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2025 06 10 PCPLANNING COMMISSION AGENDA Page 1 of 4 JUNE 10, 2025 PLANNING COMMISSION AGENDA CITY HALL COUNCIL CHAMBER 78495 Calle Tampico, La Quinta TUESDAY, JUNE 10, 2025, AT 5:00 P.M. Members of the public may listen to this meeting by tuning-in live via www.laquintaca.gov/livemeetings. CALL TO ORDER Roll Call: Commissioners: Guerrero, Hernandez, Hundt, McCune, Nieto, and Chair Hassett PLEDGE OF ALLEGIANCE PUBLIC COMMENT ON MATTERS NOT ON THE AGENDA At this time, members of the public may address the Commission on any matter not listed on the agenda pursuant to the “Public Comments – Instructions” listed at the end of the agenda. The Commission values your comments; however, in accordance with State law, no action shall be taken on any item not appearing on the agenda unless it is an emergency item authorized by the Brown Act [Government Code § 54954.2(b)]. CONFIRMATION OF AGENDA ANNOUNCEMENTS, PRESENTATIONS AND WRITTEN COMMUNICATIONS – NONE CONSENT CALENDAR NOTE: Consent Calendar items are routine in nature and can be approved by one motion. PAGE 1. RECEIVE AND FILE MEETING MINUTES DATED MARCH 11, 2025 MAY 13, 2025 5 BUSINESS SESSION – NONE PUBLIC HEARINGS – 5:00 p.m. or thereafter For all Public Hearings on the agenda, a completed “Request to Speak” form must be filed with the Commission Secretary prior to consideration of that item; comments are limited to three (3) minutes (approximately 350 words). Planning Commission agendas and staff reports are now available on the City’s web page: www.laquintaca.gov Amended Agenda Packet See redline edits on page 1. PLANNING COMMISSION AGENDA Page 2 of 4 JUNE 10, 2025 Any person may submit written comments to the Planning Commission prior to the public hearing and/or may appear and be heard in support of or opposition to the project(s) at the time of the public hearing. If you challenge a project(s) in court, you may be limited to raising only those issues you or someone else raised at the public hearing or in written correspondence delivered to the City at or prior to the public hearing. PAGE 1. CONSIDER ADOPTING A RESOLUTION TO RECOMMEND CITY COUNCIL APPROVE SPECIFIC PLAN 2024-0005 (AMENDMENT NO. 3 TO SP 1989-014), CONDITIONAL USE PERMIT 2024-0007 AND SITE DEVELOPMENT PERMIT 2024-0014 FOR AN APPROXIMATE 3,690 SQUARE FOOT DRIVE THRU BUILDING FOR THE HIGHWAY 111/ADAMS STREET DRIVE THRU PROJECT; CEQA: THIS PROJECT IS EXEMPT FROM ENVIRONMENTAL REVIEW PURSUANT TO SECTION 15332 (CLASS 32) IN-FILL DEVELOPMENT; PROJECT LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTER DRIVE 9 STUDY SESSION – NONE STAFF ITEMS COMMISSIONERS’ ITEMS ADJOURNMENT ********************************* The next regular meeting of the La Quinta Planning Commission will be held on June 24, 2025, commencing at 5:00 p.m. at the La Quinta City Hall Council Chamber, 78495 Calle Tampico, La Quinta, CA 92253. DECLARATION OF POSTING I, Tania Flores, Secretary of the Planning Commission of the City of La Quinta, do hereby declare that the foregoing Agenda for the Commission meeting of June 10, 2025, was posted on the City’s website, near the entrance to the Council Chamber at 78495 Calle Tampico and the bulletin board at 51321 Avenida Bermudas, on June 6, 2025. DATED: June 6, 2025 Tania Flores, Commission Secretary City of La Quinta, California PLANNING COMMISSION AGENDA Page 3 of 4 JUNE 10, 2025 Public Notices  Agenda packet materials are available for public inspection: 1) at the Clerk’s Office at La Quinta City Hall, located at 78495 Calle Tampico, La Quinta, California 92253; and 2) on the City’s website at https://www.laquintaca.gov/business/boards-and-commissions/planning- commission, in accordance with the Brown Act [Government Code § 54957.5; AB 2647 (Stats. 2022, Ch. 971)].  The La Quinta City Council Chamber is handicapped accessible. If special equipment is needed for the hearing impaired, please contact the Commission Secretary at (760) 777- 7023, 24 hours in advance of the meeting, and accommodations will be made.  If background material is to be presented to the Commission during a Commission meeting, please be advised that 10 copies of all documents, exhibits, etc., must be supplied to the Commission Secretary for distribution. It is requested that this take place prior to the beginning of the meeting. PUBLIC COMMENTS – INSTRUCTIONS Members of the public may address the Commission on any matter listed or not listed on the agenda as follows: WRITTEN PUBLIC COMMENTS can be provided either in-person during the meeting by submitting 10 copies to the Commission Secretary, it is requested that this takes place prior to the beginning of the meeting; or can be emailed in advance to TFlores@LaQuintaCA.gov, no later than 12:00 p.m., on the day of the meeting. Written public comments will be distributed to the Commission, made public, and will be incorporated into the public record of the meeting, but will not be read during the meeting unless, upon the request of the Chair, a brief summary of public comments is asked to be reported. If written public comments are emailed, the email subject line must clearly state “Written Comments” and should include: 1) full name, 2) city of residence, and 3) subject matter . VERBAL PUBLIC COMMENTS can be provided in-person during the meeting by completing a “Request to Speak” form and submitting it to the Commission Secretary; it is requested that this takes place prior to the beginning of the meeting. Please limit your comments to three (3) minutes (or approximately 350 words). Members of the public shall be called upon by the Chair to speak. In accordance with City Council Resolution No. 2022-028, a one-time additional speaker time donation of three (3) minutes per individual is permitted; please note that the member of the public donating time must: 1) submit this in writing to the Commission Secretary by completing a “Request to Speak” form noting the name of the person to whom time is being donated to, and 2) be present at the time the speaker provides verbal comments. Verbal public comments are defined as comments provided in the speakers’ own voice and may not include video or sound recordings of the speaker or of other individuals or entities, unless permitted by the Chair. Public speakers may elect to use printed presentation materials to aid their comments; 10 copies of such printed materials shall be provided to the Commission Secretary to be disseminated to the Commission, made public, and incorporated into the public record of the meeting; it is requested that the printed materials are provided prior to the beginning of the meeting. There PLANNING COMMISSION AGENDA Page 4 of 4 JUNE 10, 2025 shall be no use of Chamber resources and technology to display visual or audible presentations during public comments unless permitted by the Chair. All writings or documents, including but not limited to emails and attachments to emails, submitted to the City regarding any item(s) listed or not listed on this agenda are public records. All information in such writings and documents is subject to disclosure as being in the public domain and subject to search and review by electronic means, including but not limited to the City’s Internet website and any other Internet Web-based platform or other Web-based form of communication. All information in such writings and documents similarly is subject to disclosure pursuant to the California Public Records Act [Government Code § 7920.000 et seq.]. TELECONFERENCE ACCESSIBILITY – INSTRUCTIONS Teleconference accessibility may be triggered in accordance with AB 2449 (Stats. 2022, Ch. 285), codified in the Brown Act [Government Code § 54953], if a member of the Commission requests to attend and participate in this meeting remotely due to “just cause” or “emergency circumstances,” as defined, and only if the request is approved. In such instances, remote public accessibility and participation will be facilitated via Zoom Webinar as detailed at the end of this Agenda. *** TELECONFERENCE PROCEDURES – PURSUANT TO AB 2449*** APPLICABLE ONLY WHEN TELECONFERENCE ACCESSIBILITY IS IN EFFECT Verbal public comments via Teleconference – members of the public may attend and participate in this meeting by teleconference via Zoom and use the “raise your hand” feature when public comments are prompted by the Chair; the City will facilitate the ability for a member of the public to be audible to the Commission and general public and allow him/her/they to speak on the item(s) requested. Please note – members of the public must unmute themselves when prompted upon being recognized by the Chair, in order to become audible to the Commission and the public. Only one person at a time may speak by teleconference and only after being recognized by the Chair. ZOOM LINK: https://us06web.zoom.us/j/82853067939 Meeting ID: 828 5306 7939 Or join by phone: (253) 215 – 8782 Written public comments – can be provided in person during the meeting or emailed to TFlores@LaQuintaCA.gov any time prior to the adjournment of the meeting, and will be distributed to the Commission, made public, incorporated into the public record of the meeting, and will not be read during the meeting unless, upon the request of the Chair, a brief summary of any public comment is asked to be read, to the extent the Committee can accommodate such request. PLANNING COMMISSION MINUTES Page 1 of 4 MAY 13, 2025 PLANNING COMMISSION MINUTES TUESDAY, MAY 13, 2025 CALL TO ORDER A regular meeting of the La Quinta Planning Commission (Commission) was called to order at 5:00 p.m. by Chairperson Hassett. PRESENT: Commissioners Guerrero, Hernandez, Hundt, McCune, and Chairperson Hassett ABSENT: Commissioner Nieto VACANT: One (1) STAFF PRESENT: Design and Development Director Danny Castro, Public Works Director Bryan McKinney, Planning Manager Cheri Flores, Senior Planner Scott Nespor, Deputy City Attorney Jessica Sanders (via teleconference), and Commission Secretary Tania Flores PLEDGE OF ALLEGIANCE Vice Chairperson Guerrero led the audience in the Pledge of Allegiance. PUBLIC COMMENT ON MATTERS NOT ON THE AGENDA Commission Secretary Flores stated that there was one written public comment received, which was distributed to the Commission prior to the meeting, and one member of the public had submitted a request to speak. PUBLIC SPEAKER: Linda Mann, La Quinta – expressed concerns regarding the environmental impacts of the Club at Coral Mountain project relating to the installation of the bighorn sheep barrier at the perimeter of the project; and reconsideration of the previously approved Environmental Impact Report for this project. CONFIRMATION OF AGENDA Commission Secretary Flores said a HAND-OUT was distributed to the Commission correcting the numbering of the proposed Conditions of Approval (COAs) for Public Hearing Item No. 1, listed in Exhibit A of the proposed resolution, on page 33 of the agenda packet, under the “Landscape and Irrigation” section, to correctly follow the sequential numbering of the COAs; the COAs were renumbered from 32 – 36 to 58.1 – 58.6, however, the COAs remained unchanged; and the hand-out was made public, published on the City’s website, and included in the public records of this meeting. CONSENT CALENDAR ITEM NO. 1 5 PLANNING COMMISSION MINUTES Page 2 of 4 MAY 13, 2025 MOTION – A motion was made and seconded by Commissioner Guerrero/Chairperson Hassett to confirm the agenda as published. Motion passed: ayes – 5, noes – 0, absent – 1 (Nieto), abstain – 0, vacant – 1. ANNOUNCEMENTS, PRESENTATIONS, AND WRITTEN COMMUNICATIONS – None. CONSENT CALENDAR 1. RECEIVE AND FILE MEETING MINUTES DATED MARCH 11, 2025 2. RECEIVE AND FILE MEETING MINUTES DATED MARCH 23, 2025 MOTION – A motion was made and seconded by Commissioner Guerrero/Chairperson Hassett to approve the Consent Calendar as presented. Motion passed: ayes – 5, noes – 0, absent – 1 (Nieto), abstain – 0, vacant – 1. BUSINESS SESSION – None. PUBLIC HEARINGS 1. CONSIDER ADOPTING A RESOLUTION TO APPROVE CONDITIONAL USE PERMIT 2024-0004 AND SITE DEVELOPMENT PERMIT 2024-0010 FOR AN APPROXIMATE 16,000 SQUARE FOOT DENTAL OFFICE BUILDING; CEQA: THIS PROJECT IS EXEMPT FROM ENVIRONMENTAL REVIEW PURSUANT TO SECTION 15332 (CLASS 32) IN-FILL DEVELOPMENT; PROJECT LOCATION 47705 CALEO BAY DECLARATIONS OF COMMISSION PUBLIC CONTACT OR CONFLICTS: None. Senior Planner Nespor presented the staff report, which is on file in the Design and Development Department. The Commission discussed traffic flow and noise impacts of roof-mounted HVAC equipment; ownership of land between the project site and the existing memory care facility to the south; movement of the existing Imperial Irrigation District (IID) transformer identified on the plans; traffic and parking monitoring and review procedures, parking requirements for medical/dental uses, the ability to use reciprocal parking agreements to meet parking standards, and recourse of non-compliance; public access and availability of office space within the second floor per the current plans; landscape review and approval procedures; retention basin types and locations; re-use of previously approved plans and partial structures. CHAIRPERSON HASSETT DECLARED THE PUBLIC HEARING OPEN AT 5:31 P.M. PUBLIC SPEAKER: John Gamlin, Applicant Representative – introduced himself and provided additional background information regarding the applicant and the purpose of 6 PLANNING COMMISSION MINUTES Page 3 of 4 MAY 13, 2025 the project; parking calculations for dental practice uses and covered parking rooftop solar generation; proposed business and emergency hours of the practice; coordination with IID and any proposed back up generation; second floor usage for storage and private access; retention basin types and locations on and near the project site; future signage program and architectural changes from previously approved project plans; hazardous and biological waste removal; fencing for patio space identified on plans; and proposed construction schedule. Commission Secretary Flores said that the City received no public comment on this item and that there were no requests to speak. CHAIRPERSON HASSETT DECLARED THE PUBLIC HEARING CLOSED AT 5:51 P.M. Commission discussion followed regarding appreciation for the project and presentation. MOTION – A motion was made and seconded by Commissioner Guerrero/Chairperson Hassett to adopt Planning Commission Resolution No. 2025-005 approving Conditional Use Permit 2024-0004 and Site Development Permit 2024-0010 and find the project exempt from environmental review pursuant to Section 15332 (Class 32) in-fill development project, as recommended: A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF LA QUINTA, CALIFORNIA, APPROVING A CONDITIONAL USE PERMIT AND SITE DEVELOPMENT PERMIT FOR CONSTRUCTION OF AN APPROXIMATE 16,000 SQUARE-FOOT DENTAL OFFICE BUILDING LOCATED AT 47705 CALEO BAY AND FIND THAT THE PROJECT IS EXEMPT FROM ENVIRONMENTAL REVIEW PURSUANT TO SECTION 15332 IN-FILL DEVELOPMENT PROJECT CASE NUMBERS: CONDITIONAL USE PERMIT 2024-0004; SITE DEVELOPMENT PERMIT 2024-0010 PROJECT: BLISS DENTISTRY APPLICANT: JOHN GAMLIN; SOFIA INVESTMENTS, INC. Motion passed: ayes – 5, noes – 0, absent – 1 (Nieto), abstain – 0, vacant – 1. STUDY SESSION – None. STAFF ITEMS Planning Manager Flores provided information on: (1) upcoming projects, including PGA West in-fill lots, the Club at Coral Mountain Golf Course, a Highway 111/Adams Street Drive Thru, and the Costco Fuel Center Expansion; (2) recently approved projects, including the Calle Estado Mixed Use project and the McQuaid Studio project; (3) projects under construction, including Chick-fil-A and Quick Quack carwash, Daiso retail store, Rancho La Quinta Fitness Center, Oasis residential community, and the Jefferson Street Apartments; (4) the Highway 111 Corridor Specific Plan and 7 PLANNING COMMISSION MINUTES Page 4 of 4 MAY 13, 2025 Development Code; (5) the Village Parking analysis; and (6) the Sphere of Influence studies. Commission discussion followed regarding the previously approved Hampton Inn, La Quinta Village Apartments, and La Quinta Landing projects. COMMISSIONER ITEMS – None. ADJOURNMENT There being no further business, a motion was made and seconded by Chairperson Hassett/Commissioner Guerrero to adjourn this meeting at 6:05 p.m. Motion passed: ayes – 5, noes – 0, absent – 1 (Nieto), abstain – 0, vacant – 1. Respectfully submitted, TANIA FLORES, Commission Secretary City of La Quinta, California 8 PUBLIC HEARING ITEM NO. 1 City of La Quinta PLANNING COMMISSION MEETING: June 10, 2025 STAFF REPORT AGENDA TITLE: CONSIDER ADOPTING A RESOLUTION TO RECOMMEND CITY COUNCIL APPROVE SPECIFIC PLAN 2024-0005 (AMENDMENT NO. 3 TO SP 1989- 014), CONDITIONAL USE PERMIT 2024-0007 AND SITE DEVELOPMENT PERMIT 2024- 0014 FOR AN APPROXIMATE 3,690 SQUARE FOOT DRIVE-THROUGH BUILDING FOR THE HIGHWAY 111/ADAMS STREET DRIVE-THROUGH PROJECT; CEQA: THIS PROJECT IS EXEMPT FROM ENVIRONMENTAL REVIEW PURSUANT TO SECTION 15332 (CLASS 32) INFILL DEVELOPMENT; PROJECT LOCATION: SOUTHWEST CORNER OF ADAMS STREET AND CORPORATE CENTER DRIVE RECOMMENDATION Consider adopting a resolution to recommend City Council approve Specific Plan 2024-0005 (Amendment No. 3 to SP1989-014), Conditional Use Permit 2024-0007 and Site Development Permit 2024-0014 for an approximate 3,690 square foot drive -through building for the Highway 111/Adams Street Drive-through project and recommend a finding that the project is exempt from environmental review pursuant to Section 15332 (Class 32) Infill Development. EXECUTIVE SUMMARY The One-Eleven La Quinta Shopping Center Specific Plan (SP1989-014) was originally approved in 1990 and has been amended two times. Currently, there are conditions of approval on the Specific Plan (SP) that limit the number of drive- through buildings in the Shopping Center to five and require each drive-through use to obtain a Conditional Use Permit (CUP). There are currently five drive-through buildings located in the Shopping Center. The Applicant, PVG Architects, is proposing to construct a drive-through building on a vacant pad within the Shopping Center (Attachment 1) and requests to amend a condition of approval of SP1989-014 to allow for six drive-through buildings in the One-Eleven La Quinta Shopping Center and a CUP to allow the drive-through use as well as a Site Development Permit (SDP) for the architectural, landscape and site design of the drive-through building (Attachment 2). In order to make a recommendation for approval of the project, the Planning Commission must: 1) Determine that this 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 can be characterized as infill development. 9 2) Make findings and apply conditions of approval (COAs) in support of the SP, CUP, and SDP, and apply COAs in support of the applications (Attachment 3). BACKGROUND/ANALYSIS The One-Eleven La Quinta Shopping Center Specific Plan was originally approved in 1990 and has been amended two times. Currently, there are conditions of approval on the SP that limit the number of drive-through buildings in the Shopping Center to five and require each drive-through use to obtain CUPs. There are currently five drive-through buildings permitted in the Shopping Center. The Applicant is proposing to construct a sixth drive- through building on a vacant site within the Shopping Center at the southwest corner of Adams Street and Corporate Center Drive. In order to allow for this, an amendment to SP1989-014 and a CUP are required. An SDP is required for the architectural, landscape, and site design of the drive-through building. Specific Plan Amendment (SPA) The SPA proposes revising COA No. 71 of SP1989-014 to increase the number of drive- through buildings allowed from five to six to facilitate the project (Exhibit A to Resolution). There are no other changes to the SP with this amendment. Conditional Use Permit The CUP is required to permit drive-through use in this shopping center per COA No. 71 of SP1989-014. As part of the CUP, the applicant submitted a Statement of Operations describing the hours of operation and the anticipated number of employees (Attachment 4). Traffic and Drive-through Stacking Analysis A traffic analysis was prepared for the project per the City’s Traffic Impact Analysis Guidelines (Attachment 5). To determine the trip generation for the project, the analysis used the trip generation rate for coffee shop drive-through use which has a higher rate than fast-food drive-through use. The analysis determined that the project would not significantly impact Level of Service (LOS) of the Adams Street/Corporate Center Drive intersection. A drive-through stacking study was prepared that reviewed two other drive-throughs within the shopping center (McDonald’s and Starbucks) and their stacking and operations, and compared them to the proposed project to provide recommendations on stacking for this project. Based on this study, the recommendation for vehicle stacking is 16 vehicles. If the queue exceeds this number, personnel from the business would be available to direct vehicles to queue in the drive aisle to the south of the drive-through entrance. The City’s traffic engineer reviewed and approved of the double drive-through configuration and recommendations. Site Development Permit (SDP) The drive-through building is proposed to be 3,690 square feet (sf) with an indoor dining area and outdoor dining area of approximately 650 sf. The building reflects a modern design with architectural breaks and varying roof lines on all frontages and a simple color design incorporating grey and white colors with wood grain tile accents and steel wall elements. The building height is 22 feet (ft) with a parapet wall extending 1.5 ft above and incorporates a tower element on the east elevation at 30 ft in height. The building meets the 10 development standards of SP1989-014 and the Regional Commercial zone. The project plans are included as Attachment 6. The project is required to provide 43 parking spaces per the City’s Municipal Code parking requirements and provides 46 spaces. Landscaping New landscaping is proposed throughout the site. The assorted species of plants and trees, including Palo Verde and Date Palm trees, assorted agave and lantana plants, and cactus, are consistent with desert landscaping palettes in the City, and provide sufficient screening and accents around the vehicular circulation areas. AGENCY AND PUBLIC REVIEW Public Agency Review All written comments received are on file and available for review with the Design and Development Department. All applicable comments have been adequately addressed and/or incorporated into the recommended COAs. Public Hearing Notice The public hearing for this project was publicized in The Desert Sun newspaper on May 30, 2025, and distributed to properties within 500 feet of the site, as required by the City’s Municipal Code, Section 9.200.100. At the time of publication, Staff received no written comments. ENVIRONMENTAL REVIEW 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, Infill Development, since the project consists of an approximate 3,690 sf building and meets the criteria for infill development as it is less than 5 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 based on the memo attached to the Resolution as Exhibit B. Prepared by: Cheri Flores, Planning Manager Approved by: Danny Castro, Design and Development Director Attachments: 1. Vicinity Map 2. Project Information 3. Findings for Approval 4. Statement of Operations 5. Traffic Analysis with Drive-through Queue Analysis 6. Plan Set 11 PLANNING COMMISSION RESOLUTION 2025 - XXX A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF LA QUINTA, CALIFORNIA, RECOMMENDING APPROVAL OF 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 (AMENDMENT NO 3 SP1989-014) CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE THROUGH APPLICANT: PVG ARCHITECTS WHEREAS, the Planning Commission of the City of La Quinta, California, did, on June 10, 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 Center 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 May 30, 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 Specific Plan 2024-0005 (Amendment No 3 to SP1989-014) WHEREAS, at said Public Hearing, upon hearing and considering all testimony and arguments, if any, of all interested persons desiring to be heard, the Planning 12 PLANNING COMMISSION RESOLUTION 2025-XXX SPECIFIC PLAN 2024-0005 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 CENTER DRIVE ADOPTED: PAGE 2 OF 5 Commission 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 Planning Commission 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. - 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. 13 PLANNING COMMISSION RESOLUTION 2025-XXX SPECIFIC PLAN 2024-0005 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 CENTER DRIVE ADOPTED: PAGE 3 OF 5 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 Planning Commission 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: - 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. 14 PLANNING COMMISSION RESOLUTION 2025-XXX SPECIFIC PLAN 2024-0005 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 CENTER DRIVE ADOPTED: PAGE 4 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 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 Planning Commission of the City of La Quinta, California, as follows: SECTION 1. That the above recitations are true and constitute the Findings of the Planning Commission in this case. 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 15 PLANNING COMMISSION RESOLUTION 2025-XXX SPECIFIC PLAN 2024-0005 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 CENTER DRIVE ADOPTED: PAGE 5 OF 5 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, 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 Planning Commission, held on June 10, 2025, by the following vote: AYES: NOES: ABSENT: ABSTAIN: DOUG HASSETT, Chairperson City of La Quinta, California ATTEST: DANNY CASTRO, Design and Development Director City of La Quinta, California 16 44530 SAN PABLO AVE SUITE 200 PALM DESERT CA 92260 T • 760 779 5393 F • 760 779 5395 SPECIFIC PLAN AMENDMENT TO: City of La Quinta CC: FROM: Prest Vuksic Greenwood Architects DATE: December 16, 2024 RE: Specific Plan Amendment PROJECT: 111 La Quinta Drive-Thru Pad 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. PLANNING COMMISSION RESOLUTION 202-XXX EXHIBIT A 17 34200 Bob Hope Drive, Rancho Mirage, CA 92270 | 760.320.9811 | msaconsultinginc.com 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: 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. PLANNING1COMMISSION1RESOLUTION12025-XXX1 EXHIBIT1B 18 California Environmental Quality Act (CEQA) Notice of Exemption (NOE) 111 & Adams Street – La Quinta, CA Page 2 June 2, 2025 34200 Bob Hope Drive, Rancho Mirage, CA 92270 | 760.320.9811 | msaconsultinginc.com  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 19 20 January 30, 2025 Prepared by: TJW ENGINEERING, INC. 9841 Irvine Center Drive, Suite 200 Irvine, CA 92618 949.878.3509 | www.tjwengineering.com Adams Street & Corporate Centre Drive Traffic Impact Analysis City of La Quinta, California 21 January 30, 2025 Mr. Michael J. Shovlin ADAMS ONE ELEVEN LLC 900 Island Drive, Unit 312 Rancho Mirage, CA 92270 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 David Chew, PTP President Transportation Planner Registered Civil Engineer #69467 Registered Traffic Engineer #2565 Daniel Flores, EIT Project Engineer 22 Adams Street & Corporate Centre Drive Traffic Impact Analysis City of La Quinta, California January 30, 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 Daniel Flores, EIT TJW ENGINEERING, INC. 9841 Irvine Center Drive, Suite 200 Irvine, CA 92618 949.878.3509 | www.tjwengineering.com 23 MSA-24-001 4 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 24 MSA-24-001 5 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 25 MSA-24-001 6 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. 26 MSA-24-001 7 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. 27 MSA-24-001 8 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. 28 MSA-24-001 9 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). 29 MSA-24-001 10 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. 30 Not to Scale ǆŚŝďŝt ϭ͗ Wƌoũect >ocatŝoŶ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highwa y 1 1 1 Corporate Centre Drive Ad a m S t r e e t Study Intersection Location# 1 31 Not to Scale ǆŚŝďŝt Ϯ͗ WƌoƉoƐeĚ Sŝte WlaŶ Adam St and Corporate Centre Dr Queue Study MSA-24-001 32 MSA-24-001 13 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 Classification1 Jurisdiction Direction Existing Travel Lanes Median Type2 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. 33 MSA-24-001 14 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 Delay1 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 7th 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. 34 Not to Scale ǆŚŝďŝt ϯ͗ >aŶe 'eoŵetƌǇ aŶĚ /ŶteƌƐectŝoŶ oŶtƌolƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway 35 Not to Scale ǆŚŝďŝt ϰ͗ ǆŝƐtŝŶŐ D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 36 MSA-24-001 17 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 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. Proposed Land Use1 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 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 37 MSA-24-001 18 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. 38 Not to Scale ǆŚŝďŝt ϱ͗ WƌoƉoƐeĚ dƌŝƉ ŝƐtƌŝďƵtŝoŶ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highwa y 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t (XX%) Percent Trip Distribution 45% 55% 39 ǆŚŝďŝt ϲ͗ SŝŐŚt ŝƐtaŶce ŶalǇƐŝƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Project Site Adams S t r e e t 40 Passenger Car - P Pa s s e n g e r C a r - P Passenger Car - P ǆŚŝďŝt ϳ͗ KŶͲSŝte ŝƌcƵlatŝoŶ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: 19 3 11 P - Passenger Car Overall Length 19.000ft Overall Width 7.000ft Overall Body Height 5.101ft Min Body Ground Clearance 1.116ft Track Width 6.000ft Lock-to-lock time 4.00s Curb to Curb Turning Radius 24.000ft 41 MSA-24-001 22 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. 42 MSA-24-001 23 Table 5: Cumulative Projects List and Trip Generation Project Land Use1 ITE Code Qty Unit3 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 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 934 4.76 TSF 467.48 2,226 44.61 51:49 108 104 212 33.0 3 52:48 82 75 157 Pass By-Trips (0.5 Daily, 0.5 AM, 0.55 -1,113 -54 -52 -106 -45 -41 -86 Single-Tunnel Automated Car Wash2 1.0 Tunnel 1858 1,858 124 50:50 62 62 124 190 50:50 95 95 190 Pass By-Trips (0.2 Daily, 0.2 AM, 0.2 PM) -372 -12 -12 -25 -19 -19 -38 -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 Daily Volume AM Peak Hour In Out Total PM Peak Hour In Out Total Subtotal 8,93 1 272 370 642 420 339 759 Pass-By Trips -1,485 -66 -64 -131 -64 -60 -124 Net Total 7,44 6 206 306 511 356 279 635 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 43 MSA-24-001 24 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 Delay1 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 7th 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. 44 ǆŚŝďŝt ϴ͗ ƵŵƵlatŝǀe Wƌoũect >ocatŝoŶƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Approximate Cumulative Project LocationsX 45 3 8 7 6 2 1 PROJECT SITE 45 Not to Scale ǆŚŝďŝt ϵ͗ KƉeŶŝŶŐ zeaƌ D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highway 1 1 1 Corporate Centre Drive Ad a m S t r e e t Study Intersection Location# 1 Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 46 MSA-24-001 27 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 Delay1 LOS Delay1 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 7th 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. 47 MSA-24-001 28 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 Delay1 LOS Delay1 LOS Delay1 LOS Delay1 LOS 1 Adams Street Corporate Centre Drive AM 25.2 B 24.4 C 31.6 C 14.6 B PM 22.2 C 22.0 C 24.6 C 14.0 B 1: Delay is shown in seconds per vehicle. Per the Highway Capacity Manual 7th 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. 48 Not to Scale ǆŚŝďŝt ϭϬ͗ KƉeŶŝŶŐ zeaƌ WlƵƐ Wƌoũect D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 49 Not to Scale ǆŚŝďŝt ϭϭ͗ >aŶe 'eoŵetƌǇ aŶĚ /ŶteƌƐectŝoŶ oŶtƌolƐ Ĩoƌ lteƌŶatŝǀe KzW SceŶaƌŝoƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway Alternative #1 Adam Street/ Corporate Centre Drive-Driveway Adam Street/ Corporate Centre Drive-Driveway Alternative #2 Alternative #3 50 MSA-24-001 31 7.0 DRIVE-THROUGH QUEUE ANALYSIS The project proposes a coffee shop drive-through window which would have a capacity of approximately 13 vehicles (280 feet) before a queue begins to form outside of the drive-through lane. Comparable sites for drive-through queue analysis were determined based on discussions with the project applicant and City staff. The two locations have similar adjacent major roadways. Drive-through queue were collected at the following two existing comparable locations: 1) McDonald’s: 78-962 CA-111, La Quinta, CA 92253; 2) Starbucks: 78752 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. 51 MSA-24-001 32 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 88nd data point. The maximum observed queue was 16 vehicles occurring one time. In the event that the queue extends beyond 13 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. 52 Not to Scale ǆŚŝďŝt ϭϮ͗ WƌoƉoƐeĚ YƵeƵe Adam St and Corporate Centre Dr Queue Study MSA-24-001 Project Site Legend: 19 3 11 P - Passenger Car Overall Length 19.000ft Overall Width 7.000ft Overall Body Height 5.101ft Min Body Ground Clearance 1.116ft Track Width 6.000ft Lock-to-lock time 4.00s Curb to Curb Turning Radius 24.000ft 1 2 3 4 5 6 7 8910111213 53 Not to Scale ǆŚŝďŝt ϭϯ͗ oŵƉaƌaďle Sŝte >ocatŝoŶƐ Adam St and Corporate Centre Dr Queue Study MSA-24-001 Starbucks McDonald's Project Site Highway 111 A d a m S t r e e t Simon Drive La Quinta Center Drive 54 MSA-24-001 APPENDIX Appendix A: Glossary of Terminology Appendix B: Scoping Agreement Appendix C: Existing Traffic Counts Appendix D: HCM Analysis Sheets 55 APPENDIX A GLOSSARY OF TERMINOLOGY 56 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. 57 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. 58 APPENDIX B SCOPING AGREEMENT AND CITY DOCUMENTS 59 ATTACHMENT 4 CITY OF LA QUINTA DATE ________________ TRAFFIC IMPACTS ANALYSIS SCOPE Work to be done per Engineering Bulletin 06-13 Project Name: __________________________________________________________ Project Location: ________________________________________________________ Project Description: _____________________________________________________ ________________________________________________________________________ Developer Traffic Engineer Name Address Contact Phone Email Study Intersection Study Segments ITE Land Use Code ITE Trip Gen. Rate Unit of Measure Daily Trips Pass by % Time periods to be analyzed: Year(s) to be analyzed: AM PM Sat Other ________________________ __________________________________ Adams St and Corporate Centre Dr Drive-Through Queue Study Adams St and Corporate Centre Dr 3,800 square foot drive-through facility TJW Engineering, Inc. 9841 Irvine Center Drive, Suite 200. Irvine, Ca 92618 Daniel Flores (949) 878-3509 Daniel@tjwengineering.com ADAMS ONE ELEVEN, LLC. 900 Island Drive, Unit 312 Rancho Mirage, Ca 92270 Michael J. Shovlin Adams St and Corporate Centre Dr Fast-Food Restaurant with Drive-Through Window 934 TSF 1,776 50% AM 50% PM 55% Daily Existing, Opening Year (2025) without Project and Opening Year (2025) with Project scenarios N/A 12/11/24 60 Special issues to be addressed: Attachments: Site Plan Study Intersections/Segments Map Distribution Assumption Map Cumulative Impacts City Approval ________________________ Date _____________________ 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. 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 1/16/25 61 Adams Street and Corpporate Centre Drive Drive-Through Queue Study In Out Total In Out Total Fast-Food Restaurant with Drive-Through Window 934 3.80 TSF 467.48 1,776 44.61 51:49 87 83 170 33.03 52:48 66 60 126 Pass-By Trips (0.5 Daily, 0.5 AM, 0.55 PM)-888 -44 -42 -86 -36 -33 -69 Net Total 888 43 41 84 30 27 57 1: Trip generation and pass-by rates from ITE Trip Generation (11th Edition, 2021). 2: TSF = Thousand Square Feet. Table 1 Project Trip Generation Proposed Land Use1 ITE Code Qty Unit2 Daily AM Peak Hour PM Peak Hour Rate Volume Rate In:Out Split Volume Rate In:Out Split Volume MSA-24-001 62 1 60 60 30 08-7 7 1 0 . 1 20-1 0 0 0 9 2 2 Adam s S t r e e t B r i d g e , L a Quinta 1 RBF Consu l t a n t s 02-1 6 - 0 8 1 1 40' RBF Consu l t a n t s 220180 0 N 220200 0 N 220220 0 N 220240 0 N 2202600 N2202800 N2203000 N2203200 N2203400 N2203600 N2203800 N2204000 N 220180 0 N 2202000 N2202200 N2202400 N2202600 N2202800 N2203000 N2203200 N2203400 N2203600 N2203800 N2204000 N6549800 E6550000 E6550200 E6550400 E6550600 E6550800 E6551000 E6551200 E 6 5 4 9 8 0 0 E 6 5 5 0 0 0 0 E 6 5 5 0 2 0 0 E 6 5 5 0 4 0 0 E 6 5 5 0 6 0 0 E 6 5 5 0 8 0 0 E 6 5 5 1 0 0 0 E 6 5 5 1 2 0 0 E SHEET No. OF SHTS. THIS M A P C O M P I L E D P H O T O G R A M M E T R I C A L L Y BY: IAS P R O J E C T NUMB E R : IAS P R O J E C T NAME: PLOTT E D C O N T O U R INTER V A L MAP A N D D I G I T A L D A T A P R E P A R E D F O R : DASHE D L I N E S M A Y N O T M E E T M A P A C C U R A C Y STAND A R D S BUILD I N G O U T L I N E S I N D I C A T E D R I P L I N E B U T M A Y A L S O I N C L U D E S T A I R S AND APPU R T E N A N C E S . FEATU R E S I N S H A D O W S A N D V E G E T A T I O N M A Y B E O B S C U R E D , F E A T U R E S N E AR TA L L O B J E C T S M A Y B E O B S C U R E D DUE T O P H O T O G R A P H I C A N G L E "LEAN " MAPPI N G O U T S I D E L I M I T S O F S U R V E Y C O N T R O L P E R I M E T E R M A Y N O T M E E T MAP A C C U R A C Y STAND A R D S HORIZ O N T A L A C C U R A C Y F O R 1 " = A N D V E R T I C A L A C C U R A C Y F O R F O O T CON T O U R INTER V A L . MAP H A S B E E N C O M P I L E D P H O T O G R A M M E T R I C A L L Y A N D S H O U L D B E F I E L D V ERIFIE D A C C O R D I N G L Y B Y USER. SURVE Y G R O U N D C O N T R O L P R O V I D E D BY: THIS M A P A N D A S S O C I A T E D D I G I T A L D A T A C O M P I L E D F R O M A E R I A L P H O T O GRAPH Y DATED : NOTES : COPYR I G H T 2008 CURB A N D G U T T E R AWNIN G SIDEW A L K BUILD I N G EDGE O F D I R T EDGE O F C O N C . EDGE O F A S P H . CONTR O L ROAD S T R I P I N G POOL GUAR D R A I L STRIP E SPARK I N G PIPE L I N E WALL RETAI N I N G W A L L FENC E STAND P I P E INTER C O N T O U R POWE R P O L E STREE T L I G H T POWE R P O L E STREE T L I G H T MISCE L L A N E O U S SINGL E T R E E INDEX C O N T O U R FIRE H Y D R A N T MANH O L E WATER L I N E CATC H B A S I N VALVE DROP I N L E T PALM TREES STOP L I G H T VAULT TANK RAILR O A D RAIL S I G N A L GUY W I R E SIGN A.-As p h . = A S P H A L T C . - C o n c = C O N C R E T E O B S . = O B S C U R E D ABBR E V I A T I O N S : U/C = U N D E R C O N S T R U C T I O N W / L = W A T E R L E V E L . FOOT7117 A r l i n g t o n A v e . , S u i t e A Rivers i d e , C A 92503 Fx (9 5 1 ) 687- 4 1 2 0 Ph (9 5 1 ) 687- 4 2 5 2 www.i n l a n d a e r i a l . c o m ias@ i n l a n d a e r i a l . c o m COMM E N T S : P R OF ESSIO N A L L A N D SURV E Y O R DERE K C .HOOD A Topogr a p h i c m a p p r e p a r e d under t h e s u p e r v i s i o n o f : Derek C . H o o d , P . L . S . Inland A e r i a l S u r v e y s , I n c . Date ST L TE O F C A RNFIO A I No. 67 9 9 Exp. 9 - 3 0 - 2 0 0 8 0 HV-1 1350.0 0 1350.0 0 V-1 Pool P SP 1340 MH 1350 NLANDI ERIALA URVEY S , S NC.I GRAPH I C S C A L E INLAN D A E R I A L MHMHMHSTOP STOP STOP MH MH MH AHEA D AHEA D SIGN A L SIGN A L MHMH MHMH STOPSTOPMH C.O.C.O.BOMHMH LANDS C A P E S B 10'-0"SETBA C K20'-0" B U I L D I N G DN C O M P A C T PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E 26'-0"6'-0"15'-0"4'-0" 18'-0" PROPERTY LINE OUTDOOR SEATING APPROX. 650 SF 1 2 3 4 5 PRE- ORDER ORDER DIRECTIONAL SIGN A D A M S S T R E E T DN DN 6 11 101213 PROPOSED DRIVE-THRU 3,800 SF DNDN 7 8 9 DN 13 ' - 0 " 4' - 0 " 10'-0"13'-0" R 2 5 ' - 0 " R 25'-0 " R 1 1 ' - 0 " R 1 1 ' - 0 " 3' - 0 " 13 ' - 0 " 104 112 114 113 TYP. 103 103 TYP. 105 TYP. 103 106 TYP. 111 TYP. 107 TYP. 116 100 102 TYP. 118117 119 103102 102 TYP. 115 TYP. 103 102 101 TYP. 105 108 110 109 3' - 6 " 5 ' - 0 " 2 ' - 0 " 4' - 0 " TYP. 103 115 TYP. 111 TYP. 116103107 TYP. 103 102 102 102 102 119 119 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 10'-0" A101 SITE PLAN AU G U S T 2 7 , 2 0 2 4 111 LA QUINTA DRIVE-THRU PAD HIGHWAY 111 - LA QUINTA, CA 22 4 0 0 4 0'5' 10' 20'40' NORTH 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 63 Site 64 APPENDIX C EXISTING TRAFFIC COUNTS 65 File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Groups Printed- Total Volume 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 Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 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 PHF .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 66 File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Adams Street C o r p o r a t e C e n t r e D r i v e C o r p o r a t e C e n t r e D r i v e Adams Street Right 105 Thru 386 Left 79 InOut Total 386 570 956 Ri g h t 36 Th r u 11 Le f t 82 Ou t To t a l In 18 6 12 9 31 5 Left 19 Thru 274 Right 87 Out TotalIn 492 380 872 Le f t 76 Th r u 20 Ri g h t 24 To t a l Ou t In 13 5 12 0 25 5 Peak Hour Begins at 08:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 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 9 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 PHF .913 .944 .931 .981 .820 .688 .818 .896 .792 .685 .750 .704 .679 .556 .600 .714 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 67 File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Groups Printed- Total Volume 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 Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 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 68 File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Adams Street C o r p o r a t e C e n t r e D r i v e C o r p o r a t e C e n t r e D r i v e Adams Street Right 116 Thru 426 Left 111 InOut Total 615 653 1268 Ri g h t 10 3 Th r u 21 Le f t 12 1 Ou t To t a l In 21 9 24 5 46 4 Left 52 Thru 373 Right 91 Out TotalIn 634 516 1150 Le f t 13 9 Th r u 17 Ri g h t 87 To t a l Ou t In 18 9 24 3 43 2 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 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 PHF .895 .866 .906 .878 .864 .656 .888 .875 .833 .921 .625 .883 .848 .607 .837 .920 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 69 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Tuesday CITY: La Quinta 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 70 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 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Tuesday CITY: La Quinta DATE: 12/17/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 71 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Saturday CITY: La Quinta 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 72 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 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Saturday CITY: La Quinta DATE: 12/14/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 73 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Tuesday CITY: La Quinta 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 74 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 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Tuesday CITY: La Quinta DATE: 12/17/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 75 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Saturday CITY: La Quinta 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 76 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 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Saturday CITY: La Quinta DATE: 12/14/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 77 APPENDIX D HCM ANALYSIS WORKSHEETS 78 EXISTING TRAFFIC CONDITIONS 79 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.2 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.318 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/8/2025 80 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4213952823881224489210131822Total Analysis Volume [veh/h] 103247622301122325806Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 361182242076105386798727419Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/8/2025 81 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0229022901780156Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.017.00.026.017.00.024.016.00.021.013.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/8/2025 82 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.529.691.4310.250.570.539.310.470.428.71d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2436.6134.4836.846.846.8336.638.118.0838.54d1, Uniform Delay [s] 14912314611510771161121992107944c, Capacity [veh/h] 1648178117051781173418701781171918701781s, saturation flow rate [veh/h] 0.030.050.030.050.160.160.050.120.120.01(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.060.620.620.070.580.580.02g / C, Green / Cycle 7.25.56.85.149.749.75.446.246.21.9g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 47.8096.3444.4190.2479.1183.9488.9666.1269.4522.9195th-Percentile Queue Length [ft/ln] 1.913.851.783.613.163.363.562.642.780.9295th-Percentile Queue Length [veh/ln] 26.5553.5224.6750.1343.9546.6349.4236.7338.5812.7350th-Percentile Queue Length [ft/ln] 1.062.140.992.011.761.871.981.471.540.5150th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDAADAADLane Group LOS 35.7646.2935.9147.107.417.3645.958.578.5047.25d, Delay for Lane Group [s/veh] 0.370.770.350.770.260.250.760.200.200.50X, volume / capacity Lane Group Results 4 1/8/2025 83 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) Movement, Approach, & Intersection Results 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/8/2025 84 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.8 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.356 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/8/2025 85 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4213952823881224489210643360Total Analysis Volume [veh/h] 10324762230112232610815Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 361182242076105386799137352Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/8/2025 86 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0229022901680157Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.024.015.00.023.014.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/8/2025 87 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.529.771.4310.340.620.579.360.620.5811.48d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2436.6234.4836.857.647.6336.648.408.3937.65d1, Uniform Delay [s] 149123146114103911201211008108083c, Capacity [veh/h] 1648178117051781173418701781174518701781s, saturation flow rate [veh/h] 0.030.050.030.050.160.160.050.150.150.03(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.060.600.600.070.580.580.05g / C, Green / Cycle 7.25.56.85.148.048.05.446.246.23.7g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 47.8096.4644.4190.3586.6091.9189.0388.3492.9961.1195th-Percentile Queue Length [ft/ln] 1.913.861.783.613.463.683.563.533.722.4495th-Percentile Queue Length [veh/ln] 26.5653.5924.6750.2048.1151.0649.4649.0851.6633.9550th-Percentile Queue Length [ft/ln] 1.062.140.992.011.922.041.981.962.071.3650th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.7646.3935.9147.208.278.2046.009.038.9649.13d, Delay for Lane Group [s/veh] 0.370.770.350.770.260.260.760.260.260.73X, volume / capacity Lane Group Results 4 1/8/2025 88 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/8/2025 89 OPENING YEAR TRAFFIC CONDITIONS 90 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):17.7 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.344 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 91 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313982823911245129410338822Total Analysis Volume [veh/h] 113247623311282426976Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184242078107441818933419Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 00000004700550Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 92 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0221202212021120189Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.025.016.00.022.013.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 93 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.579.571.4310.080.660.619.170.570.528.71d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2636.5234.4836.757.067.0536.578.428.4038.54d1, Uniform Delay [s] 14912714611810801157124997107344c, Capacity [veh/h] 1647178117051781174618701781173818701781s, saturation flow rate [veh/h] 0.030.060.030.050.180.180.050.140.140.01(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.070.620.620.070.570.570.02g / C, Green / Cycle 7.25.76.85.349.649.65.546.046.01.9g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 48.7499.0944.4192.9791.1796.5390.6280.3384.3222.9195th-Percentile Queue Length [ft/ln] 1.953.961.783.723.653.863.623.213.370.9295th-Percentile Queue Length [veh/ln] 27.0855.0524.6751.6550.6553.6350.3444.6346.8512.7350th-Percentile Queue Length [ft/ln] 1.082.200.992.072.032.152.011.791.870.5150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.8346.0935.9146.837.727.6645.748.988.9147.25d, Delay for Lane Group [s/veh] 0.380.770.350.770.280.280.760.240.240.50X, volume / capacity Lane Group Results 4 1/28/2025 94 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) Movement, Approach, & Intersection Results 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 95 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.3 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.385 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 96 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313982823911245359410850862Total Analysis Volume [veh/h] 11324762331134242712715Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184242078107461819343753Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 00000006700570Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 97 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02212022120201101910Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.024.015.00.023.014.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 98 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.579.571.4310.080.760.719.210.750.7011.98d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2636.5234.4836.757.977.9736.578.758.7437.63d1, Uniform Delay [s] 149127146118104311151241009107384c, Capacity [veh/h] 1647178117051781175018701781175818701781s, saturation flow rate [veh/h] 0.030.060.030.050.180.180.050.170.170.03(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.070.600.600.070.570.570.05g / C, Green / Cycle 7.25.76.85.347.847.85.546.046.03.8g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 48.7499.0944.4192.97104.59110.6490.66105.10110.4463.4795th-Percentile Queue Length [ft/ln] 1.953.961.783.724.184.433.634.204.422.5495th-Percentile Queue Length [veh/ln] 27.0855.0524.6751.6558.1161.4650.3758.3961.3635.2650th-Percentile Queue Length [ft/ln] 1.082.200.992.072.322.462.012.342.451.4150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.8346.0935.9146.838.738.6745.789.509.4449.62d, Delay for Lane Group [s/veh] 0.380.770.350.770.310.300.760.300.300.74X, volume / capacity Lane Group Results 4 1/28/2025 99 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 100 OPENING YEAR PLUS PROJECT TRAFFIC CONDITIONS 101 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):25.2 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.516 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 102 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 103 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 90Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02212022120201201810Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.019.00.026.019.00.028.019.00.026.017.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 104 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.849.514.398.991.261.149.260.620.578.02d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.120.500.500.110.500.500.11k, delay calibration 39.0041.0837.4538.8012.6012.6041.1510.5610.5440.01d1, Uniform Delay [s] 1401272142108909871239551028163c, Capacity [veh/h] 1647178116261781168718701781173718701781s, saturation flow rate [veh/h] 0.030.060.090.100.200.200.050.140.140.07(v / s)_i Volume / Saturation Flow Rate 0.080.070.130.120.530.530.070.550.550.09g / C, Green / Cycle 7.66.411.810.647.647.66.249.649.68.2g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 90909090909090909090C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 56.00111.06156.63191.29173.57190.01102.31102.33108.39135.1895th-Percentile Queue Length [ft/ln] 2.244.446.277.656.947.604.094.094.345.4195th-Percentile Queue Length [veh/ln] 31.1161.7087.01106.6296.43105.7056.8456.8560.2275.1050th-Percentile Queue Length [ft/ln] 1.242.473.484.263.864.232.272.272.413.0050th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDBBDBBDLane Group LOS 40.8550.5841.8547.7913.8713.7350.4111.1811.1148.03d, Delay for Lane Group [s/veh] 0.400.770.710.830.390.380.760.250.250.78X, volume / capacity Lane Group Results 4 1/28/2025 105 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 106 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):22.2 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.450 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 107 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 108 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 90Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02211022110211102010Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.018.00.026.018.00.028.018.00.028.018.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 109 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.849.602.918.560.960.889.300.740.698.55d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 39.0041.0938.3440.0910.4810.4841.169.709.7040.62d1, Uniform Delay [s] 140127173162976106012310141079141c, Capacity [veh/h] 1647178116471781172218701781175818701781s, saturation flow rate [veh/h] 0.030.060.060.070.190.190.050.170.170.06(v / s)_i Volume / Saturation Flow Rate 0.080.070.100.090.570.570.070.580.580.08g / C, Green / Cycle 7.66.49.48.251.151.16.252.052.07.1g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 90909090909090909090C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 56.00111.1998.81142.95147.27158.36102.35122.66129.27116.7595th-Percentile Queue Length [ft/ln] 2.244.453.955.725.896.334.094.915.174.6795th-Percentile Queue Length [veh/ln] 31.1161.7754.8979.4281.8287.9856.8668.1571.8264.8650th-Percentile Queue Length [ft/ln] 1.242.472.203.183.273.522.272.732.872.5950th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDBBDBBDLane Group LOS 40.8550.6941.2448.6411.4411.3650.4510.4410.3949.17d, Delay for Lane Group [s/veh] 0.400.770.570.800.340.340.760.290.290.77X, volume / capacity Lane Group Results 4 1/28/2025 110 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 111 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #1 TRAFFIC CONDITIONS 112 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):24.4 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.626 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 113 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 114 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.00.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.014.00.00.014.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.00.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.00.00.03.03.00.03.03.0Amber [s] 0361002200211301911Maximum Green [s] Auxiliary Signal Groups 047080025061Signal Group PermissPermissProtectePermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0105010001050105Minimum Green [s] --Lead-----Lead--LeadLead / Lag 0.040.014.00.026.00.00.025.017.00.023.015.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 115 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.089.811.191.672.272.049.441.010.927.83d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 18.4736.5527.7532.4116.5516.5436.6014.0714.0535.53d1, Uniform Delay [s] 547126313306719796123780839164c, Capacity [veh/h] 1647178114801020168718701781173718701781s, saturation flow rate [veh/h] 0.030.060.100.170.200.200.050.140.140.07(v / s)_i Volume / Saturation Flow Rate 0.330.070.210.210.430.430.070.450.450.09g / C, Green / Cycle 26.55.716.916.934.134.15.535.935.97.4g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCCCCLCCLLane Group Lane Group Calculations 32.3699.42118.87150.38196.44210.7390.98117.25124.08119.1595th-Percentile Queue Length [ft/ln] 1.293.984.756.027.868.433.644.694.964.7795th-Percentile Queue Length [veh/ln] 17.9855.2466.0483.55110.31120.6650.5565.1468.9366.2050th-Percentile Queue Length [ft/ln] 0.722.212.643.344.414.832.022.612.762.6550th-Percentile Queue Length [veh/ln] NoYesNoYesYesNoNoNoNoYesCritical Lane Group BDCCBBDBBDLane Group LOS 18.5646.3628.9434.0818.8218.5846.0415.0814.9843.36d, Delay for Lane Group [s/veh] 0.100.780.490.570.480.480.760.300.300.78X, volume / capacity Lane Group Results 4 1/28/2025 116 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4-21Ring 1 Sequence 5 1/28/2025 117 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):22.0 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.560 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 118 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 119 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.00.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.014.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.00.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.00.00.03.03.00.03.03.0Amber [s] 0361002200211202011Maximum Green [s] Auxiliary Signal Groups 047080025061Signal Group PermissPermissProtectePermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0105010001050105Minimum Green [s] --Lead-----Lead--LeadLead / Lag 0.040.014.00.026.00.00.025.016.00.024.015.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 120 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.109.810.841.511.551.429.401.151.088.49d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 20.3536.5528.9133.9413.8713.8636.6012.9312.9236.10d1, Uniform Delay [s] 492126267257812882123847901142c, Capacity [veh/h] 164717811499939172218701781175818701781s, saturation flow rate [veh/h] 0.030.060.070.140.190.190.050.170.170.06(v / s)_i Volume / Saturation Flow Rate 0.300.070.180.180.470.470.070.480.480.08g / C, Green / Cycle 23.95.714.314.337.737.75.538.638.66.4g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCCCCLCCLLane Group Lane Group Calculations 34.3399.4276.44112.74168.82181.3390.92141.09148.59103.2895th-Percentile Queue Length [ft/ln] 1.373.983.064.516.757.253.645.645.944.1395th-Percentile Queue Length [veh/ln] 19.0755.2442.4662.6393.79100.7450.5178.3882.5557.3850th-Percentile Queue Length [ft/ln] 0.762.211.702.513.754.032.023.143.302.3050th-Percentile Queue Length [veh/ln] NoYesNoYesYesNoNoNoNoYesCritical Lane Group CDCDBBDBBDLane Group LOS 20.4546.3629.7535.4515.4215.2845.9914.0914.0044.59d, Delay for Lane Group [s/veh] 0.110.780.370.500.410.410.760.350.350.77X, volume / capacity Lane Group Results 4 1/28/2025 121 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4-21Ring 1 Sequence 5 1/28/2025 122 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #2 TRAFFIC CONDITIONS 123 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):31.6 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.784 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 124 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 125 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 150Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 022100221004600460Maximum Green [s] Auxiliary Signal Groups 047083020060Signal Group PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing (Basic) NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 0105010501000100Minimum Green [s] --Lead--Lead------Lead / Lag 0.026.023.00.028.025.00.099.00.00.099.00.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 126 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.00d3, Initial Queue Delay [s] 3.8412.0912.1021.044.044.18d2, Incremental Delay [s] 1.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.220.500.50k, delay calibration 67.8268.9665.8265.7210.5311.58d1, Uniform Delay [s] 1081211761971129905c, Capacity [veh/h] 164717811626178114821178s, saturation flow rate [veh/h] 0.030.060.090.100.550.53(v / s)_i Volume / Saturation Flow Rate 0.060.070.110.110.740.74g / C, Green / Cycle 9.710.116.216.6111.7111.7g_i, Effective Green Time [s] 2.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 150150150150150150C, Calculated Cycle Length [s] CLCLCCLane Group Lane Group Calculations 99.87187.18264.37309.07498.46446.0495th-Percentile Queue Length [ft/ln] 3.997.4910.5712.3619.9417.8495th-Percentile Queue Length [veh/ln] 55.49103.99160.49194.66345.94303.2550th-Percentile Queue Length [ft/ln] 2.224.166.427.7913.8412.1350th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoCritical Lane Group EFEFBBLane Group LOS 71.6681.0577.9286.7614.5715.76d, Delay for Lane Group [s/veh] 0.520.810.870.880.720.68X, volume / capacity Lane Group Results 4 1/28/2025 127 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]15.76 15.76 15.76 14.57 14.57 14.57 86.76 77.92 77.92 81.05 71.66 71.66 Movement LOS B B B B B B F E E F E E d_A, Approach Delay [s/veh]15.76 14.57 82.63 77.64 Approach LOS B B F E d_I, Intersection Delay [s/veh]31.63 Intersection LOS C Intersection V/C 0.784 Emissions Vehicle Miles Traveled [mph]39.50 62.81 5.20 4.57 6.51 3.72 Stops [stops/h]291.12 332.10 186.88 154.07 99.83 53.27 Fuel consumption [US gal/h]6.96 8.70 4.02 3.22 2.29 1.19 CO [g/h]486.44 608.44 281.17 225.25 160.19 83.04 NOx [g/h]94.64 118.38 54.70 43.82 31.17 16.16 VOC [g/h]112.74 141.01 65.16 52.20 37.12 19.25 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]66.27 66.27 66.27 66.27 I_p,int, Pedestrian LOS Score for Intersectio 2.628 2.659 2.332 2.201 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]1267 1267 320 293 d_b, Bicycle Delay [s]10.08 10.08 52.92 54.61 I_b,int, Bicycle LOS Score for Intersection 2.581 2.908 2.099 1.814 Bicycle LOS B C B A ----------------Ring 4 ----------------Ring 3 ------------876-Ring 2 ------------432-Ring 1 Sequence 5 1/28/2025 128 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):24.6 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):1.103 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 129 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 130 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 120Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02212022120151002110Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoYesNoYesMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.019.053.00.025.059.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 131 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.00d3, Initial Queue Delay [s] 3.0311.385.1018.684.855.93d2, Incremental Delay [s] 1.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.200.500.50k, delay calibration 53.6255.0752.9153.918.779.60d1, Uniform Delay [s] 1171221471551058945c, Capacity [veh/h] 164717811647178113361181s, saturation flow rate [veh/h] 0.030.060.060.070.590.61(v / s)_i Volume / Saturation Flow Rate 0.070.070.090.090.740.74g / C, Green / Cycle 8.58.210.710.489.189.1g_i, Effective Green Time [s] 2.002.002.002.000.000.00l2, Clearance Lost Time [s] 0.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 120120120120120120C, Calculated Cycle Length [s] CLCLCCLane Group Lane Group Calculations 78.30149.87139.29205.26384.63393.0695th-Percentile Queue Length [ft/ln] 3.135.995.578.2115.3915.7295th-Percentile Queue Length [veh/ln] 43.5083.2677.38116.68253.95260.6750th-Percentile Queue Length [ft/ln] 1.743.333.104.6710.1610.4350th-Percentile Queue Length [veh/ln] NoYesYesNoYesYesCritical Lane Group EEEEBBLane Group LOS 56.6566.4558.0172.5913.6215.53d, Delay for Lane Group [s/veh] 0.480.800.670.830.750.77X, volume / capacity Lane Group Results 4 1/28/2025 132 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]15.53 15.53 15.53 13.62 13.62 13.62 72.59 58.01 58.01 66.45 56.65 56.65 Movement LOS B B B B B B E E E E E E d_A, Approach Delay [s/veh]15.53 13.62 66.30 62.89 Approach LOS B B E E d_I, Intersection Delay [s/veh]24.65 Intersection LOS C Intersection V/C 1.103 Emissions Vehicle Miles Traveled [mph]46.26 60.89 3.85 2.93 6.51 3.72 Stops [stops/h]312.80 304.75 140.02 92.86 99.91 52.20 Fuel consumption [US gal/h]7.77 8.07 2.62 1.64 2.00 1.01 CO [g/h]542.84 564.21 182.85 114.97 139.86 70.80 NOx [g/h]105.62 109.78 35.58 22.37 27.21 13.78 VOC [g/h]125.81 130.76 42.38 26.64 32.41 16.41 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]51.34 51.34 51.34 51.34 I_p,int, Pedestrian LOS Score for Intersectio 2.654 2.673 3.125 3.185 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]1233 1233 367 367 d_b, Bicycle Delay [s]8.82 8.82 40.02 40.02 I_b,int, Bicycle LOS Score for Intersection 2.756 2.866 1.934 1.814 Bicycle LOS C C A A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 133 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #3 TRAFFIC CONDITIONS 134 Generated with Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Roundabout Delay (sec / veh):14.6 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 0000Pedestrian Volume [ped/h] 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 1 1/28/2025 135 Generated with Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 4313981302317421151294103388128Adjusted Demand Flow Rate [veh/h] 371184112201501824418189334110Demand Flow Rate [veh/h] 224359617755Exiting Flow Rate [veh/h] 704718244297Circulating Flow Rate [veh/h] 1111Number of Conflicting Circulating Lanes Intersection Settings 0.230.500.770.62X, volume / capacity 66065110561000Capacity per Entry Lane [veh/h] 1.001.001.001.00Pedestrian Impedance 67466410771020Capacity of Entry and Bypass Lanes [veh/h] 158334834632Entry Flow Rate [veh/h] 0.980.980.980.98HV Adjustment Factor 0.001020.001020.001020.00102B (coefficient) 1380.001380.001380.001380.00A (intercept) 3.003.003.003.00User-Defined Follow-Up Time [s] NoNoNoNoOverwrite Calculated Follow-Up Time 4.004.004.004.00User-Defined Critical Headway [s] NoNoNoNoOverwrite Calculated Critical Headway Lanes BIntersection LOS 14.59Intersection Delay [s/veh] ABCBApproach LOS 8.2713.5117.8912.37Approach Delay [s/veh] 22.5170.86202.34111.5495th-Percentile Queue Length [ft] 0.902.838.094.4695th-Percentile Queue Length [veh] ABCBLane LOS Movement, Approach, & Intersection Results 2 1/28/2025 136 Generated with Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Roundabout Delay (sec / veh):14.0 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 0000Pedestrian Volume [ped/h] 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 1 1/28/2025 137 Generated with Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 431398752312916353594108508109Adjusted Demand Flow Rate [veh/h] 3711846520111140461819343794Demand Flow Rate [veh/h] 230291694722Exiting Flow Rate [veh/h] 761742224251Circulating Flow Rate [veh/h] 1111Number of Conflicting Circulating Lanes Intersection Settings 0.250.360.740.69X, volume / capacity 62363610771048Capacity per Entry Lane [veh/h] 1.001.001.001.00Pedestrian Impedance 63664810981069Capacity of Entry and Bypass Lanes [veh/h] 158232808740Entry Flow Rate [veh/h] 0.980.980.980.98HV Adjustment Factor 0.001020.001020.001020.00102B (coefficient) 1380.001380.001380.001380.00A (intercept) 3.003.003.003.00User-Defined Follow-Up Time [s] NoNoNoNoOverwrite Calculated Follow-Up Time 4.004.004.004.00User-Defined Critical Headway [s] NoNoNoNoOverwrite Calculated Critical Headway Lanes BIntersection LOS 13.98Intersection Delay [s/veh] ABCBApproach LOS 8.9110.5815.7114.24Approach Delay [s/veh] 24.2540.44174.68147.1595th-Percentile Queue Length [ft] 0.971.626.995.8995th-Percentile Queue Length [veh] ABCBLane LOS Movement, Approach, & Intersection Results 2 1/28/2025 138 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 1 / 47 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 139 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 2 / 47 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 140 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 3 / 47 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 141 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 4 / 47 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 142 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 5 / 47 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 143 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 6 / 47 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 144 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 7 / 47 1. Basic Project Information 1.1. Basic Project Information Data Field Value Project Name Adams Street and Corporate Centre Drive Project Construction Start Date 4/1/2025 Operational Year 2026 Lead Agency — Land Use Scale Project/site Analysis Level for Defaults County Windspeed (m/s)3.00 Precipitation (days)0.80 Location 33.710242118798206, -116.28655847069649 County Riverside-Salton Sea City La Quinta Air District South Coast AQMD Air Basin Salton Sea TAZ 5656 EDFZ 19 Electric Utility Imperial Irrigation District Gas Utility Southern California Gas App Version 2022.1.1.29 1.2. Land Use Types Land Use Subtype Size Unit Lot Acreage Building Area (sq ft)Landscape Area (sq ft) Special Landscape Area (sq ft) Population Description 145 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 8 / 47 Building——0.003,8000.091000sqft3.80Fast Food Restaurant with Drive Thru Other Asphalt Surfaces 15.8 1000sqft 0.36 0.00 9,481 ——Hardscape and Landscaping 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 (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit.TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R 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 —1,791 1,791 0.07 0.02 0.62 1,798 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 —420 420 0.02 < 0.005 0.02 421 Annual (Max) —————————————————— 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 (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Year TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily - Summer (Max) —————————————————— 146 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 9 / 47 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.TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) —————————————————— 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)147 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 10 / 47 Sector TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R 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 5,737148 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 11 / 47 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite —————————————————— Daily, Summer (Max) —————————————————— Off-Roa d Equipm ent 0.56 0.47 4.33 5.65 0.01 0.16 —0.16 0.14 —0.14 —852 852 0.03 0.01 —855 Demoliti on ——————0.00 0.00 —0.00 0.00 ——————— Onsite truck 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 —————————————————— 149 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 12 / 47 23.4—<0.005< 0.00523.323.3—< 0.005—< 0.005< 0.005—< 0.005< 0.0050.150.120.010.02Off-Roa d Demoliti on ——————0.00 0.00 —0.00 0.00 ——————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 0.005 < 0.005 0.02 0.03 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —3.87 3.87 < 0.005 < 0.005 —3.88 Demoliti on ——————0.00 0.00 —0.00 0.00 ——————— Onsite truck 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 Offsite —————————————————— Daily, Summer (Max) —————————————————— 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 0.00150 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 13 / 47 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite —————————————————— Daily, Summer (Max) —————————————————— Off-Roa d Equipm ent 0.56 0.47 4.16 5.57 0.01 0.21 —0.21 0.20 —0.20 —859 859 0.03 0.01 —862 Dust From Material Movement ——————0.21 0.21 —0.02 0.02 ——————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 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 Dust From Material Movement ——————< 0.005 < 0.005 —< 0.005 < 0.005 ——————— Onsite truck 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 ——————————————————151 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 14 / 47 Off-Roa Equipment < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —0.39 0.39 < 0.005 < 0.005 —0.39 Dust From Material Movement ——————< 0.005 < 0.005 —< 0.005 < 0.005 ——————— Onsite truck 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 Offsite —————————————————— Daily, Summer (Max) —————————————————— Worker 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 52.3 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 —0.13 0.13 < 0.005 < 0.005 < 0.005 0.13 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 —0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 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 3.5. Grading (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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite ——————————————————152 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 15 / 47 Daily, Summer (Max) —————————————————— Off-Roa d Equipm ent 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 Dust From Material Movement ——————2.07 2.07 —1.00 1.00 ——————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent 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 Dust From Material Movement ——————0.01 0.01 —0.01 0.01 ——————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 0.005 < 0.005 0.01 0.01 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —1.55 1.55 < 0.005 < 0.005 —1.56 Dust From Material Movement ——————< 0.005 < 0.005 —< 0.005 < 0.005 ——————— 153 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 16 / 47 0.000.000.000.000.000.00—0.000.000.000.000.000.000.000.000.000.000.00Onsite 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 PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite —————————————————— Daily, Summer (Max) —————————————————— 154 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 17 / 47 1,309—0.010.051,3051,305—0.20—0.200.22—0.220.016.945.140.520.62Off-Roa d Equipm ent Onsite truck 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 —————————————————— Off-Roa d Equipm ent 0.17 0.14 1.41 1.90 < 0.005 0.06 —0.06 0.05 —0.05 —357 357 0.01 < 0.005 —359 Onsite truck 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 —————————————————— Off-Roa d Equipm ent 0.03 0.03 0.26 0.35 < 0.005 0.01 —0.01 0.01 —0.01 —59.2 59.2 < 0.005 < 0.005 —59.4 Onsite truck 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 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 —————————————————— 155 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 18 / 47 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite —————————————————— Daily, Summer (Max) —————————————————— Off-Roa d Equipm ent 0.61 0.51 4.37 5.31 0.01 0.19 —0.19 0.18 —0.18 —823 823 0.03 0.01 —826 Paving 0.19 0.19 ———————————————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent 0.01 0.01 0.06 0.07 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —11.3 11.3 < 0.005 < 0.005 —11.3 Paving < 0.005 < 0.005 ———————————————— 156 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 19 / 47 Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 0.005 < 0.005 0.01 0.01 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —1.87 1.87 < 0.005 < 0.005 —1.87 Paving < 0.005 < 0.005 ———————————————— Onsite truck 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 Offsite —————————————————— Daily, Summer (Max) —————————————————— Worker 0.09 0.09 0.07 1.20 0.00 0.00 0.16 0.16 0.00 0.04 0.04 —180 180 0.01 0.01 0.62 183 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 —2.25 2.25 < 0.005 < 0.005 < 0.005 2.28 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 —0.37 0.37 < 0.005 < 0.005 < 0.005 0.38 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 3.11. Architectural Coating (2025) - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual)157 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 20 / 47 Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite —————————————————— Daily, Summer (Max) —————————————————— Off-Roa d Equipm ent 0.15 0.13 0.88 1.14 < 0.005 0.03 —0.03 0.03 —0.03 —134 134 0.01 < 0.005 —134 Architect ural Coating s 7.93 7.93 ———————————————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 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 Architect ural Coating s 0.11 0.11 ———————————————— Onsite truck 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 —————————————————— Off-Roa d Equipm ent < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 —< 0.005 < 0.005 —< 0.005 —0.30 0.30 < 0.005 < 0.005 —0.30 158 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 21 / 47 ————————————————0.020.02Architect ural Coating Onsite truck 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 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 (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 159 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 22 / 47 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 Food Restaurant with Drive Thru 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 Other Asphalt Surfaces 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 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 Food Restaurant with Drive Thru 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 Other Asphalt Surfaces 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 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 Food Restaurant with Drive Thru 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 Other Asphalt Surfaces 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 0.00 160 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 23 / 47 Total 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 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) 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 Food Restaurant with Drive Thru ————————————185 185 0.02 < 0.005 —186 Other Asphalt Surfaces ————————————0.00 0.00 0.00 0.00 —0.00 Total ————————————185 185 0.02 < 0.005 —186 Daily, Winter (Max) —————————————————— Fast Food Restaurant with Drive Thru ————————————185 185 0.02 < 0.005 —186 Other Asphalt Surfaces ————————————0.00 0.00 0.00 0.00 —0.00 Total ————————————185 185 0.02 < 0.005 —186 Annual —————————————————— 161 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 24 / 47 Fast Food Restaurant with Drive Thru ————————————30.6 30.6 < 0.005 < 0.005 —30.8 Other Asphalt Surfaces ————————————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 (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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) —————————————————— Fast Food Restaurant with Drive Thru 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 Other Asphalt Surfaces 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 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 Daily, Winter (Max) —————————————————— Fast Food Restaurant with Drive Thru 0.01 0.01 0.11 0.09 < 0.005 0.01 —0.01 0.01 —0.01 —129 129 0.01 < 0.005 —130 162 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 25 / 47 Other Asphalt Surfaces 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 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 Food Restaurant with Drive Thru < 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 Other Asphalt Surfaces 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 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 R CO2e Daily, Summer (Max) —————————————————— Consum er Product s 0.08 0.08 ———————————————— Architect ural Coating s 0.01 0.01 ———————————————— Landsca pe Equipm ent 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 —0.68 163 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 26 / 47 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 0.08 0.08 ———————————————— Architect ural Coating s 0.01 0.01 ———————————————— Total 0.09 0.09 ———————————————— Annual —————————————————— Consum er Product s 0.02 0.02 ———————————————— Architect ural Coating s < 0.005 < 0.005 ———————————————— Landsca pe Equipm ent < 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 164 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 27 / 47 ——————————————————Daily, Summer (Max) Fast Food Restaurant with Drive Thru ———————————2.21 3.93 6.14 0.23 0.01 —13.4 Other Asphalt Surfaces ———————————0.00 0.41 0.41 < 0.005 < 0.005 —0.41 Total ———————————2.21 4.34 6.55 0.23 0.01 —13.9 Daily, Winter (Max) —————————————————— Fast Food Restaurant with Drive Thru ———————————2.21 3.93 6.14 0.23 0.01 —13.4 Other Asphalt Surfaces ———————————0.00 0.41 0.41 < 0.005 < 0.005 —0.41 Total ———————————2.21 4.34 6.55 0.23 0.01 —13.9 Annual —————————————————— Fast Food Restaurant with Drive Thru ———————————0.37 0.65 1.02 0.04 < 0.005 —2.23 Other Asphalt Surfaces ———————————0.00 0.07 0.07 < 0.005 < 0.005 —0.07 Total ———————————0.37 0.72 1.08 0.04 < 0.005 —2.29 165 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 28 / 47 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) —————————————————— Fast Food Restaurant with Drive Thru ———————————23.6 0.00 23.6 2.36 0.00 —82.5 Other Asphalt Surfaces ———————————0.00 0.00 0.00 0.00 0.00 —0.00 Total ———————————23.6 0.00 23.6 2.36 0.00 —82.5 Daily, Winter (Max) —————————————————— Fast Food Restaurant with Drive Thru ———————————23.6 0.00 23.6 2.36 0.00 —82.5 Other Asphalt Surfaces ———————————0.00 0.00 0.00 0.00 0.00 —0.00 Total ———————————23.6 0.00 23.6 2.36 0.00 —82.5 Annual —————————————————— 166 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 29 / 47 13.7—0.000.393.910.003.91———————————Fast Food Restaurant with Drive Thru Other Asphalt Surfaces ———————————0.00 0.00 0.00 0.00 0.00 —0.00 Total ———————————3.91 0.00 3.91 0.39 0.00 —13.7 4.6. Refrigerant Emissions by Land Use 4.6.1. 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 PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) —————————————————— Fast Food Restaurant with Drive Thru ————————————————5.94 5.94 Total ————————————————5.94 5.94 Daily, Winter (Max) —————————————————— Fast Food Restaurant with Drive Thru ————————————————5.94 5.94 Total ————————————————5.94 5.94167 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 30 / 47 Annual —————————————————— Fast Food Restaurant with Drive Thru ————————————————0.98 0.98 Total ————————————————0.98 0.98 4.7. Offroad Emissions By Equipment Type 4.7.1. 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 R CO2e Daily, Summer (Max) —————————————————— Total —————————————————— Daily, Winter (Max) —————————————————— Total —————————————————— Annual —————————————————— Total —————————————————— 4.8. Stationary Emissions By Equipment Type 4.8.1. Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 168 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 31 / 47 CO2eRN2OCH4CO2TNBCO2BCO2PM2.5TPM2.5DPM2.5EPM10TPM10DPM10ESO2CONOxROGTOGEquipm ent Type 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 R CO2e Daily, Summer (Max) —————————————————— Total —————————————————— Daily, Winter (Max) —————————————————— Total —————————————————— Annual —————————————————— Total —————————————————— 169 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 32 / 47 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 PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R 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 PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily, Summer (Max) —————————————————— Total —————————————————— Daily, Winter (Max) —————————————————— Total —————————————————— Annual —————————————————— Total —————————————————— 170 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 33 / 47 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 R 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 —————————————————— 171 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 34 / 47 ——————————————————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 4/15/2025 5.00 10.0 — Site Preparation Site Preparation 4/16/2025 4/17/2025 5.00 1.00 — Grading Grading 4/18/2025 4/20/2025 5.00 2.00 — Building Construction Building Construction 4/21/2025 9/8/2025 5.00 100 — Paving Paving 9/9/2025 9/16/2025 5.00 5.00 — Architectural Coating Architectural Coating 9/17/2025 9/24/2025 5.00 5.00 — 5.2. Off-Road Equipment 5.2.1. Unmitigated Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Demolition Tractors/Loaders/Back hoes Diesel Average 2.00 6.00 84.0 0.37 Demolition Rubber Tired Dozers Diesel Average 1.00 1.00 367 0.40 Demolition Concrete/Industrial Saws Diesel Average 1.00 8.00 33.0 0.73 Site Preparation Graders Diesel Average 1.00 8.00 148 0.41 172 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 35 / 47 Site Preparation Tractors/Loaders/Back Diesel Average 1.00 8.00 84.0 0.37 Grading Graders Diesel Average 1.00 6.00 148 0.41 Grading Rubber Tired Dozers Diesel Average 1.00 6.00 367 0.40 Grading Tractors/Loaders/Back hoes Diesel Average 1.00 7.00 84.0 0.37 Building Construction Cranes Diesel Average 1.00 4.00 367 0.29 Building Construction Forklifts Diesel Average 2.00 6.00 82.0 0.20 Building Construction Tractors/Loaders/Back hoes Diesel Average 2.00 8.00 84.0 0.37 Paving Tractors/Loaders/Back hoes Diesel Average 1.00 7.00 84.0 0.37 Paving Cement and Mortar Mixers Diesel Average 4.00 6.00 10.0 0.56 Paving Pavers Diesel Average 1.00 7.00 81.0 0.42 Paving Rollers Diesel Average 1.00 7.00 36.0 0.38 Architectural Coating Air Compressors Diesel Average 1.00 6.00 37.0 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 Worker 10.0 12.8 LDA,LDT1,LDT2 Demolition Vendor —8.33 HHDT,MHDT Demolition Hauling 0.00 20.0 HHDT Demolition Onsite truck ——HHDT Site Preparation ———— Site Preparation Worker 5.00 12.8 LDA,LDT1,LDT2 Site Preparation Vendor —8.33 HHDT,MHDT Site Preparation Hauling 0.00 20.0 HHDT 173 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 36 / 47 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 LDA,LDT1,LDT2 Paving Vendor —8.33 HHDT,MHDT Paving Hauling 0.00 20.0 HHDT Paving Onsite truck ——HHDT Architectural Coating ———— Architectural Coating Worker 0.32 12.8 LDA,LDT1,LDT2 Architectural Coating Vendor —8.33 HHDT,MHDT Architectural Coating Hauling 0.00 20.0 HHDT Architectural Coating Onsite truck ——HHDT 5.4. Vehicles 5.4.1. Construction Vehicle Control Strategies Control Strategies Applied PM10 Reduction PM2.5 Reduction Water unpaved roads twice daily 55%55% 174 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 37 / 47 5.5. Architectural Coatings Phase Name 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) Architectural Coating 0.00 0.00 5,700 1,900 948 5.6. Dust Mitigation 5.6.1. Construction Earthmoving Activities Phase Name Material Imported (cy)Material Exported (cy)Acres Graded (acres)Material Demolished (sq. ft.)Acres Paved (acres) Demolition 0.00 0.00 0.00 —— Site Preparation ——0.50 0.00 — Grading ——1.50 0.00 — Paving 0.00 0.00 0.00 0.00 0.36 5.6.2. Construction Earthmoving Control Strategies Control Strategies Applied Frequency (per day)PM10 Reduction PM2.5 Reduction Water Exposed Area 2 61%61% Water Demolished Area 2 36%36% 5.7. Construction Paving Land Use Area Paved (acres)% Asphalt Fast Food Restaurant with Drive Thru 0.00 0% Other Asphalt Surfaces 0.36 100% 5.8. Construction Electricity Consumption and Emissions Factors kWh per Year and Emission Factor (lb/MWh) 175 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 38 / 47 Year kWh per Year CO2 CH4 N2O 2025 0.00 223 0.03 < 0.005 5.9. Operational Mobile Sources 5.9.1. Unmitigated 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 2,028 2,028 2,028 740,062 3,974 10,945 10,945 2,177,523 Other Asphalt Surfaces 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.10. Operational Area Sources 5.10.1. Hearths 5.10.1.1. Unmitigated 5.10.2. Architectural Coatings 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 5,700 1,900 948 5.10.3. Landscape Equipment Season Unit Value Snow Days day/yr 0.00 Summer Days day/yr 180 176 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 39 / 47 5.11. Operational Energy Consumption 5.11.1. Unmitigated Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr)CO2 CH4 N2O Natural Gas (kBTU/yr) Fast Food Restaurant with Drive Thru 256,811 262 0.0330 0.0040 403,242 Other Asphalt Surfaces 0.00 262 0.0330 0.0040 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 1,153,428 0.00 Other Asphalt Surfaces 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 43.8 — Other Asphalt Surfaces 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 177 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 40 / 47 1.000.000.600.001,430R-134aFast Food Restaurant with Drive Thru Household refrigerators and/or freezers Fast Food Restaurant with Drive Thru Other commercial A/C and heat pumps R-410A 2,088 1.80 4.00 4.00 18.0 Fast Food Restaurant with Drive Thru Walk-in refrigerators and freezers R-404A 3,922 < 0.005 7.50 7.50 20.0 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 178 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 41 / 47 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 24.4 annual days of extreme heat Extreme Precipitation 0.00 annual days with precipitation above 20 mm Sea Level Rise —meters of inundation depth Wildfire 0.14 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 ¾ 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 179 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 42 / 47 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 (MIROC5). 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 Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 1 0 0 N/A Extreme Precipitation N/A N/A N/A N/A Sea Level Rise N/A N/A N/A N/A Wildfire N/A N/A N/A N/A Flooding N/A N/A N/A N/A Drought 0 0 0 N/A Snowpack Reduction N/A N/A N/A N/A Air Quality Degradation 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 Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 1 1 1 2 Extreme Precipitation N/A N/A N/A N/A Sea Level Rise N/A N/A N/A N/A Wildfire N/A N/A N/A N/A Flooding N/A N/A N/A N/A Drought 1 1 1 2 Snowpack Reduction N/A N/A N/A N/A Air Quality Degradation N/A N/A N/A N/A 180 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 43 / 47 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 Result for Project Census Tract Exposure Indicators — AQ-Ozone 93.6 AQ-PM 8.51 AQ-DPM 57.4 Drinking Water 53.9 Lead Risk Housing 13.5 Pesticides 45.7 Toxic Releases 2.39 Traffic 70.2 Effect Indicators — CleanUp Sites 0.00 Groundwater 0.00 Haz Waste Facilities/Generators 26.7 Impaired Water Bodies 77.3 Solid Waste 0.00 Sensitive Population — Asthma 19.8 181 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 44 / 47 Cardio-vascular 22.9 Low Birth Weights 48.5 Socioeconomic Factor Indicators — Education 33.5 Housing 10.8 Linguistic 60.6 Poverty 46.6 Unemployment 45.8 7.2. Healthy Places Index Scores 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 Result for Project Census Tract Economic — Above Poverty 77.22314898 Employed 96.63800847 Median HI 77.50545361 Education — Bachelor's or higher 55.99897344 High school enrollment 21.68612858 Preschool enrollment 57.19235211 Transportation — Auto Access 60.64416784 Active commuting 24.04722187 Social — 2-parent households 46.33645579 Voting 62.08135506 Neighborhood — Alcohol availability 89.83703323 182 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 45 / 47 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 54.9 183 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 46 / 47 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 0.0 SLR Inundation Area 0.0 Children 48.8 Elderly 57.9 English Speaking 63.3 Foreign-born 14.4 Outdoor Workers 55.7 Climate Change Adaptive Capacity — Impervious Surface Cover 48.4 Traffic Density 39.8 Traffic Access 23.0 Other Indices — Hardship 32.9 Other Decision Support — 2016 Voting 76.5 7.3. Overall Health & Equity Scores Metric Result for Project Census Tract CalEnviroScreen 4.0 Score for Project Location (a)27.0 Healthy Places Index Score for Project Location (b)75.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535)No 184 Adams Street and Corporate Centre Drive Project Detailed Report, 1/31/2025 47 / 47 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 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 CalEEMod 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. Operations: Vehicle Data 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). 185 PLANNING COMMISSION RESOLUTION 2025-XXX EXHIBIT C CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 1 OF 14 GENERAL 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 Conditional Use Permit 2024-0007 Site Development Permit 2024-0014 Specific Plan 1989-014 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. 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: 186 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: 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. B. The BMPs shall remain in effect for the entire duration of project construction until all improvements are completed. 187 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 3 OF 14 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. B. Cross slopes should be a maximum of 2% where accessibility is required, including accessibility routes between buildings. 188 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 4 OF 14 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 Engineer. Improvement plans for streets, access gates, and parking areas shall be stamped and signed by qualified engineers. 189 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 5 OF 14 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 (Plan submitted in Report Form) B. On-Site Commercial Precise Grading 1" = 20' Horizontal C. Hydrology Report NOTE: A through C to be submitted concurrently. (Separate Storm Drain Plans if applicable) 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. 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 190 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 6 OF 14 (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 EOR 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 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. 191 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 7 OF 14 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 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. 192 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 8 OF 14 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 applicant shall provide certified reports of all utility trench compaction for approval 193 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 9 OF 14 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. 194 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: 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. 195 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: 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 11B-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 ½” x 2 ½”. 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. 196 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: 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 tribal resources. 197 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 13 OF 14 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 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 198 PLANNING COMMISSION RESOLUTION 2025-XXX CONDITIONS OF APPROVAL - RECOMMENDED SPECIFIC PLAN 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 PROJECT: HIGHWAY 111/ADAMS STREET DRIVE-THROUGH ADOPTED: PAGE 14 OF 14 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. 199 ATTACHMENT 1 Vicinity Map 200 ATTACHMENT 2 FINDINGS Specific Plan 2024-0005 (Amendment No. 3 to SP1989-014) 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 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: a. 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. b. 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. 201 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 since 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 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: a. 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. b. 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 since 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 202 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. 203 ATTACHMENT 3 PROJECT INFORMATION CASE NUMBER: SPECIFIC PLAN AMENDMENT 2024-0005 CONDITIONAL USE PERMIT 2024-0007 SITE DEVELOPMENT PERMIT 2024-0014 REQUEST: CONSIDER ADOPTING A RESOLUTION TO RECOMMEND CITY COUNCIL APPROVE A SPECIFIC PLAN AMENDMENT, CONDITIONAL USE PERMIT, AND SITE DEVELOPMENT PERMIT FOR AN APPROXIMATE 3,690 SQUARE FOOT DRIVE THROUGH BUILDING LOCATION: APN: 643-080-064 CEQA: 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 SINCE THE PROJECT CONSISTS OF AN APPROXIMATE 3,690 SQUARE-FOOT BUILDING AND MEETS THE CRITERIA FOR INFILL DEVELOPMENT. GENERAL PLAN DESIGNATION: GENERAL COMMERCIAL ZONING DESIGNATION: REGIONAL COMMERCIAL SURROUNDING ZONING/ LAND USES: NORTH: REGIONAL COMMERCIAL / RETAIL STORE SOUTH: REGIONAL COMMERCIAL / SERVICE STATION AND GAS STATION EAST: REGIONAL COMMERCIAL / SHOPPING CENTER WEST: REGIONAL COMMERCIAL / SHOPPING CENTER 204 44530 SAN PABLO AVE SUITE 200 PALM DESERT CA 92260 T • 760 779 5393 F • 760 779 5395 STATEMENT OF OPERATIONS TO: City of La Quinta CC: FROM: Prest Vuksic Greenwood Architects DATE: December 12, 2024 RE: Statement of Operations PROJECT: 111 La Quinta Drive-Thru Pad 111 La Quinta Drive-Thru Pad Statement of Operations: Description of Proposed Use: The drive-thru facility will serve as a convenient service point for customers to purchase a variety of products, including but not limited to coffee, specialty beverages, quick- service meals, baked goods, fast food items, and retail convenience products. The primary objective is to offer high-quality, fast, and efficient service to meet customer needs across a wide range of offerings. Hours of Operation: The drive-thru will operate from 6:00 AM to 10:00 PM, with flexibility to adjust hours based on customer demand and peak traffic periods. Early morning and evening service will cater to commuters and late-night patrons, respectively. Number of Employees: The operation will employ 8–14 staff members per shift, depending on the time of day and expected customer volume. Roles include order takers, cashiers, food preparers, and shift supervisors. List of Local/State/Federal Licenses/Permits Required: 1.Local business license 2.Food service establishment permit 3.Health department certification 4.Fire safety inspection approval 5.Building/zoning permits (specific to drive-thru operations) 6.Environmental compliance certifications (if applicable) ATTACHMENT 4 205 - 2 - 44530 SAN PABLO AVE SUITE 200 PALM DESERT CA 92260 T • 760 779 5393 F • 760 779 5395 Types of Equipment and Processes Used: 1. Equipment: o Point-of-sale (POS) system for order processing o Drive-thru communication headsets and speaker systems o Food preparation equipment (grills, fryers, ovens, blenders) o Beverage machines (coffee makers, espresso machines, soda dispensers) o Refrigeration and storage units for perishable items 2. Processes: o Streamlined workflows for order-taking, preparation, and delivery o Integration of mobile ordering and contactless payment options o Regular cleaning and maintenance schedules for equipment and facilities List of Any Hazardous Materials Used/Stored/Produced: • Small quantities of cleaning supplies (e.g., degreasers, disinfectants) will be stored and used following safety guidelines. • No hazardous waste or materials will be produced during normal operations. 206 April 25, 2025 Prepared by: TJW ENGINEERING, INC. 9841 Irvine Center Drive, Suite 200 Irvine, CA 92618 949.878.3509 | www.tjwengineering.com Adams Street & Corporate Centre Drive Traffic Impact Analysis City of La Quinta, California ATTACHMENT 5 207 April 25, 2025 Mr. Michael J. Shovlin ADAMS ONE ELEVEN LLC 900 Island Drive, Unit 312 Rancho Mirage, CA 92270 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 David Chew, PTP President Transportation Planner Registered Civil Engineer #69467 Registered Traffic Engineer #2565 208 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 | www.tjwengineering.com 209 MSA-24-001 4 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 ........................................................................ 31 210 MSA-24-001 5 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 211 MSA-24-001 6 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. 212 MSA-24-001 7 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. 213 MSA-24-001 8 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. 214 MSA-24-001 9 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). 215 MSA-24-001 10 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. 216 Not to Scale ǆŚŝďŝt ϭ͗ Wƌoũect >ocatŝoŶ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highwa y 1 1 1 Corporate Centre Drive Ad a m S t r e e t Study Intersection Location# 1 217 Not to Scale ǆŚŝďŝt Ϯ͗ WƌoƉoƐeĚ Sŝte WlaŶ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 218 MSA-24-001 13 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 Classification1 Jurisdiction Direction Existing Travel Lanes Median Type2 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. 219 MSA-24-001 14 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 Delay1 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 7th 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. 220 Not to Scale ǆŚŝďŝt ϯ͗ >aŶe 'eoŵetƌǇ aŶĚ /ŶteƌƐectŝoŶ oŶtƌolƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway 221 Not to Scale ǆŚŝďŝt ϰ͗ ǆŝƐtŝŶŐ D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 222 MSA-24-001 17 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 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. Proposed Land Use1 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 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 74 148 223 MSA-24-001 18 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. 224 Not to Scale ǆŚŝďŝt ϱ͗ WƌoƉoƐeĚ dƌŝƉ ŝƐtƌŝďƵtŝoŶ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highwa y 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t (XX%) Percent Trip Distribution 45% 55% 225 2 0 ' - 0 " B U I L D I N G DN PR O P E R T Y L I N E PROP E R T Y L I N E PROPERTY LINE 26 ' - 0 " 6' - 0 " 15 ' - 0 " 4 ' - 0 " 1 8 ' - 0 " PR O P E R T Y L I N E OU T D O O R S E A T I N G AP P R O X . 6 5 0 S F OR D E R DIR E C T I O N A L SI G N ADAM S S T R E E T DN DN DN 4'-0"13'-0" 10 ' - 0 " 10 4 11 2 11 4 10 3 TY P . 10 5 TY P . 10 3 10 6 TY P . 11 6 10 0 10 2 TY P . 11 8 11 9 10 2 TY P . 11 5 10 8 11 0 10 9 4'-0"3'-6" 5'-0"2'-0" TY P . 10 3 10 3 11 9 DN TY P . 11 1 TY P . 10 5 RIGHT TURN ONLY 1'-0"24'-6"1'-6" R 11 ' - 0 " R 2 5 ' - 0 " R 2 5 ' - 0 " DN PI C K UP Exhibit 6: Sight Distance Analysis Adam St and Corporate Centre Dr Queue Study MSA-24-001 Project Site Adams S t r e e t 226 MH LAND S C A P E S B 10'-0"SETBA C K20'-0" B U I L D I N G DN C O M P A C T PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E 26'-0"6'-0"15'-0"4'-0" 18'-0 " PROPERTY LIN E OUTDOOR SEATING APPROX. 650 SF ORDER DIRECTIONAL SIGN A D A M S S T R E E T DN DN DN 4'- 0 " 13 ' - 0 " 10'-0" 104 112 114 113 103 TYP. 105 TYP. 103 106 TYP. 116 100 102 TYP. 117 118 119 102 TYP. 115 108 110 109 4'- 0 " 3'- 6 " 5'- 0 " 2 ' - 0 " TYP. 103 103 102 119 DN TYP. 111 TYP. 105 RI G H T T U R N ON L Y 1'- 0 " 24 ' - 6 " 1'- 6 " R 1 1 ' - 0 " R 2 5 ' - 0 " R 25' - 0 " DN PICK UP Passenger Car - P Passenger Car - P MH LAND S C A P E S B 10'-0"SETBA C K20'-0" B U I L D I N G DN C O M P A C T PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E 26'-0"6'-0"15'-0"4'-0" 18'-0" PROPERTY LINE OUTDOOR SEATING APPROX. 650 SF ORDER DIRECTIONAL SIGN A D A M S S T R E E T DN DN DN 4'- 0 " 13 ' - 0 " 10'-0" 104 112 114 113 103 TYP. 105 TYP. 103 106 TYP. 116 100 102 TYP. 117 118 119 102 TYP. 115 108 110 109 4' - 0 " 3'- 6 " 5'- 0 " 2 ' - 0 " TYP. 103 103 102 119 DN TYP. 111 TYP. 105 RIG H T T U R N ON L Y 1'- 0 " 24 ' - 6 " 1'- 6 " R 1 1 ' - 0 " R 2 5 ' - 0 " R 25 ' - 0 " DN PICK UP Passenger Car - P Pa s s e n g e r C a r - P Exhibit 7: On-Site Circulation Adam St and Corporate Centre Dr Queue Study MSA-24-001 Legend: 19 3 11 P - Passenger Car Overall Length 19.000ft Overall Width 7.000ft Overall Body Height 5.101ft Min Body Ground Clearance 1.116ft Track Width 6.000ft Lock-to-lock time 4.00s Curb to Curb Turning Radius 24.000ft CIRCULATION EXHIBIT 1 CIRCULATION EXHIBIT 2 227 MSA-24-001 22 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. 228 MSA-24-001 23 Table 5: Cumulative Projects List and Trip Generation Project Land Use1 ITE Code Qty Unit3 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 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 934 4.76 TSF 467.48 2,226 44.61 51:49 108 104 212 33.0 3 52:48 82 75 157 Pass By-Trips (0.5 Daily, 0.5 AM, 0.55 -1,113 -54 -52 -106 -45 -41 -86 Single-Tunnel Automated Car Wash2 1.0 Tunnel 1858 1,858 124 50:50 62 62 124 190 50:50 95 95 190 Pass By-Trips (0.2 Daily, 0.2 AM, 0.2 PM) -372 -12 -12 -25 -19 -19 -38 -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 Daily Volume AM Peak Hour In Out Total PM Peak Hour In Out Total 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 229 MSA-24-001 24 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 Delay1 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 7th 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. 230 ǆŚŝďŝt ϴ͗ ƵŵƵlatŝǀe Wƌoũect >ocatŝoŶƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Approximate Cumulative Project LocationsX 45 3 8 7 6 2 1 PROJECT SITE 231 Not to Scale ǆŚŝďŝt ϵ͗ KƉeŶŝŶŐ zeaƌ D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highway 1 1 1 Corporate Centre Drive Ad a m S t r e e t Study Intersection Location# 1 Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 232 MSA-24-001 27 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 Delay1 LOS Delay1 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 7th 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. 233 MSA-24-001 28 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 Delay1 LOS Delay1 LOS Delay1 LOS Delay1 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 7th 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. 234 Not to Scale ǆŚŝďŝt ϭϬ͗ KƉeŶŝŶŐ zeaƌ WlƵƐ Wƌoũect D aŶĚ WD WeaŬ ,oƵƌ solƵŵeƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway AM Peak Hour Volumes PM Peak Hour Volumes Adam Street/ Corporate Centre Drive-Driveway 235 Not to Scale ǆŚŝďŝt ϭϭ͗ >aŶe 'eoŵetƌǇ aŶĚ /ŶteƌƐectŝoŶ oŶtƌolƐ Ĩoƌ lteƌŶatŝǀe KzW SceŶaƌŝoƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Legend: Project Site Highway 1 1 1 Study Intersection Location# 1 Corporate Centre Drive Ad a m S t r e e t Adam Street/ Corporate Centre Drive-Driveway Alternative #1 Adam Street/ Corporate Centre Drive-Driveway Adam Street/ Corporate Centre Drive-Driveway Alternative #2 Alternative #3 236 MSA-24-001 31 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. 237 MSA-24-001 32 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. 238 SETB A C K20'-0" B U I L D I N G DN PROPERTY LINEPR O P E R T Y L I N E 26'-0"6'-0"15'-0" 4'-0" OUTDOOR SEATING APPROX. 650 SF ORDER DIRECTIONAL SIGN DN DN DN 4' - 0 " 1 3 ' - 0 " 10'-0" TYP. 105 TYP. 103 106 TYP. 116 100 102 119 TYP. 115 108 4' - 0 " 3' - 6 " 5 ' - 0 " 2 ' - 0 " 103 119 DN TYP. 111 105 RI G H T T U R N ON L Y 1' - 0 " 24 ' - 6 " 1' - 6 " R 1 1 ' - 0 " R 2 5 ' - 0 " R 25 ' - 0 " DN PICK UP Not to Scale ǆŚŝďŝt ϭϮ͗ WƌoƉoƐeĚ YƵeƵe Adam St and Corporate Centre Dr Queue Study MSA-24-001 Project Site Legend: 19 3 11 P - Passenger Car Overall Length 19.000ft Overall Width 7.000ft Overall Body Height 5.101ft Min Body Ground Clearance 1.116ft Track Width 6.000ft Lock-to-lock time 4.00s Curb to Curb Turning Radius 24.000ft 1 2 3 4 5 6 7 8 9 10 11 12 13 14 151617 239 Not to Scale ǆŚŝďŝt ϭϯ͗ oŵƉaƌaďle Sŝte >ocatŝoŶƐ Adams Street and Corporate Centre Drive Traffic Impact Analysis MSA-24-001 Starbucks McDonald's Project Site Highway 111 A d a m S t r e e t Simon Drive La Quinta Center Drive 240 MSA-24-001 APPENDIX Appendix A: Glossary of Terminology Appendix B: Scoping Agreement Appendix C: Existing Traffic Counts Appendix D: HCM Analysis Sheets 241 APPENDIX A GLOSSARY OF TERMINOLOGY 242 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. 243 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. 244 APPENDIX B SCOPING AGREEMENT AND CITY DOCUMENTS 245 ATTACHMENT 4 CITY OF LA QUINTA DATE ________________ TRAFFIC IMPACTS ANALYSIS SCOPE Work to be done per Engineering Bulletin 06-13 Project Name: __________________________________________________________ Project Location: ________________________________________________________ Project Description: _____________________________________________________ ________________________________________________________________________ Developer Traffic Engineer Name Address Contact Phone Email Study Intersection Study Segments ITE Land Use Code ITE Trip Gen. Rate Unit of Measure Daily Trips Pass by % Time periods to be analyzed: Year(s) to be analyzed: AM PM Sat Other ________________________ __________________________________ Adams St and Corporate Centre Dr Drive-Through Queue Study Adams St and Corporate Centre Dr 3,800 square foot drive-through facility TJW Engineering, Inc. 9841 Irvine Center Drive, Suite 200. Irvine, Ca 92618 Daniel Flores (949) 878-3509 Daniel@tjwengineering.com ADAMS ONE ELEVEN, LLC. 900 Island Drive, Unit 312 Rancho Mirage, Ca 92270 Michael J. Shovlin Adams St and Corporate Centre Dr Fast-Food Restaurant with Drive-Through Window 934 TSF 1,776 50% AM 50% PM 55% Daily Existing, Opening Year (2025) without Project and Opening Year (2025) with Project scenarios N/A 12/11/24 246 Special issues to be addressed: Attachments: Site Plan Study Intersections/Segments Map Distribution Assumption Map Cumulative Impacts City Approval ________________________ Date _____________________ 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. 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 1/16/25 247 Adams Street and Corpporate Centre Drive Drive-Through Queue Study In Out Total In Out Total Fast-Food Restaurant with Drive-Through Window 934 3.80 TSF 467.48 1,776 44.61 51:49 87 83 170 33.03 52:48 66 60 126 Pass-By Trips (0.5 Daily, 0.5 AM, 0.55 PM)-888 -44 -42 -86 -36 -33 -69 Net Total 888 43 41 84 30 27 57 1: Trip generation and pass-by rates from ITE Trip Generation (11th Edition, 2021). 2: TSF = Thousand Square Feet. Table 1 Project Trip Generation Proposed Land Use1 ITE Code Qty Unit2 Daily AM Peak Hour PM Peak Hour Rate Volume Rate In:Out Split Volume Rate In:Out Split Volume MSA-24-001 248 1 60 60 30 08-7 7 1 0 . 1 20-1 0 0 0 9 2 2 Adam s S t r e e t B r i d g e , L a Quinta 1 RBF Consu l t a n t s 02-1 6 - 0 8 1 1 40' RBF Consu l t a n t s 220180 0 N 220200 0 N 220220 0 N 220240 0 N 2202600 N2202800 N2203000 N2203200 N2203400 N2203600 N2203800 N2204000 N 220180 0 N 2202000 N2202200 N2202400 N2202600 N2202800 N2203000 N2203200 N2203400 N2203600 N2203800 N2204000 N6549800 E6550000 E6550200 E6550400 E6550600 E6550800 E6551000 E6551200 E 6 5 4 9 8 0 0 E 6 5 5 0 0 0 0 E 6 5 5 0 2 0 0 E 6 5 5 0 4 0 0 E 6 5 5 0 6 0 0 E 6 5 5 0 8 0 0 E 6 5 5 1 0 0 0 E 6 5 5 1 2 0 0 E SHEET No. OF SHTS. THIS M A P C O M P I L E D P H O T O G R A M M E T R I C A L L Y BY: IAS P R O J E C T NUMB E R : IAS P R O J E C T NAME: PLOTT E D C O N T O U R INTER V A L MAP A N D D I G I T A L D A T A P R E P A R E D F O R : DASHE D L I N E S M A Y N O T M E E T M A P A C C U R A C Y STAND A R D S BUILD I N G O U T L I N E S I N D I C A T E D R I P L I N E B U T M A Y A L S O I N C L U D E S T A I R S AND APPU R T E N A N C E S . FEATU R E S I N S H A D O W S A N D V E G E T A T I O N M A Y B E O B S C U R E D , F E A T U R E S N E AR TA L L O B J E C T S M A Y B E O B S C U R E D DUE T O P H O T O G R A P H I C A N G L E "LEAN " MAPPI N G O U T S I D E L I M I T S O F S U R V E Y C O N T R O L P E R I M E T E R M A Y N O T M E E T MAP A C C U R A C Y STAND A R D S HORIZ O N T A L A C C U R A C Y F O R 1 " = A N D V E R T I C A L A C C U R A C Y F O R F O O T CON T O U R INTER V A L . MAP H A S B E E N C O M P I L E D P H O T O G R A M M E T R I C A L L Y A N D S H O U L D B E F I E L D V ERIFIE D A C C O R D I N G L Y B Y USER. SURVE Y G R O U N D C O N T R O L P R O V I D E D BY: THIS M A P A N D A S S O C I A T E D D I G I T A L D A T A C O M P I L E D F R O M A E R I A L P H O T O GRAPH Y DATED : NOTES : COPYR I G H T 2008 CURB A N D G U T T E R AWNIN G SIDEW A L K BUILD I N G EDGE O F D I R T EDGE O F C O N C . EDGE O F A S P H . CONTR O L ROAD S T R I P I N G POOL GUAR D R A I L STRIP E SPARK I N G PIPE L I N E WALL RETAI N I N G W A L L FENC E STAND P I P E INTER C O N T O U R POWE R P O L E STREE T L I G H T POWE R P O L E STREE T L I G H T MISCE L L A N E O U S SINGL E T R E E INDEX C O N T O U R FIRE H Y D R A N T MANH O L E WATER L I N E CATC H B A S I N VALVE DROP I N L E T PALM TREES STOP L I G H T VAULT TANK RAILR O A D RAIL S I G N A L GUY W I R E SIGN A.-As p h . = A S P H A L T C . - C o n c = C O N C R E T E O B S . = O B S C U R E D ABBR E V I A T I O N S : U/C = U N D E R C O N S T R U C T I O N W / L = W A T E R L E V E L . FOOT7117 A r l i n g t o n A v e . , S u i t e A Rivers i d e , C A 92503 Fx (9 5 1 ) 687- 4 1 2 0 Ph (9 5 1 ) 687- 4 2 5 2 www.i n l a n d a e r i a l . c o m ias@ i n l a n d a e r i a l . c o m COMM E N T S : P R OF ESSIO N A L L A N D SURV E Y O R DERE K C .HOOD A Topogr a p h i c m a p p r e p a r e d under t h e s u p e r v i s i o n o f : Derek C . H o o d , P . L . S . Inland A e r i a l S u r v e y s , I n c . Date ST L TE O F C A RNFIO A I No. 67 9 9 Exp. 9 - 3 0 - 2 0 0 8 0 HV-1 1350.0 0 1350.0 0 V-1 Pool P SP 1340 MH 1350 NLANDI ERIALA URVEY S , S NC.I GRAPH I C S C A L E INLAN D A E R I A L MHMHMHSTOP STOP STOP MH MH MH AHEA D AHEA D SIGN A L SIGN A L MHMH MHMH STOPSTOPMH C.O.C.O.BOMHMH LANDS C A P E S B 10'-0"SETBA C K20'-0" B U I L D I N G DN C O M P A C T PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E 26'-0"6'-0"15'-0"4'-0" 18'-0" PROPERTY LINE OUTDOOR SEATING APPROX. 650 SF 1 2 3 4 5 PRE- ORDER ORDER DIRECTIONAL SIGN A D A M S S T R E E T DN DN 6 11 101213 PROPOSED DRIVE-THRU 3,800 SF DNDN 7 8 9 DN 13 ' - 0 " 4' - 0 " 10'-0"13'-0" R 2 5 ' - 0 " R 25'-0 " R 1 1 ' - 0 " R 1 1 ' - 0 " 3' - 0 " 13 ' - 0 " 104 112 114 113 TYP. 103 103 TYP. 105 TYP. 103 106 TYP. 111 TYP. 107 TYP. 116 100 102 TYP. 118117 119 103102 102 TYP. 115 TYP. 103 102 101 TYP. 105 108 110 109 3' - 6 " 5 ' - 0 " 2 ' - 0 " 4' - 0 " TYP. 103 115 TYP. 111 TYP. 116103107 TYP. 103 102 102 102 102 119 119 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 10'-0" A101 SITE PLAN AU G U S T 2 7 , 2 0 2 4 111 LA QUINTA DRIVE-THRU PAD HIGHWAY 111 - LA QUINTA, CA 22 4 0 0 4 0'5' 10' 20'40' NORTH 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 249 Site 250 APPENDIX C EXISTING TRAFFIC COUNTS 251 File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Groups Printed- Total Volume 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 Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 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 PHF .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 252 File Name : LQA_Adams_CC AM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Adams Street C o r p o r a t e C e n t r e D r i v e C o r p o r a t e C e n t r e D r i v e Adams Street Right 105 Thru 386 Left 79 InOut Total 386 570 956 Ri g h t 36 Th r u 11 Le f t 82 Ou t To t a l In 18 6 12 9 31 5 Left 19 Thru 274 Right 87 Out TotalIn 492 380 872 Le f t 76 Th r u 20 Ri g h t 24 To t a l Ou t In 13 5 12 0 25 5 Peak Hour Begins at 08:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 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 9 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 PHF .913 .944 .931 .981 .820 .688 .818 .896 .792 .685 .750 .704 .679 .556 .600 .714 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 253 File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 1 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Groups Printed- Total Volume 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 Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 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 254 File Name : LQA_Adams_CC PM Site Code : 241097 Start Date : 12/17/2024 Page No : 2 City of La Quinta N/S: Adams Street E/W: Corporate Centre Drive Weather: Clear Adams Street C o r p o r a t e C e n t r e D r i v e C o r p o r a t e C e n t r e D r i v e Adams Street Right 116 Thru 426 Left 111 InOut Total 615 653 1268 Ri g h t 10 3 Th r u 21 Le f t 12 1 Ou t To t a l In 21 9 24 5 46 4 Left 52 Thru 373 Right 91 Out TotalIn 634 516 1150 Le f t 13 9 Th r u 17 Ri g h t 87 To t a l Ou t In 18 9 24 3 43 2 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 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 PHF .895 .866 .906 .878 .864 .656 .888 .875 .833 .921 .625 .883 .848 .607 .837 .920 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 255 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Tuesday CITY: La Quinta 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 256 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 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Tuesday CITY: La Quinta DATE: 12/17/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 257 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Saturday CITY: La Quinta 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 258 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 DRIVE THRU SURVEY LOCATION: McDonalds, 78-962 Highway 111 DAY: Saturday CITY: La Quinta DATE: 12/14/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 259 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Tuesday CITY: La Quinta 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 260 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 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Tuesday CITY: La Quinta DATE: 12/17/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 261 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Saturday CITY: La Quinta 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 262 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 DRIVE THRU SURVEY LOCATION: Starbucks, 78752 Highway 111 DAY: Saturday CITY: La Quinta DATE: 12/14/2024 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 263 APPENDIX D HCM ANALYSIS WORKSHEETS 264 EXISTING TRAFFIC CONDITIONS 265 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.2 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.318 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/8/2025 266 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4213952823881224489210131822Total Analysis Volume [veh/h] 103247622301122325806Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 361182242076105386798727419Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/8/2025 267 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0229022901780156Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.017.00.026.017.00.024.016.00.021.013.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/8/2025 268 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.529.691.4310.250.570.539.310.470.428.71d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2436.6134.4836.846.846.8336.638.118.0838.54d1, Uniform Delay [s] 14912314611510771161121992107944c, Capacity [veh/h] 1648178117051781173418701781171918701781s, saturation flow rate [veh/h] 0.030.050.030.050.160.160.050.120.120.01(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.060.620.620.070.580.580.02g / C, Green / Cycle 7.25.56.85.149.749.75.446.246.21.9g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 47.8096.3444.4190.2479.1183.9488.9666.1269.4522.9195th-Percentile Queue Length [ft/ln] 1.913.851.783.613.163.363.562.642.780.9295th-Percentile Queue Length [veh/ln] 26.5553.5224.6750.1343.9546.6349.4236.7338.5812.7350th-Percentile Queue Length [ft/ln] 1.062.140.992.011.761.871.981.471.540.5150th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDAADAADLane Group LOS 35.7646.2935.9147.107.417.3645.958.578.5047.25d, Delay for Lane Group [s/veh] 0.370.770.350.770.260.250.760.200.200.50X, volume / capacity Lane Group Results 4 1/8/2025 269 Generated with Scenario 1: 1 E AMVersion 2025 (SP 0-1) Movement, Approach, & Intersection Results 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/8/2025 270 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.8 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.356 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/8/2025 271 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4213952823881224489210643360Total Analysis Volume [veh/h] 10324762230112232610815Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 361182242076105386799137352Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/8/2025 272 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0229022901680157Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.024.015.00.023.014.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/8/2025 273 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.529.771.4310.340.620.579.360.620.5811.48d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2436.6234.4836.857.647.6336.648.408.3937.65d1, Uniform Delay [s] 149123146114103911201211008108083c, Capacity [veh/h] 1648178117051781173418701781174518701781s, saturation flow rate [veh/h] 0.030.050.030.050.160.160.050.150.150.03(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.060.600.600.070.580.580.05g / C, Green / Cycle 7.25.56.85.148.048.05.446.246.23.7g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 47.8096.4644.4190.3586.6091.9189.0388.3492.9961.1195th-Percentile Queue Length [ft/ln] 1.913.861.783.613.463.683.563.533.722.4495th-Percentile Queue Length [veh/ln] 26.5653.5924.6750.2048.1151.0649.4649.0851.6633.9550th-Percentile Queue Length [ft/ln] 1.062.140.992.011.922.041.981.962.071.3650th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.7646.3935.9147.208.278.2046.009.038.9649.13d, Delay for Lane Group [s/veh] 0.370.770.350.770.260.260.760.260.260.73X, volume / capacity Lane Group Results 4 1/8/2025 274 Generated with Scenario 2: 2 E PMVersion 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/8/2025 275 OPENING YEAR TRAFFIC CONDITIONS 276 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):17.7 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.344 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 277 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313982823911245129410338822Total Analysis Volume [veh/h] 113247623311282426976Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184242078107441818933419Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 00000004700550Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 278 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 0221202212021120189Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.025.016.00.022.013.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 279 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.579.571.4310.080.660.619.170.570.528.71d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2636.5234.4836.757.067.0536.578.428.4038.54d1, Uniform Delay [s] 14912714611810801157124997107344c, Capacity [veh/h] 1647178117051781174618701781173818701781s, saturation flow rate [veh/h] 0.030.060.030.050.180.180.050.140.140.01(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.070.620.620.070.570.570.02g / C, Green / Cycle 7.25.76.85.349.649.65.546.046.01.9g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 48.7499.0944.4192.9791.1796.5390.6280.3384.3222.9195th-Percentile Queue Length [ft/ln] 1.953.961.783.723.653.863.623.213.370.9295th-Percentile Queue Length [veh/ln] 27.0855.0524.6751.6550.6553.6350.3444.6346.8512.7350th-Percentile Queue Length [ft/ln] 1.082.200.992.072.032.152.011.791.870.5150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.8346.0935.9146.837.727.6645.748.988.9147.25d, Delay for Lane Group [s/veh] 0.380.770.350.770.280.280.760.240.240.50X, volume / capacity Lane Group Results 4 1/28/2025 280 Generated with Adams St and Corporate Centre Dr Scenario 3: 3 EAC AMTJW Engineering, Inc.Version 2025 (SP 0-1) Movement, Approach, & Intersection Results 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 281 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.3 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.385 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 282 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313982823911245359410850862Total Analysis Volume [veh/h] 11324762331134242712715Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184242078107461819343753Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 00000006700570Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 283 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02212022120201101910Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.016.00.026.016.00.024.015.00.023.014.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 284 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.579.571.4310.080.760.719.210.750.7011.98d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 34.2636.5234.4836.757.977.9736.578.758.7437.63d1, Uniform Delay [s] 149127146118104311151241009107384c, Capacity [veh/h] 1647178117051781175018701781175818701781s, saturation flow rate [veh/h] 0.030.060.030.050.180.180.050.170.170.03(v / s)_i Volume / Saturation Flow Rate 0.090.070.090.070.600.600.070.570.570.05g / C, Green / Cycle 7.25.76.85.347.847.85.546.046.03.8g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 48.7499.0944.4192.97104.59110.6490.66105.10110.4463.4795th-Percentile Queue Length [ft/ln] 1.953.961.783.724.184.433.634.204.422.5495th-Percentile Queue Length [veh/ln] 27.0855.0524.6751.6558.1161.4650.3758.3961.3635.2650th-Percentile Queue Length [ft/ln] 1.082.200.992.072.322.462.012.342.451.4150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesYesNoNoCritical Lane Group DDDDAADAADLane Group LOS 35.8346.0935.9146.838.738.6745.789.509.4449.62d, Delay for Lane Group [s/veh] 0.380.770.350.770.310.300.760.300.300.74X, volume / capacity Lane Group Results 4 1/28/2025 285 Generated with Adams St and Corporate Centre Dr Scenario 4: 4 EAC PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 286 OPENING YEAR PLUS PROJECT TRAFFIC CONDITIONS 287 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):25.2 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.516 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 288 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 289 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 90Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02212022120201201810Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.019.00.026.019.00.028.019.00.026.017.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 290 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.849.514.398.991.261.149.260.620.578.02d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.120.500.500.110.500.500.11k, delay calibration 39.0041.0837.4538.8012.6012.6041.1510.5610.5440.01d1, Uniform Delay [s] 1401272142108909871239551028163c, Capacity [veh/h] 1647178116261781168718701781173718701781s, saturation flow rate [veh/h] 0.030.060.090.100.200.200.050.140.140.07(v / s)_i Volume / Saturation Flow Rate 0.080.070.130.120.530.530.070.550.550.09g / C, Green / Cycle 7.66.411.810.647.647.66.249.649.68.2g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 90909090909090909090C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 56.00111.06156.63191.29173.57190.01102.31102.33108.39135.1895th-Percentile Queue Length [ft/ln] 2.244.446.277.656.947.604.094.094.345.4195th-Percentile Queue Length [veh/ln] 31.1161.7087.01106.6296.43105.7056.8456.8560.2275.1050th-Percentile Queue Length [ft/ln] 1.242.473.484.263.864.232.272.272.413.0050th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDBBDBBDLane Group LOS 40.8550.5841.8547.7913.8713.7350.4111.1811.1148.03d, Delay for Lane Group [s/veh] 0.400.770.710.830.390.380.760.250.250.78X, volume / capacity Lane Group Results 4 1/28/2025 291 Generated with Adams St and Corporate Centre Dr Scenario 5: 5 EACP AMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 292 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):22.2 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.450 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 293 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 294 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 90Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.03.00.03.03.00.03.03.0Amber [s] 02211022110211102010Maximum Green [s] Auxiliary Signal Groups 047083025061Signal Group PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s] --Lead--Lead--Lead--LeadLead / Lag 0.026.018.00.026.018.00.028.018.00.028.018.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 295 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.849.602.918.560.960.889.300.740.698.55d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 39.0041.0938.3440.0910.4810.4841.169.709.7040.62d1, Uniform Delay [s] 140127173162976106012310141079141c, Capacity [veh/h] 1647178116471781172218701781175818701781s, saturation flow rate [veh/h] 0.030.060.060.070.190.190.050.170.170.06(v / s)_i Volume / Saturation Flow Rate 0.080.070.100.090.570.570.070.580.580.08g / C, Green / Cycle 7.66.49.48.251.151.16.252.052.07.1g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 90909090909090909090C, Calculated Cycle Length [s] CLCLCCLCCLLane Group Lane Group Calculations 56.00111.1998.81142.95147.27158.36102.35122.66129.27116.7595th-Percentile Queue Length [ft/ln] 2.244.453.955.725.896.334.094.915.174.6795th-Percentile Queue Length [veh/ln] 31.1161.7754.8979.4281.8287.9856.8668.1571.8264.8650th-Percentile Queue Length [ft/ln] 1.242.472.203.183.273.522.272.732.872.5950th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoNoNoNoYesCritical Lane Group DDDDBBDBBDLane Group LOS 40.8550.6941.2448.6411.4411.3650.4510.4410.3949.17d, Delay for Lane Group [s/veh] 0.400.770.570.800.340.340.760.290.290.77X, volume / capacity Lane Group Results 4 1/28/2025 296 Generated with Adams St and Corporate Centre Dr Scenario 6: 6 EACP PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence 5 1/28/2025 297 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #1 TRAFFIC CONDITIONS 298 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):24.4 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.626 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 299 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 300 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.00.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.014.00.00.014.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.00.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.00.00.03.03.00.03.03.0Amber [s] 0361002200211301911Maximum Green [s] Auxiliary Signal Groups 047080025061Signal Group PermissPermissProtectePermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0105010001050105Minimum Green [s] --Lead-----Lead--LeadLead / Lag 0.040.014.00.026.00.00.025.017.00.023.015.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 301 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.089.811.191.672.272.049.441.010.927.83d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 18.4736.5527.7532.4116.5516.5436.6014.0714.0535.53d1, Uniform Delay [s] 547126313306719796123780839164c, Capacity [veh/h] 1647178114801020168718701781173718701781s, saturation flow rate [veh/h] 0.030.060.100.170.200.200.050.140.140.07(v / s)_i Volume / Saturation Flow Rate 0.330.070.210.210.430.430.070.450.450.09g / C, Green / Cycle 26.55.716.916.934.134.15.535.935.97.4g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCCCCLCCLLane Group Lane Group Calculations 32.3699.42118.87150.38196.44210.7390.98117.25124.08119.1595th-Percentile Queue Length [ft/ln] 1.293.984.756.027.868.433.644.694.964.7795th-Percentile Queue Length [veh/ln] 17.9855.2466.0483.55110.31120.6650.5565.1468.9366.2050th-Percentile Queue Length [ft/ln] 0.722.212.643.344.414.832.022.612.762.6550th-Percentile Queue Length [veh/ln] NoYesNoYesYesNoNoNoNoYesCritical Lane Group BDCCBBDBBDLane Group LOS 18.5646.3628.9434.0818.8218.5846.0415.0814.9843.36d, Delay for Lane Group [s/veh] 0.100.780.490.570.480.480.760.300.300.78X, volume / capacity Lane Group Results 4 1/28/2025 302 Generated with Adams St and Corporate Centre Dr Scenario 11: 11 EACP Alt 1 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4-21Ring 1 Sequence 5 1/28/2025 303 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):22.0 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.560 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00320.00100.00100.0085.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 1/28/2025 304 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 1/28/2025 305 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.00.00.02.02.00.02.02.0l2, Clearance Lost Time [s] 0.02.02.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.014.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.00.00.01.01.00.01.01.0All red [s] 0.03.03.00.03.00.00.03.03.00.03.03.0Amber [s] 0361002200211202011Maximum Green [s] Auxiliary Signal Groups 047080025061Signal Group PermissPermissProtectePermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic) NoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoMinimum Recall 0.03.03.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0105010001050105Minimum Green [s] --Lead-----Lead--LeadLead / Lag 0.040.014.00.026.00.00.025.016.00.024.015.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 1/28/2025 306 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.109.810.841.511.551.429.401.151.088.49d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.500.110.500.500.11k, delay calibration 20.3536.5528.9133.9413.8713.8636.6012.9312.9236.10d1, Uniform Delay [s] 492126267257812882123847901142c, Capacity [veh/h] 164717811499939172218701781175818701781s, saturation flow rate [veh/h] 0.030.060.070.140.190.190.050.170.170.06(v / s)_i Volume / Saturation Flow Rate 0.300.070.180.180.470.470.070.480.480.08g / C, Green / Cycle 23.95.714.314.337.737.75.538.638.66.4g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 80808080808080808080C, Calculated Cycle Length [s] CLCCCCLCCLLane Group Lane Group Calculations 34.3399.4276.44112.74168.82181.3390.92141.09148.59103.2895th-Percentile Queue Length [ft/ln] 1.373.983.064.516.757.253.645.645.944.1395th-Percentile Queue Length [veh/ln] 19.0755.2442.4662.6393.79100.7450.5178.3882.5557.3850th-Percentile Queue Length [ft/ln] 0.762.211.702.513.754.032.023.143.302.3050th-Percentile Queue Length [veh/ln] NoYesNoYesYesNoNoNoNoYesCritical Lane Group CDCDBBDBBDLane Group LOS 20.4546.3629.7535.4515.4215.2845.9914.0914.0044.59d, Delay for Lane Group [s/veh] 0.110.780.370.500.410.410.760.350.350.77X, volume / capacity Lane Group Results 4 1/28/2025 307 Generated with Adams St and Corporate Centre Dr Scenario 12: 12 EACP Alt 1 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 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 ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4-21Ring 1 Sequence 5 1/28/2025 308 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #2 TRAFFIC CONDITIONS 309 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-2) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):22.3 Analysis Method:HCM 7th Edition Level Of Service:C Analysis Period:15 minutes Volume to Capacity (v/c):0.855 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 4/11/2025 310 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-2) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 4/11/2025 311 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-2) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 018190242109500950Maximum Green [s] Auxiliary Signal Groups 047083020060Signal Group Flashing Yellow Arrow PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing (Basic) NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 0105010501000100Minimum Green [s] --Lead--Lead------Lead / Lag 0.022.020.00.022.020.00.038.00.00.038.00.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 4/11/2025 312 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-2) 1.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.589.033.587.206.396.30d2, Incremental Delay [s] 1.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.50k, delay calibration 34.2936.4532.7834.3010.489.46d1, Uniform Delay [s] 1481282252141027822c, Capacity [veh/h] 164717811626178115271201s, saturation flow rate [veh/h] 0.030.060.090.100.540.52(v / s)_i Volume / Saturation Flow Rate 0.090.070.140.120.640.64g / C, Green / Cycle 7.25.711.09.651.251.2g_i, Effective Green Time [s] 2.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 808080808080C, Calculated Cycle Length [s] CLCLCCLane Group Lane Group Calculations 48.7898.35135.45165.89343.54245.4395th-Percentile Queue Length [ft/ln] 1.953.935.426.6413.749.8295th-Percentile Queue Length [veh/ln] 27.1054.6475.2592.16221.50146.2650th-Percentile Queue Length [ft/ln] 1.082.193.013.698.865.8550th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoCritical Lane Group DDDDBBLane Group LOS 35.8745.4836.3641.5016.8615.77d, Delay for Lane Group [s/veh] 0.380.760.680.810.800.75X, volume / capacity Lane Group Results 4 4/11/2025 313 Generated with Adams St and Corporate Centre Dr Scenario 7: 7 EACP Alt 2 AMTJW Engineering, Inc.Version 2025 (SP 0-2) 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 I_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 ----------------Ring 4 ----------------Ring 3 ------------876-Ring 2 ------------432-Ring 1 Sequence 5 4/11/2025 314 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-2) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Signalized Delay (sec / veh):18.7 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes Volume to Capacity (v/c):0.796 YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00110.00100.00100.00110.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 1 4/11/2025 315 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-2) 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 2 4/11/2025 316 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-2) 16.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 80Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Advanced Detector Location [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0.017.00.00.017.00.00.010.00.00.010.00.0Pedestrian Clearance [s] 0.05.00.00.05.00.00.05.00.00.05.00.0Walk [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 018160181603400340Maximum Green [s] Auxiliary Signal Groups 047083020060Signal Group Flashing Yellow Arrow PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing (Basic) NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 0105010501000100Minimum Green [s] --Lead--Lead------Lead / Lag 0.022.020.00.022.020.00.038.00.00.038.00.0Split [s] Phasing & Timing: Pattern 1 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 3 4/11/2025 317 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-2) 1.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.549.032.387.804.794.77d2, Incremental Delay [s] 1.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.500.50k, delay calibration 34.2136.4533.5635.508.548.20d1, Uniform Delay [s] 1501281841651061991c, Capacity [veh/h] 164717811647178115171410s, saturation flow rate [veh/h] 0.030.060.060.070.520.51(v / s)_i Volume / Saturation Flow Rate 0.090.070.110.090.670.67g / C, Green / Cycle 7.25.78.97.453.453.4g_i, Effective Green Time [s] 2.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 808080808080C, Calculated Cycle Length [s] CLCLCCLane Group Lane Group Calculations 48.6798.3585.61125.68277.73248.0495th-Percentile Queue Length [ft/ln] 1.953.933.425.0311.119.9295th-Percentile Queue Length [veh/ln] 27.0454.6447.5669.82170.62148.2150th-Percentile Queue Length [ft/ln] 1.082.191.902.796.825.9350th-Percentile Queue Length [veh/ln] NoYesYesNoYesNoCritical Lane Group DDDDBBLane Group LOS 35.7445.4835.9443.3013.3312.97d, Delay for Lane Group [s/veh] 0.370.760.530.780.750.73X, volume / capacity Lane Group Results 4 4/11/2025 318 Generated with Adams St and Corporate Centre Dr Scenario 8: 8 EACP Alt 2 PMTJW Engineering, Inc.Version 2025 (SP 0-2) 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 I_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 ----------------Ring 4 ----------------Ring 3 ------------876-Ring 2 ------------432-Ring 1 Sequence 5 4/11/2025 319 OPENING YEAR PLUS PROJECT PLUS ALTERNATIVE #3 TRAFFIC CONDITIONS 320 Generated with Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Roundabout Delay (sec / veh):14.6 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 0000Pedestrian Volume [ped/h] 4313981302317421151294103388128Total Analysis Volume [veh/h] 11324336445312824269732Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 371184112201501824418189334110Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000880727547005591Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386798727419Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 1 1/28/2025 321 Generated with Adams St and Corporate Centre Dr Scenario 9: 9 EACP Alt 3 AMTJW Engineering, Inc.Version 2025 (SP 0-1) 4313981302317421151294103388128Adjusted Demand Flow Rate [veh/h] 371184112201501824418189334110Demand Flow Rate [veh/h] 224359617755Exiting Flow Rate [veh/h] 704718244297Circulating Flow Rate [veh/h] 1111Number of Conflicting Circulating Lanes Intersection Settings 0.230.500.770.62X, volume / capacity 66065110561000Capacity per Entry Lane [veh/h] 1.001.001.001.00Pedestrian Impedance 67466410771020Capacity of Entry and Bypass Lanes [veh/h] 158334834632Entry Flow Rate [veh/h] 0.980.980.980.98HV Adjustment Factor 0.001020.001020.001020.00102B (coefficient) 1380.001380.001380.001380.00A (intercept) 3.003.003.003.00User-Defined Follow-Up Time [s] NoNoNoNoOverwrite Calculated Follow-Up Time 4.004.004.004.00User-Defined Critical Headway [s] NoNoNoNoOverwrite Calculated Critical Headway Lanes BIntersection LOS 14.59Intersection Delay [s/veh] ABCBApproach LOS 8.2713.5117.8912.37Approach Delay [s/veh] 22.5170.86202.34111.5495th-Percentile Queue Length [ft] 0.902.838.094.4695th-Percentile Queue Length [veh] ABCBLane LOS Movement, Approach, & Intersection Results 2 1/28/2025 322 Generated with Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PMTJW Engineering, Inc.Version 2025 (SP 0-1) Intersection Level Of Service Report Intersection 1: Adams St / Corporate Center Dr Control Type:Roundabout Delay (sec / veh):14.0 Analysis Method:HCM 7th Edition Level Of Service:B Analysis Period:15 minutes YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0045.0045.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Intersection Setup 0000Pedestrian Volume [ped/h] 431398752312916353594108508109Total Analysis Volume [veh/h] 113241963241134242712727Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.86100.8610Peak Hour Factor 3711846520111140461819343794Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000410333367005741Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 361182242076105386799137352Base Volume Input [veh/h] Corporate Center DriveCorporate Center DriveAdams StreetAdams StreetName Volumes 1 1/28/2025 323 Generated with Adams St and Corporate Centre Dr Scenario 10: 10 EACP Alt 3 PMTJW Engineering, Inc.Version 2025 (SP 0-1) 431398752312916353594108508109Adjusted Demand Flow Rate [veh/h] 3711846520111140461819343794Demand Flow Rate [veh/h] 230291694722Exiting Flow Rate [veh/h] 761742224251Circulating Flow Rate [veh/h] 1111Number of Conflicting Circulating Lanes Intersection Settings 0.250.360.740.69X, volume / capacity 62363610771048Capacity per Entry Lane [veh/h] 1.001.001.001.00Pedestrian Impedance 63664810981069Capacity of Entry and Bypass Lanes [veh/h] 158232808740Entry Flow Rate [veh/h] 0.980.980.980.98HV Adjustment Factor 0.001020.001020.001020.00102B (coefficient) 1380.001380.001380.001380.00A (intercept) 3.003.003.003.00User-Defined Follow-Up Time [s] NoNoNoNoOverwrite Calculated Follow-Up Time 4.004.004.004.00User-Defined Critical Headway [s] NoNoNoNoOverwrite Calculated Critical Headway Lanes BIntersection LOS 13.98Intersection Delay [s/veh] ABCBApproach LOS 8.9110.5815.7114.24Approach Delay [s/veh] 24.2540.44174.68147.1595th-Percentile Queue Length [ft] 0.971.626.995.8995th-Percentile Queue Length [veh] ABCBLane LOS Movement, Approach, & Intersection Results 2 1/28/2025 324 PREST | VUKSIC | GREENWOOD A R C H I T E C T S I N T E R I O R S 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA ATTACHMENT 6 325 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A001 SHEET INDEX AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 PROJECT INFORMATION APPLICANT PREST VUKSIC GREENWOOD ARCHITECTS 44-530 SAN PABLO AVE., STE 200 PALM DESERT, CA 92260 APN 643-080-064 DEVELOPMENT SUMMARY ZONE: SPECIFIC PLAN: SETBACKS: INTERIOR SETBACKS: HEIGHT LIMIT: MAX. STORIES: MAX. FAR: PARKING DATA PARKING REQUIRED (per LQMC Table 9-12) STANDARD @ 1:100, NO LESS THAN 10 3,690 GSF + 650 SF OUTDOOR = 4,340 / 100 = TOTAL: ACCESSIBLE LOADING SHORT TERM BICYCLE (3%, MIN. 5) EVSE PER CAL GREEN (per table 5.106.5.3.1) EVCS PER CAL GREEN (per table 5.106.5.3.1) PARKING PROVIDED PER SHARED PARKING AGREEMENT* *PARKING TO BE MODIFIED TO ADD 1 VAN ACCESSIBLE STALL AND EVSE BUILDING DATA OCCUPANCY: TYPE OF CONSTRUCTION: SPRINKLED NO. OF STORIES GREATEST HEIGHT B TYPE VB YES 1 23'-6" (35'-0" ARCHITECTURAL TOWER) CONSULTANTS PREST VUKSIC GREENWOOD ARCHITECTS 44-530 SAN PABLO AVE., STE 200 PALM DESERT, CA 92260 760.779.5393 JOHN VUKSIC ARCHITECT CIVIL ENGINEER LANDSCAPE ARCHITECT EGAN CIVIL PO BOX 5282 LA QUINTA, CA 92248 760.404.7663 - PROPERTY DATA SITE AREA: GROSS BUILDING AREA: BUILDING COVERAGE: FAR: INTERIOR LANDSCPARE AREA: INTERIOR LANDSCAPE COVERAGE: PARKING AREA: PARKING LANDSCAPE AREA: PARKING LADSCAPE COVERAGE: 19,757 SF (0.45 AC) 3,690 GSF 19% .19 3,513 SF 17% 8,512 SF 748 SF 8.7% 44 44 1 VAN 1 5 2 8 PROJECT DESCRIPTION / USE The project is a new drive-thru building. C-R SP 89-014 One Eleven Shopping Center 20 BLDG/10 LANDSCAPE 0 50 5 .35 PROJECT ADDRESS WEST SIDE OF ADAMS ST., SOUTH OF HWY 111 LA QUINTA, CA 92253 BUILDING AREA NAME AREA LEASEABLE BLDG SF 3,689.5 SF SHEET NO.SHEET NAME GENERAL A000 COVER SHEET A001 SHEET INDEX A002 VICINITY / SITE PHOTO INDEX A003 SITE PHOTOS CIVIL SHEET 1 PRELIMINARY GRADING PLAN LANDSCAPE L1.1 PRELIMNARY LANDSCAPE PLAN L1.2 PRELIMINARY LIGHTING PLAN ARCHITECTURE A100 OVERALL SITE PLAN - PARKING & QUEUING A101 ENLARGED SITE PLAN A201 FLOOR PLAN A301 ELEVATIONS A302 ELEVATIONS A310 COLORED ELEVATIONS A311 COLORED ELEVATIONS A401 ROOF PLAN A501 3D VIEWS A502 3D VIEWS A601 VIEW FROM HWY 111 & ADAMS STREET A602 VIEW FROM HWY 111 & ADAMS STREET A603 VIEW FROM ADAMS STREET A701 MATERIAL BOARDHSA Design Group, Inc. PO Box 10690 Palm Desert, CA 92255 760.341.1515 SEPARATE SUBMITTALS TRASH ENCLOSURE, FLAGPOLES, SITE LIGHTING, MENU BOARDS AND BUILDING SIGNAGE. 326 80 354045 50505050505055555555606060 65656565 7070707575 75 85 505050 55555555556060 60606565657070 7070757590MH MHMH STOP STOP STOP MH MH MH AHEA D AHEA D SIGN A L SIGN A L MHMH MHMH ST O P ST O P MH C.O.C.O.BO MH MH PROPOSED DRIVE-THRU A D A M S S T R E E T HIGHWAY 111 PROPOSED MONUMENT SIGN 1 2 3 4 5 6 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 50'-0" A002 VICINITY / SITE PHOTO INDEX AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'25' 50' 100'200' NORTH 327 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A003 SITE PHOTOS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 VIEW 2 - PAD VIEW FROM PARKING LOTVIEW 1 - PAD VIEW FROM PARKING LOT VIEW 3 - PAD VIEW FROM ENTRY DRIVE VIEW 5 - PAD VIEW FROM ADAMS STREETVIEW 4 - PAD VIEW FROM ADAMS SIGNAL *PHOTO SIMULATION VIEW VIEW 6 - PAD VIEW FRON HWY 111 & ADAMS *PHOTO SIMULATION VIEW 328 BUIL D I N G 74.0 0 F F 73.5 P A D PP_4009B1 (C A T V ) (C A T V )71.35FS72.42EG72.33EG71.33FS71.58FS71.50FS71.71FS71.85FS72.55FS72.24FS72.02FS73.57FS73.14FS72.89FS73.37EG73.73EG73.86EG73.64EG73.48EG73.12EG73.43EG73.46EG73.97EG73.75EG73.32EG73.20EG73.25EG72.67EG72.80EG72.61EG72.11EG72.96EG72.32EG72.97EG72.83EG72.81EG72.76EG73.51EG73.79EG73.65EG73.74EG73.87EG75.00EG( 7 2 ) ( 7 3 ) ( 7 3 ) ( 7 4 )71.63EG71.91EGSS M H (7 3 . 0 5 R I M ) ( 7 2 . 3 3 T C ) ( 7 1 . 9 0 F L ) ( 7 2 . 6 2 T C ) ( 7 2 . 1 0 F L ) (72.63TC ) (72.14FL) (72.21LI P ) ( 7 2 . 7 5 T C ) (7 2 . 2 9 F L ) (7 2 . 5 9 T C ) (7 2 . 1 5 F L ) ( 7 2 . 3 4 T C ) ( 7 1 . 8 4 F L ) ( 7 2 . 3 1 T C ) ( 7 1 . 7 9 F L ) ( 7 2 . 6 7 T C ) ( 7 2 . 0 5 F L ) ( 7 2 . 9 2 T C ) ( 7 2 . 4 8 F L ) ( 7 9 . 8 4 T W ) ( 7 9 . 8 6 T W ) ( 7 9 . 8 5 T W ) (7 2 . 1 6 L I P ) (7 2 . 1 0 F L ) (7 2 . 3 2 L I P ) (CRO W N ) (72. 2 6 ) ( C R O W N ) ( 7 2 . 5 1 ) (C R O W N ) (7 1 . 8 9 ) (S I D E W A L K ) (I C V ) (SIGN)73.49EG73.73EG(S I D E W A L K ) (7 3 . 0 8 T C ) (7 2 . 4 7 F L )71.78FS73.01EG73.13EG(7 2 . 8 7 T C ) (7 2 . 4 1 F L ) (7 2 . 5 7 L I P ) (V L V ) (W T R ) (7 3 . 1 6 T C ) (7 2 . 6 6 F L ) (7 2 . 8 5 L I P ) SS M H 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S 8' ' S S (10.00') 18 (N 2 4 ° 4 1 ' 1 2 " E 6 8 . 4 7 ' ) (L=2.99') (R=270. 00') ( Δ=00°38'04") (N 0 0 ° 1 7 ' 2 8 " W 1 5 8 . 3 6 ' ) (N 8 9 ° 4 9 ' 4 0 " E ) (3 . 5 4 ' ) 4 4 (44.00') 14 (10.00') 14 (N 0 0 ° 1 7 ' 2 8 " W ) (P U B L I C S T R E E T ) ( N 6 5 ° 5 0 ' 5 3 " W 1 4 9 . 6 8 ' ) (N 2 4 ° 0 9 ' 0 7 " E 2 2 . 3 8 ' ) ( N 6 5 ° 5 0 ' 5 3 " W ) ( 1 6 . 1 5 ' ) (N 2 4 ° 0 9 ' 0 7 " E 2 0 . 0 7 ' ) (Δ=19°16' 04" R=250. 00') ( L=84. 07' ) (Δ=90°32'05" R=20.00') (L=31.60') ( Δ = 8 5 ° 5 7 ' 0 5 " R =3 5.0 0') ( L =5 2 . 5 0') (Δ=12°20'44" R=230.00' L=49.56') (Δ=46°20'5 8" R =3 5. 0 0 ' ) (L =2 8.31 ') OUT D O O R S E A T I N G APP R O X . 6 5 0 S F 1 2 3 ORD E R DIRE C T I O N A L SIGN DN PRO P O S E D D R I V E - T H R U 3,69 0 S F DN DN 4 RIG H T T U R N ON L Y 5 6 DN 16 PICK UP 15 14 13 11 12 9 10 7 8 DN DN N2 4 ° 4 1 ' 1 2 " E 6 8 . 4 7 ' PARCEL 2 PM 36921 (PMB 289/75-58) PARCEL 2 CERT. OF COMP. REC. 4/2/1994 AS DOC. #178098 PARCEL 1 PM 36921 (PMB 289/75-58) 7 2 . 6 0 T C 7 2 . 1 0 F S 7 2 . 6 3 T C 7 2 . 1 2 F S ( 7 1 . 8 0 F S ) ( 7 1 . 8 2 F S ) ( 7 1 . 7 2 F S ) ( 7 1 . 8 1 F S ) ( 7 1 . 9 0 F S ) 7 2 . 7 0 T C 7 2 . 2 0 F S 7 2 . 9 0 T C 7 2 . 4 0 F S 7 4 . 2 8 T C 7 3 . 7 8 F S 7 3 . 8 0 T C 7 3 . 3 0 F L 7 4 . 3 2 T C 7 3 . 8 2 F S 7 4 . 0 5 T C 7 3 . 5 5 F L 7 4 . 1 6 T C 7 3 . 6 6 F S 7 4 . 0 2 T C 7 3 . 5 2 F S 7 3 . 9 4 T C 7 3 . 4 4 F S 7 3 . 4 7 T C 7 2 . 9 7 F S 7 3 . 6 2 T C 7 3 . 1 2 F S 7 3 . 0 0 T C 7 2 . 5 0 F S 7 2 . 4 4 T C 7 1 . 9 4 F S 7 2 . 3 3 T C 7 1 . 8 3 F S 7 2 . 8 1 F S 7 2 . 8 8 F S 7 2 . 7 5 F S 7 2 . 8 3 F S 7 2 . 5 0 F S 7 2 . 5 8 F S 73 . 9 8 F S 7 3 . 6 0 F S 7 3 . 6 0 F S 7 3 . 8 3 F S 7 3 . 2 0 T C 7 2 . 7 0 F S 7 3 . 7 0 T C 7 3 . 2 0 F S 7 3 . 8 0 T C 7 3 . 3 0 F S 7 3 . 7 6 T C 7 3 . 2 6 F S 7 3 . 6 3 T C 7 3 . 1 3 F L 7 3 . 7 8 T C 7 3 . 2 8 F S 7 2 . 5 0 F S 7 3 . 6 7 T C 7 3 . 1 7 F S 7 2 . 3 3 T C 7 1 . 8 3 F S ( 7 1 . 7 0 F S ) 7 3 . 0 5 T C 7 2 . 5 5 F L 7 2 . 6 1 F S 7 2 . 6 0 F S 7 2 . 7 5 F S 7 2 . 8 3 F S ( 7 1 . 8 5 F S ) 7 3 . 8 8 F S 7 3 . 7 2 F S 7 3 . 8 0 T C 7 3 . 3 0 F S 7 4 . 2 5 T C 7 3 . 7 5 F S 7 4 . 3 7 T C 7 3 . 8 7 F S 7 3 . 9 5 T C 7 3 . 4 5 F S 7 3 . 4 7 T C 7 2 . 9 7 F L 7 3 . 7 1 T C 7 3 . 2 1 F S 73 . 4 2 F S 73 . 5 7 F S 7 3 . 9 8 F S BR E A K G R A D E B R E A K ( 7 1 . 6 2 F S ) 7 2 . 6 0 F S 7 3 . 8 8 F S 7 4 . 1 7 T C 7 3 . 6 7 F S R 2 5 . 0 0 ' R 2 5 . 0 0 ' 7 4 . 3 0 T C 7 3 . 8 0 F L 2 6 . 0 ' 2 6 . 2 ' 13 . 0 ' 24 . 5 ' 6 . 0 ' 1 9 . 0 ' 5 . 0 ' 8. 5 ' 9. 2 ' 2 6 . 3 ' 7 3 . 9 5 F S 7 3 . 4 0 F S 7 3 . 9 5 F S 7 3 . 8 8 F S 13 . 0 ' 1 . 5 % 2 . 1 5 % GR A D E 7 3 . 4 7 T C 7 2 . 9 7 F S 7 3 . 5 9 T C 7 3 . 0 9 F L 7 3 . 3 2 F S 1 . 4 1 % 1 . 5 % 1. 0 % 0 . 5 % 1. 0 % 4. 7 5 % 0 . 5 % 0. 7 7 % 7 3 . 2 0 F S 7 3 . 2 5 F S 7. 8 % 2. 0 % 0 . 7 7 % 0 . 7 7 % 0 . 5 % 0 . 5 % BR E A K GR A D E 0. 5 % 7 3 . 8 8 F S 4 . 7 5 % 4 . 7 5 % 7 3 . 2 7 T C 7 3 . 3 5 F S 7 3 . 4 5 F S 7 3 . 7 0 T C 7 3 . 2 0 F S 7 3 . 1 5 F S 3 . 3 % 1. 5 5 % 8 . 3 % R1 1 . 0 0 ' 0 . 5 % H P H P 7 2 . 6 9 T C 7 2 . 1 9 F L 7 . 5 % 5 . 5 % 2% 2. 7 5 % 2. 0 % 1. 0 % 1.4% 11 . 0 ' 11 . 0 ' R1 1 . 0 0 ' 2 . 0 % 2 . 0 % 7 3 . 6 7 F S MONUMENT SIGN TO REMAIN EXISTING EXISTING UTILITIES EXISTING ADA RAMP PROTECT IN PLACE ⅊ ⅊ ⅊ R/ W R/ W RIGHT OF WAY PROTECT IN PLACE PRELIMINARY GRADING PLAN IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA LOT COVERAGE: TOTAL LOT AREA = TOTAL BUILDING AREA = 19,757± SF (0.45 AC) 4,000± SF BUILDING AREA/LOT AREA =20.0% ADAMS ST & HWY 111, LA QUINTA, CA, 92253 LOT 2 OF PARCEL MAP NO. 36921 (MB 239/75-78) ADAMS & 111 DRIVE THRU PAD DATE CITY OF LA QUINTA ACTING BUILDING OFFICIAL APPROVED FOR PERMITTING:PLANNING AND ZONING COMPLIANCE: CHERI FLORES COMMUNITY DEVELOPMENT MANAGER CITY OF LA QUINTA AJ ORTEGA DATE LOT 2 OF PARCEL MAP NO. 36921, AS SHOWN BY A MAP ON FILE IN BOOK 239, PAGES 75 THROUGH 78 OF PARCEL MAPS, INCLUSIVE, OFFICIAL RECORDS, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. LEGAL DESCRIPTION: PREPARED FOR: MICHAEL SHOVLIN 900 ISLAND DRIVE, UITIT 312 RANCHO MIRAGE, CA 92270 APN PROPERTY ADDRESS: WEST SIDE OF ADAMS ST, SOUTH OF HWY 111 LA QUINTA, CA 92253 643-080-064 SC A L E : 1 " = 1 0 ' UNDERGROUND SERVICE ALERT 1-800-422-4133 YOU DIG DAYS BEFORE TWO WORKING A PUBLIC SERVICE BY DIAL BEFORE YOU DIG TOLL FREE OF SHEET SHEETS BENCHMARK: BENCHMARK:CITY OF LA QUINTA # 65 ELEVATION: 94.256 DATUM: NAVD88 DESCRIPTION: 1" IRON PIPE WITH RECTANGULAR PLUG AND BRASS TACK IN MONUMENT WELL, DOWN 1.2' AT THE INTERSECTION OF MILES AVENUE AND ADAMS STREET. REVISIONS MARK BY DATE ENGINEER AGENCY DATEAPPR. BASIS OF BEARINGS: THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CENTERLINE OF ADAMS STREET PER PARCEL MAP NO. 36921, AS SHOWN BY MAP ON FILE IN BOOK 239 OF PARCEL MAPS, PAGES 75 THROUGH 78 INCLUSIVE, RECORDS OF THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING: NORTH 00° 17' 28" WEST . BENJAMIN DANIEL EGAN, R.C.E. 73070 PREPARED UNDER THE DIRECT SUPERVISION OF: DATE: 05/05/2025 NO. 73070BENJAMINDANIEL E G A N R E G I STER E D P R O F E S SIONAL E N G I N E ER CI V I LSTATEOFCA L I F O R NIA PO BOX 5282, LA QUINTA, CA 92248-5282 EGAN CIVIL, INC. (760) 404-7663 WWW.EGANCIVIL.COM 1 PRIVATE REFERENCE # CITY REFERENCE # CITY OF LA QUINTA PRELIMINARY GRADING PLAN LOT 2 OF PARCEL MAP 36921, P.M.B. 239/75-78 ADAMS & 111 DRIVE THRU PAD WEST SIDE OF ADAMS ST, NORTH OF HWY 111 APN: 643-080-064 PL O T D A T E : 0 5 - 0 5 - 2 0 2 5 NO T T O S C A L E VICINITY MAP NOT TO SCALE AVENUE 47 C O A C H E L L A V A L L E Y S T O R M C H A N N E L AD A M S S T R E E T WA S H I N G T O N S T R E E T SIM O N D R I V E QU I N T A C E N T E R D R I V E SITE HIG H W A Y 1 1 1 LA C I T Y O F LA Q U I N T A CORPORATE CENTER DRIVE 10 10 20 30 SCALE: 1"=10' 0 1 329 MH MH AHEADAHEAD SIGNALSIGNAL ST O P ST O P EXISTING PARKING LOT TREES EXISTING PARKING LOT TREES L1.1 PRELIMINARY LANDSCAPE PLAN JA N U A R Y 2 3 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 10'-0" SYMBOL CODE BOTANICAL / COMMON NAME CONT WUCOLS QTY TREES PDM Parkinsonia x `Desert Museum` / Desert Museum Palo Verde 36"box LOW (.3)2 PD Phoenix dactylifera / Date Palm 20` B.T.H. minimum MED (.5)5 SHRUBS BLJ Bougainvillea x `La Jolla` / Bougainvillea 5 gal MED (.5)8 HP Hesperaloe parviflora / Red Yucca 5 gal LOW (.2)46 LP Lantana montevidensis / Trailing Lantana 5 gal MED (.5)4 LY Lantana x `New Gold` / New Gold Lantana 5 gal MED (.5)28 LGC Leucophyllum frutescens `Green Cloud` TM / Green Cloud Texas Ranger 5 gal*LOW (.2)13 RE Russelia equisetiformis / Firecracker Plant 5 gal LOW (.2)17 DESERT ACCENTS AA Agave americana / Century Plant 15 gal*V. LOW (.1)21 AV Agave victoriae-reginae / Queen Victoria Agave 5 gal LOW (.2)44 VINES CH Calliandra haematocephala / Pink Powderpuff 5 gal MED (.5)9 CACTI DW Dasylirion wheeleri / Grey Desert Spoon 5 gal LOW (.2)9 SG Stenocereus griseus / Mexican Organ Pipe 5 gal LOW (.2)4 PLANT SCHEDULE SYMBOL DESCRIPTION QTY 1-2" CRUSHED ROCK 649 sf SURFACE MATERIALS BOULDERS 12 REFERENCE NOTES SCHEDULE DECOMPOSED GRANITE 0 feet32 1" = 16' 16 48 N O R T H PROJECT DATA SITE AREA:19,757 SF GROSS BUILDING AREA 3,900 GSF BUILDING COVERAGE 20% FAR .20 INTERIOR LANDSCAPE AREA 3,513 SF INTERIOR LANDSCAPE COVERAGE 17% PARKING AREA 8,512 SF PARKING LANDSCAPE AREA 748 SF PARKING LANDSCAPE COVERAGE 8.7% 330 MH AHEADAHEAD SIGNALSIGNAL PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E PROPERTY LIN E ADAMS S T R E E T PROPOSED DRIVE-THRU 46 SPACES FOR DRIVE - THRU PER SHARED PARKING PARKING LANDSCAPE AREA INTERIOR LANDSCAPE AREA INTERIOR LANDSCAPE AREA (LANDSCAPE AREA TO SCREEN DRIVE-THRU & DRIVE-THRU ELEMENTS) 1 2 3 ORDER DIRECTIONAL SIGN 4 5 6 16 PICK UP 15 14 13 11 12 9 10 7 8 EXISTING WALL NEW SCREEN WALL MH AHEADAHEAD SIGNALSIGNAL PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E PROPERTY LIN E ADAMS S T R E E T PROPOSED DRIVE-THRU 46 SPACES FOR DRIVE - THRU PER SHARED PARKING PARKING LANDSCAPE AREA INTERIOR LANDSCAPE AREA INTERIOR LANDSCAPE AREA (LANDSCAPE AREA TO SCREEN DRIVE-THRU & DRIVE-THRU ELEMENTS) 1 2 3 ORDER DIRECTIONAL SIGN 4 5 6 16 PICK UP 15 14 13 11 12 9 10 7 8 EXISTING WALL NEW SCREEN WALL EXISTING PARKING LOT TREES L1.2 PRELIMINARY LIGHTING PLAN JA N U A R Y 2 3 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 10'-0" PHOTO SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY Kichler Lighting Large Accent VLO 16020 60 degree Variable Lumen Output ( VLO ) with three lumen outputs (400, 600, 835 lumens) design at highest setting 0, (AZT) Textured Architectural Bronze, 8" In-ground stake Lamp: 12W Integrated LED, 12W / 17VA, 2700K, Beamspread: 16020 - High 12 LIGHTING SCHEDULE LOW VOLTAGE UPLIGHT 1/2" = 1'-0"A HSA-LI-02 LIGHTING SETBACK 1/2" = 1'-0"B HSA-LI-03 331 80354045 50505050505055555555606060 65656565 7070707575 758550505055555555556060606065656570707070757590MHMHMHSTOPSTOPSTOPMH MH MH AHEA D AHEA D SIGN A L SIGN A L MHMH MHMH ST O P S T O P MH C.O.C.O.BOMH MH8035404550505050505055555555606060656565657070707575 758550505055555555556060606065656570707070757590MHMHMHSTOPSTOPSTOPMHMHMHAHEADAHEADSIGNALSIGNALMHMHMHMHSTOPSTOPMH C.O.C.O.BOMHMH PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E PROPERTY LINE A D A M S S T R E E T PROPOSED DRIVE-THRU 46 SPACES FOR DRIVE - THRU PER SHARED PARKING A101 1 ENLARGED PLAN PARKING LANDSCAPE AREA PARKING LANDSCAPE AREA INTERIOR LANDSCAPE AREA INTERIOR LANDSCAPE AREA (LANDSCAPE AREA TO SCREEN DRIVE-THRU & DRIVE-THRU ELEMENTS) NOTE: SEE A001 FOR BUILDING AND LANDSCAPE COVERAGE 1 2 3 ORDER DIRECTIONAL SIGN 4 5 6 16 PICK UP 15 14 13 11 12 9 10 7 8 EXISTING WALL NEW SCREEN WALL DIRECTIONAL SIGN RECYCLING REFUSE ORAGANICS 18 ' - 4 " 4' - 0 " 5'-0" 13'-8" 12 ' - 0 " 6' HIGH CMU TRASH ENCLOSURE WALL 6' HIGH METAL GATE DN 6" CURB Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S As indicated A100 OVERALL SITE PLAN - PARKING & QUEUING AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'8' 16' 32'64' NORTH 3/16" = 1'-0"2 TRASH ENCLOSURE 332 803540455050505050505555555560606065656565 7070707575 758550505055555555556060606065656570707070757590MHMHMHSTOPSTOPSTOPMH MH MH AHEA D AHEA D SIGN A L SIGN A L MHMH MHMH STOPSTOPMH C.O.C.O.BOMHMH LANDS C A P E S B 10'-0"SETBA C K20'-0" B U I L D I N G DN C O M P A C T PROPERTY LINE P R O P E R T Y L I N E P R O P E R T Y L I N E PR O P E R T Y L I N E 26'-0"6'-0"14'-0"5'-0" 18'-0" PROPERTY LINE OUTDOOR SEATING APPROX. 650 SF 1 2 3 ORDER DIRECTIONAL SIGN A D A M S S T R E E T DN PROPOSED DRIVE-THRU 3,690 SF DN DN 104 112 114 106 100 TYP. 118117 119 102 TYP. 115 101 110 3' - 6 " 5 ' - 0 " 2 ' - 0 " 4' - 0 " 115102 119 DN TYP. 111 116 4 TYP. 105 RI G H T T U R N ON L Y 27 ' - 0 " 5 6 102 DN 16 PICK UP 15 14 13 11 12 120 9 10 7 8 116 109 TYP. 111 107 102 TYP. 105 TYP. 103 102 TYP. 103 TYP. 103 103 107 102 102 102 10'-0" R 1 1 ' - 0 " R 2 5 ' - 0 " R 11 ' - 0 " R 25'- 0 " 13 ' - 0 " 4' - 0 " 103 A100 2 ENLARGED PLAN 121 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 10'-0" A101 ENLARGED SITE PLAN AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'5' 10' 20'40' NORTH 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 109 EXISTING SITE WALL 110 EXISTING TRASH ENCLOSURE 111 TRUNCATED DOMES, MIN. 3' 112 NEW SIDEWALK PER CITY STANDARDS, SEE CIVIL 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 120 36" SCREEN WALL 121 EXISTING MONUMENT SIGN TO REMAIN 333 A3021 A302 A301 A301 2 1 2 A A 1 1 B B 2 2 8' - 0 " 41 ' - 2 " 4'-0"91'-2" 14'-3"17'-6"18'-3"16'-6"42'-6"5'-0" 1'-3" 3 3 49 ' - 2 " 6' - 0 " 2' - 0 " 2 ' - 0 " 4 ' - 0 " 9' - 0 " 3' - 6 " 12 ' - 2 " 33 ' - 6 " 2'-0"50'-0"30'-0"7'-2"4'-0" 3'-7"5'-0" 11 ' - 0 " 1' - 3 " 28 ' - 1 1 " 8' - 8 " 6" ELECTRICAL ROOM ROOF ACCESS 4'-0" 4'-0"20'-0"4'-0"20'-0"4'-0"43'-2" 3' - 6 " 1' - 0 " 2' - 6 " 1' - 0 " Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1/4" = 1'-0" A201 FLOOR PLAN AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'2' 4'8'16' NORTH 334 FIRST FLOOR0" T.O.P.23'-6" P1 301 P3 OPEN P1 301 P2 P1301 300 300 300 OPEN 300 P3 P3 312 TYP. 309 306305 304 P3 300 310 P2 300 300 P1 300 300 3' - 0 " 1' - 0 " 8' - 2 " 20 ' - 0 " 22 ' - 0 " 30 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T 22 ' - 0 " 20 ' - 0 " 1' - 3 " 12 ' - 0 " 305 307P2 P2 300 TYP. 308 307 FIRST FLOOR0" T.O.P.23'-6" 8' - 2 " 1' - 0 " 12 ' - 0 " 1' - 3 " 20 ' - 0 " 20 ' - 6 " 2' - 0 " 30 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T 302 307 304 P3P3 308 P1 300 300 P3 P2 3' - 0 " 300 310 300 300 P2 300 301 TYP. 315 P3305 TYP. 308 TYP.308301 6'-0" TYP. 3' - 0 " 12 ' - 6 " T Y P . 313 302 300 35 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T 302 20 ' - 0 " 22 ' - 0 " TYP.308 13 ' - 3 " TYP. 315 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 3/16" = 1'-0" A301 ELEVATIONS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 3/16" = 1'-0"1 WEST ELEVATION 0'6'12'3'24' KEYNOTES NO.DESCRIPTION 300 7/8" (3 COAT) OMEGA FLEX FINE ACRYLIC FINISH, COLOR: SEE PAINT SCHEDULE 301 CEMENT FIBER BOARD SIDING, MFR: NICHIHA, MDL: LATURA V-GROOVE, COLOR: GREY 302 FAUX WOOD PORCELAIN TILE, MFR: ARIZONA TILE, COLOR: ESSENCE CREAM 304 ADDRESS NUMBER PER FIRE DEPARTMENT 305 FIXED STOREFRONT GLASS, FRAME BLACK ANODIZED ALUMINUM 306 STOREFRONT GLASS DOOR, FRAME BLACK ANODIZED ALUMINUM 307 SIGNAGE, BY OTHERS. SEPERATE PERMIT REQUIRED. 308 #15 CONTROL JOINT, CARRY BELOW SOFFITS AND AROUND CORNERS. 309 AWNING SUPPORT ROD, PRIMED AND PAINTED TO MATCH AWNING 310 STEEL TUBE TRELLIS WITH PERFORATED INFILL PANELS, PRIMED AND PAINTED. COLOR: SEE PAINT SCHEDULE 312 STEEL TUBE AWNING, PRIMED AND PAINTED. COLOR: SEE PAINT SCHEDULE 313 HOLLOW METAL LOUVERED MECHANICAL DOOR, PAINTED TO MATCH ADJACENT PLASTER 315 GARDEN WALL TRELLIS, SEE LANDSCAPE PLANS 3/16" = 1'-0"2 NORTH ELEVATION PAINT LEGEND NO.DESCRIPTION P1 MFR: BENJAMIN MOORE, COLOR: 1541 LONDON FOG P2 MFR: BENJAMIN MOORE, COLOR: OC-17 WHITE DOVE P3 MFR: BENJAMIN MOORE, COLOR: 2134-30 IRON MOUNTAIN 335 FIRST FLOOR0" T.O.P.23'-6" OPEN 20 ' - 0 " 1' - 3 " 12 ' - 0 " P1 P2301 300 300 P1 300 TYP. 308 304 13 ' - 3 " 302P3 300 35 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T 20 ' - 0 " 22 ' - 0 " P3 300 FIRST FLOOR 0" T.O.P. 23'-6" 3' - 0 " 1' - 0 " 8' - 2 " 22 ' - 0 " 30 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T P3 301 P2 P2P3 P3302 310 305 300 306305 TYP.308 307 6'-0" TYP. 12 ' - 6 " T Y P . 3' - 0 " 35 ' - 0 " A R C H I T E C T U R A L T O W E R E L E M E N T 20 ' - 0 " 300 300 TYP. 315 TYP. 308 312TYP. 308 300 P3 313 302 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 3/16" = 1'-0" A302 ELEVATIONS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'6'12'3'24' 3/16" = 1'-0"1 EAST ELEVATION KEYNOTES NO.DESCRIPTION 300 7/8" (3 COAT) OMEGA FLEX FINE ACRYLIC FINISH, COLOR: SEE PAINT SCHEDULE 301 CEMENT FIBER BOARD SIDING, MFR: NICHIHA, MDL: LATURA V-GROOVE, COLOR: GREY 302 FAUX WOOD PORCELAIN TILE, MFR: ARIZONA TILE, COLOR: ESSENCE CREAM 304 ADDRESS NUMBER PER FIRE DEPARTMENT 305 FIXED STOREFRONT GLASS, FRAME BLACK ANODIZED ALUMINUM 306 STOREFRONT GLASS DOOR, FRAME BLACK ANODIZED ALUMINUM 307 SIGNAGE, BY OTHERS. SEPERATE PERMIT REQUIRED. 308 #15 CONTROL JOINT, CARRY BELOW SOFFITS AND AROUND CORNERS. 310 STEEL TUBE TRELLIS WITH PERFORATED INFILL PANELS, PRIMED AND PAINTED. COLOR: SEE PAINT SCHEDULE 312 STEEL TUBE AWNING, PRIMED AND PAINTED. COLOR: SEE PAINT SCHEDULE 313 HOLLOW METAL LOUVERED MECHANICAL DOOR, PAINTED TO MATCH ADJACENT PLASTER 315 GARDEN WALL TRELLIS, SEE LANDSCAPE PLANS PAINT LEGEND NO.DESCRIPTION P1 MFR: BENJAMIN MOORE, COLOR: 1541 LONDON FOG P2 MFR: BENJAMIN MOORE, COLOR: OC-17 WHITE DOVE P3 MFR: BENJAMIN MOORE, COLOR: 2134-30 IRON MOUNTAIN 3/16" = 1'-0"2 SOUTH ELEVATION 336 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A310 COLORED ELEVATIONS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'6'12'3'24' WEST ELEVATION NORTH ELEVATION 337 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A311 COLORED ELEVATIONS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'6'12'3'24' EAST ELEVATION SOUTH ELEVATION 338 A3021 A302 A301 A301 2 1 2 A A 1 1 B B 2 2 3 3 SL O P E 1 / 4 " / 1 ' - 0 " SL O P E 1 / 4 " / 1 ' - 0 " T.O. TRELLIS 9'-2" T.O.P. 22'-0" T.O.P. 20'-0"T.O.P. 23'-6" T.O.P. 22'-0" T.O.P. 23'-6" T.O.P. 20'-0" T.O. AWNING 9'-2" T.O.P. 30'-0" SL O P E 1 / 4 " / 1 ' - 0 " 605 TYP.600 TYP.600TYP.603 TYP.603 604 TYP. 601 TYP. 601 TYP. 601TYP. 601 TYP.602 TYP.602 T.O. EQUIP 20'-6" TYP. SLOPE 1/4" / 1'-0" SLOPE 1/4" / 1'-0" SL O P E 1 / 4 " / 1 ' - 0 " TYP.600 SL O P E 1 / 4 " / 1 ' - 0 " SL O P E 1 / 4 " / 1 ' - 0 " SL O P E 1 / 4 " / 1 ' - 0 " TYP. 601 TYP. 601 TYP. 601 TYP. 601 20'-0" 35'-0" T.O.P. 13'-3" TYP.600 310 T.O.P. 20'-0" T.O. AWNING 9'-2" TYP.606 TYP.602 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1/4" = 1'-0" A401 ROOF PLAN AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 0'2' 4'8'16' NORTH KEYNOTES NO.DESCRIPTION 310 STEEL TUBE TRELLIS WITH PERFORATED INFILL PANELS, PRIMED AND PAINTED. COLOR: SEE PAINT SCHEDULE 600 ROOF DRAIN AND OVERFLOW. CONNECT ROOF DRAIN TO UNDERGROUND DRAINAGE SYSTEM AND DAYLIGHT OVERFLOW TO GRADE 601 SINGLE-PLY ROOFING MEMBRANE, ICC # ESR 1456, SEE SPECIFICATIONS 602 2X CRICKET, SLOPE @ 1/4" PER FT. MIN., TYP. 603 MECH. EQUIP. HEIGHT BELOW TOP OF ADJACENT PARAPET. LOCATION PER TENANT 604 KITCHEN EXHAUST, HEIGHT BELOW TOP OF ADJACENT PARAPET. LOCATION PER TENANT 605 ROOF ACCESS HATCH. LOCATION PER TENANT 606 STEEL TUBE LOUVER INFILL 339 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A501 3D VIEWS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 1 NORTH WEST VIEW 2 SOUTH WEST VIEW 340 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A502 3D VIEWS AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 1 SOUTH EAST VIEW FROM ADAMS STREET 2 NORTH EAST VIEW FROM ADAMS STREET 341 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 12" = 1'-0" A601 VIEW FROM HWY 111 & ADAMS STREET AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 The image above is a photo simulation of the proposed building project. It is intended for illustrative purposes only and may not accurately reflect the final design, materials, scale, landscaping, or surroundings. The actual appearance of the building may vary due to design changes, construction constraints, and other factors. This simulation should not be relied upon as a definitive representation of the completed project. Road signage has been removed for clarity. 342 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 12" = 1'-0" A602 VIEW FROM HWY 111 & ADAMS STREET AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 The image above is a photo simulation of the proposed building project. It is intended for illustrative purposes only and may not accurately reflect the final design, materials, scale, landscaping, or surroundings. The actual appearance of the building may vary due to design changes, construction constraints, and other factors. This simulation should not be relied upon as a definitive representation of the completed project. Road signage has been removed for clarity. Tree obscuring view has been edited to show intent of removal or trimming. 343 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S A603 VIEW FROM ADAMS STREET AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 The image above is a photo simulation of the proposed building project. It is intended for illustrative purposes only and may not accurately reflect the final design, materials, scale, landscaping, or surroundings. The actual appearance of the building may vary due to design changes, construction constraints, and other factors. This simulation should not be relied upon as a definitive representation of the completed project. Road signage has been removed for clarity. Tree obscuring view has been edited to show intent of removal or trimming. 344 CF1: CEMENT FIBER BOARD SIDING MFR: NICHIHA MDL: LATURA V-GROOVE COLOR: GREY P3: PLASTER WALLS / STEEL MFR: BENJAMIN MOORE COLOR: 2134-30 IRON MOUNTAIN P2: PLASTER WALLS MFR: BENJAMIN MOORE COLOR: OC-17 WHITE DOVE P1: PLASTER WALLS MFR: BENJAMIN MOORE COLOR: 1541 LONDON FOG WT1: FAUX WOOD PORCELAIN TILE MFR: ARIZONA TILE COLOR: ESSENCE CREAM Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 12" = 1'-0" A701 MATERIAL BOARD AP R I L 3 0 , 2 0 2 5 111 LA QUINTA DRIVE-THRU PAD ADAMS STREET - LA QUINTA, CA 22 4 0 0 4 P3 CF1 P1 P1 WT1P3P3 P3 WT1 P1 345 WRITTEN PUBLIC COMMENT PLANNING COMMISSION MEETING JUNE 10, 2025 Topic: Specific Plan Specific Plan 03-067 Amendment 5-Halt the proposed barrier fence and plan for outdoor recreation and conservation around and on Coral Mountain - La Quinta Planning commission public comment 10 June 1 Topic: Alternative planning options for Coral Mountain corridor to align with City Vision, Mission and Goals Speaker: Mary Mann La Quinta CA 92253 mobile This is my second time offering public comment to this Commission regarding this topic. The mitigation measures that are included in the Specific Plan Specific Plan 03-067 Amendment 5 in treatment Cultural, Historical and Unique features are not adequate. Below is a sketch of some alternative Community amenities that speak to La Quinta’s mission statement from our strategic plan: “As the “Gem of the Desert,” the City of La Quinta is committed to enhancing its unique natural surroundings for the benefit of its residents through support for the arts and culture, public safety, affordable housing, sustainable fiscal and environmental guidelines, multi-racial and multi-generational activities and events, and preservation of its ancient and recent history. The land uses suggested in the image below and align with many of specific values and goals that are throughout the current General Plan. These alternative uses could be aligned with the new development and the private developer could support creation of these new public spaces that show a long term investment in the Community and commitment to the overall health of La Quinta. Including the written comments submitted to the Art and Community Services Commission yesterday. PLANNING COMMISSION MEETING - JUNE 10, 2025 - WRITTEN PUBLIC COMMENT FROM RESIDENT MARY MANN MATTERS NOT ON THE AGENDA - COMMENTS REGARDING SPECIFIC PLAN 03-067 AMENDMENT NO. 5 2 Figure 1: Sketch of alternative land uses adjacent to the boundaries of area covered in current SP 03-067 Amendment 5- This makes Coral Mountain as a centerpiece and envisions connectivity around the entire geologic feature and the Santa Rosa Wilderness. Additional parks, open space, and public facilities will enhance Community connection, allow for sharing of our unique history recent and ancient with residents and visitors alike, provide public spaces for hosting of outdoor events, retreats, educational opportunities. end La Quinta Arts and Community Services Commission Public Comment 9 June 2025 1 Topic: South La Quinta growth-Coral Mountain park and trails Written Comments: Mary Mann La Quinta CA 92253 mobile Thank you for the opportunity to oƯer public comments to the La Quinta Arts and Community Services Commission. I am a resident of south La Quinta who is daily inspired artistically, academically, physically, emotionally and spiritually in our desert and am so grateful to be living here and have access to the outdoors. I look forward to enjoying many more years here with new discovery every day and sharing with my son as he grows. Hundreds of new homes in walled private developments have been added in the past several years in south La Quinta and the building continues. As a result more and more people (me included) are using areas of the City that have been lightly used in the past. As residents continue to populate this area they are discovering Coral Mountain the Gem of La Quinta and gateway to the Santa Rosa Wilderness. This is an area for hiking and other outdoor pursuits and provides access to the Santa Rosa Wilderness. This area is used daily, weekly, seasonally, by immediate neighbors, other Coachella Valley residents, and regional visitors for all kinds of recreation. Without planning there will be a crisis soon, where we may be cutting oƯ our access to open space, enjoyment of our natural environment, places to walk our dogs, ride bikes, ride horses, climb, take in the quiet, discover the desert, see wildlife, and be inspired. The County is also upgrading the Lake Cahuilla park that was featured in the Gem magazine this month, further adding the interest in south La Quinta as an outdoor recreation hub. The City needs to plan on the demand for and use of the access points, trails, and natural space in south La Quinta. I have submitted written comments at recent City Council (20 May, 2 June) and Planning Commission (May 13) meetings regarding development around Coral Mountain. I would like to get the City engaged in the eƯort to create an integrated plan and particularly to continue to allow open access to Coral Mountain for discovery and interpretation of its unique ecological, geological, archaeological and historical stories. To be done right it will require engagement with the public, other agencies, landowners and potential developers covering the whole area, not piecemeal around the Mountain. So many current users here have a deep connection to the area, are dismayed with the potential loss of access, and see a better way to develop this area. In my observations on foot of this area over the past 3 years, the ‘Coral Mountain loop’ would be a welcome addition to the La Quinta hiking map including designated trail heads on Avenue 58 and Avenue 60. This loop would showcase our unique desert environment. On the east side of Coral Mountain the trail would highlight the tufa formation that reveals the shoreline of the historic Lake Cahuilla and the archaeological features that show how well loved and used this area has been for at least many hundreds of years. The current plan seems to be to put a fence directly through these unique features to accommodate the requirements of a large private golf course development. The fence location and construction on the west boundary of the development were not considered in relation to identified sensitive ecological and archaeological features that should be respected. Other considerations that were not included are the preferred use planned for adjoining properties (park and open space), current use (park and open space), Bureau of Reclamation and CWVD infrastructure, nor the hundreds of new neighbors that have been added to this part of La Quinta since the original project was conceived and reconceived over the past 28+ years. La Quinta Arts and Community Services Commission Public Comment 9 June 2025 2 Times have changed, plans need to change. The fence idea needs to be ditched and a comprehensive plan for conservation around Coral Mountain and connection to the Wilderness boundary should be created. This one private golf course development threatens to add another 750 residential units to the northeast side of Coral Mountain, which will further increase the use of the surrounding natural space and access to the Santa Rosa Wilderness. (New homes=new residents and visitors who do not stay behind walls). Community services that are consistently demanded (when we are asked) are more parks, hiking , walking trails, access to open space. While the current developer of the property east of Coral Mountain made some promises regarding the building of a trail on the west boundary, this is not an integrated plan that links the current use with the future needs. La Quinta, perhaps through this this committee, should be working directly with any developer and other stakeholder groups to ensure that the Community Service needs of current and future residents and visitors are taken into account. Please feel free to contact me. I am new to the conversation but so want to be a part of it if there are avenues to get involved. Figure 1: Concept for establishing the hiking route around Coral Mountain. end POWER POINTS PLANNING COMMISSION MEETING JUNE 10, 2025 June 10, 2025 1 Planning Commission Meeting June 10, 2025 5:00 p.m. Planning Commission Meeting June 10, 2025 PH1 – Hwy 111/Adams Drive-Through Building Specific Plan 2024-0005 Conditional Use Permit 2024-0007 Site Development Permit 2024-0010 1 2 June 10, 2025 2 Project Location Zoning 3 4 June 10, 2025 3 Background • One Eleven Shopping Center Specific Plan – Approved in 1990 – Amended twice – Condition of approval limits number of drive throughs and requires Conditional Use Permit Proposal • Specific Plan Amendment to allow one additional drive through for a total of six in the center • Conditional Use Permit for drive through use • Site Development Permit for site, landscape and architectural design 5 6 June 10, 2025 4 Specific Plan Amendment • Condition of approval limits number of drive throughs to five • Currently five are operating • Amendment involves changing condition of approval to allow for six • No other changes are proposed Specific Plan Amendment • Highway 111 Corridor Specific Plan – To be considered for adoption in the next couple of months – Would allow for drive-through uses in a proposed Auto- Oriented Development Overlay – Overlay includes this site 7 8 June 10, 2025 5 Conditional Use Permit • Required for drive throughs in this center • Proposed Operations • Drive through vehicle stacking Site Plan 9 10 June 10, 2025 6 Site Development Permit • Architectural Design • Landscaping • Site Design – Parking • 46 spaces provided North and West Elevations West North 11 12 June 10, 2025 7 East and South Elevations East South Rendering- Adams Street facing SW 13 14 June 10, 2025 8 Rendering – Adams Street facing north Floor Plan 15 16 June 10, 2025 9 Preliminary Landscape Plan Findings PC must make findings that: – The project is exempt from environmental review (CEQA) pursuant to Section 15332 infill development project – CUP and SDP are consistent with Zoning Code and General Plan and consider the architecture, landscaping, and site design and apply COA 17 18 June 10, 2025 10 Recommendation Adopt a resolution to recommend City Council approve Specific Plan 2024-0005 (Amendment No. 3 to SP1989-014), Conditional Use Permit 2024-0007 and Site Development Permit 2024- 0014 and find the project exempt from environmental review pursuant to Section 15332 (Class 32) infill development project 19 20 June 10, 2025 11 Site Plan with Parking Level of Service Descriptions • Expressed in terms of delay or waiting time to get through the various intersection approaches • The General Plan requires a minimum of LOS D 21 22