the excavation, or his or her authorized representative, shall immediately notify the Riverside County Coroner's Office by telephone. No further excavation or disturbance of the site or any nearby area reasonably suspected to overlie adjacent remains shall occur until the Coroner Medical Examiner has made the necessary findings as to origin and disposition pursuant to Public Resources Code 5097.98. If such a discovery occurs, a temporary construction exclusion zone shall be established surrounding the area of the discovery so that the area would be protected, and consultation and treatment could occur as prescribed by law. If RESOLUTION NO. 2025-020 CONDITIONS OF APPROVAL - ADOPTED SPECIFIC PLAN 2024-0005 (SP 1989-014 AMENDMENT NO. 3) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE -THROUGH ADOPTED: JULY 1, 2025 Page 14 of 14 suspected Native American remains are discovered, the remains shall be kept in - situ, or in a secure location in close proximity to where they were found, and the analysis of the remains shall only occur on -site in the presence of a Native American Monitor. By law, the Coroner Medical Examiner shall determine within two working days of being notified if the remains are subject to his or her authority. If the Coroner Medical Examiner identifies the remains to be of Native American ancestry, he or she shall contact the NAHC within 24 hours. The NAHC shall make a determination as to the Most Likely Descendent.