cc 2024 AR 04/23 appeal of p23-0298 quick quack car wash — Vista City Council, April 23, 2024 (part 2 of 4)

ENGINEER OF WORK CERTIFICATION STATEMENT ................................................................................................................................. 3 PROJECT OWNER CERTIFICATION STATEMENT ...................................................................................................................................... 4 CITY OF VISTA STAFF REVIEW ................................................................................................................................................................ 5 PROJECT VICINITY MAP ......................................................................................................................................................................... 7 FORM 1 – PROJECT CATEGORY DETERMINATION CHECKLIST ................................................................................................................. 8 FORM 2 – PROJECT OVERVIEW .............................................................................................................................................................. 9 DESCRIPTION OF EXISTING SITE CONDITIONS .............................................................................................................................................................................. 10 DESCRIPTION OF EXISTING SITE DRAINAGE PATTERNS ............................................................................................................................................................... 11 DESCRIPTION OF PROPOSED SITE DEVELOPMENT ...................................................................................................................................................................... 12 DESCRIPTION OF PROPOSED SITE DRAINAGE PATTERNS ............................................................................................................................................................ 13 POTENTIAL POLLUTANT SOURCE AREAS ...................................................................................................................................................................................... 15 IDENTIFICATION AND NARRATIVE OF RECEIVING WATER AND POLLUTANTS OF CONCERN ................................................................................................... 16 HYDROMODIFICATION MANAGEMENT REQUIREMENTS............................................................................................................................................................ 18 CRITICAL COARSE SEDIMENT YIELD AREAS .................................................................................................................................................................................. 19 FLOW CONTROL FOR POST-PROJECT RUNOFF ............................................................................................................................................................................. 20 OTHER SITE REQUIREMENTS AND CONSTRAINTS ........................................................................................................................................................................ 21 FORM 3 – SOURCE CONTROL BMPS FOR ALL DEVELOPMENT PROJECTS ............................................................................................... 23 PROJECT IDENTIFICATION & SOURCE CONTROLS .............................................................................................................................. 23 FORM 4 – SITE DESIGN BMPS FOR ALL DEVELOPMENT PROJECTS ........................................................................................................ 27 PROJECT IDENTIFICATION ................................................................................................................................................................ 27 FORM 5 – STRUCTURAL POLLUTANT CONTROL AND HYDROMODIFICATION MANAGEMENT BMPS ..................................................... 29 PROJECT IDENTIFICATION ................................................................................................................................................................ 29 PDP STRUCTURAL BMPS .................................................................................................................................................................. 29 FORM 6 – STORMWATER BMP MAINTENANCE MECHANISM ............................................................................................................... 31 PROJECT IDENTIFICATION ................................................................................................................................................................ 31 MAINTENANCE REQUIREMENTS ...................................................................................................................................................... 31 ATTACHMENT 1 – POLLUTANT CONTROLS: SUPPORT DOCUMENT AND CHECKLIST ............................................................................. 32 ATTACHMENT 1A – DMA EXHIBIT CHECKLIST ....................................................................................................................................... 33 ATTACHMENT 1C – HARVEST AND USE FEASIBILITY SCREENING CHECKLIST ................................................Error! Bookmark not defined.

ATTACHMENT 1D – CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION ......................................Error! Bookmark not defined.

ATTACHMENT 1E – POLLUTANTA CONTROL BMP DESIGN WORKSHEETS AND CALCULATIONS ....................Error! Bookmark not defined.

ATTACHMENT 2 – HYDROMODIFICATION MANAGEMENT CONTROLS: SUPPORT DOCUMENTATION & CHECKLIST .............................. 34 ATTACHMENT 2A – HYDROMODIFICATION MANAGEMENT EXHIBIT .................................................................................................... 35 ATTACHMENT 2B – MANAGEMENT OF CRITICAL COARSE SEDIMENT YIELD AREAS .............................................................................. 35 ATTACHMENT 2D – FLOW CONTROL FACILITY DESIGN ......................................................................................................................... 35 ATTACHMENT 3 - BMP MAINTENANCE INFORMATION ........................................................................................................................ 36 ATTACHMENT 3A – MAINTENANCE PLAN REQUIREMENTS .................................................................................................................. 37 ATTACHMENT 3B – MAINTENANCE AGREEMENT ................................................................................................................................. 38 ATTACHMENT 4 - REQUIREMENTS FOR CONSTRUCTION PLANS ........................................................................................................... 39 ATTACHMENT 5 - PRELIMINARY GEOTECHNICAL REPORT…………………………………………………………………………….…………………………………….47

CONTENTS
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Preparer’s Certification
I hereby declare that I am the Engineer in Responsible Charge of design of storm water best management practices (BMPs) for this project, and that I have exercised responsible charge over the design of the BMPs as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the PDP requirements of the City of Vista BMP Design Manual, which is a design manual for compliance with local City and regional MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2015- 0100) requirements for storm water management.

I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this PDP SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this PDP SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design.

SWQMP PREPARED BY:

Scott Hoffman, PE
Kimley-Horn and Associates, Inc.
401 B St, Suite 600
San Diego, CA 92101
619.234.9411
Scott.Hoffman @kimley-horn.com
RCE 94938
SEPTEMBER 30, 2025
[INSERT STAMP IN SPACE BELOW]
RCE 94938, EXP 9/30/2025
Signature, PE License Number & Expiration Date

SCOTT HOFFMAN
Print Name
01/17/2024
Date

ENGINEER OF WORK CERTIFICATION STATEMENT
No. 94938
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Owners Certification
This PDP SWQMP has been prepared for New Mark Merrill by Kimley Horn and Associates. The PDP SWQMP is intended to comply with the PDP requirements of the City of Vista BMP Design Manual, which is a design manual for compliance with local City and regional MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2015-0100) requirements for storm water management.

The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan. Once the undersigned transfers its interests in the property, its successor-in-interest shall bear the aforementioned responsibility to implement the best management practices (BMPs) described within this plan, including ensuring on-going operation and maintenance of structural BMPs. A signed copy of this document shall be available on the subject property into perpetuity.

OWNER DETAILS:

Mr. Barret Bradley
Newmark Merrill
427 College Blvd
Oceanside, CA 92057
720.607.3032
[email protected]
Project Owner’s Signature
Barret Bradley
Print Name
01/17/2024
Date

PROJECT OWNER CERTIFICATION STATEMENT

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OWNER DETAILS:

Mr. Barret Bradley
Newmark Merrill
427 College Blvd
Oceanside, CA 92057
720.607.3032
[email protected]
Project Owner’s Signature
Barret Bradley
Print Name
01/17/2024
Date

PROJECT OWNER CERTIFICATION STATEMENT
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Reviewed and Approved:

City Staff Signature:Date:

CITY OF VISTA STAFF REVIEW
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PAGE INTENTIONALLY BLANK
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Project Name: Quick Quack Vista
Permit Application Number: P23-0298
Insert Project Vicinity Map Below:

PROJECT VICINITY MAP
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APPLICABILITY OF PERMANENT, POST-CONSTRUCTION STORMWATER BMP

REQUIREMENTS AND PROJECT TYPE DETERMINATION
Overview and Instructions
The City of Vista’s (City’s) Stormwater Management Program is regulated by the San Diego regional municipal stormwater permit (referred to as a Municipal Separate Storm Sewer System Permit). This permit requires that new development and redevelopment projects incorporate permanent stormwater Best Management Practices (BMPs) into the project design. The City of Vista’s BMP Design Manual (formerly SUSMP Manual) discusses BMP requirements applicable to new development and redevelopment projects.

ALL STANDARD AND PRIORITY PROJECTS ARE REQUIRED TO INCORPORATE SITE DESIGN AND SOURCE CONTROL BMPS. Additional treatment control and hydromodification management BMP requirements apply to projects that meet specific criteria or thresholds. This checklist must be completed by the project applicant or proponent, and is used to determine if those additional BMPs are required.

Not all site improvements are considered “development projects” under the MS4 Permit.

Development projects are defined by the MS4 Permit as "construction, rehabilitation, redevelopment, or reconstruction of any public or private projects". Development projects are issued local permits to allow construction activities. To further clarify, this checklist applies only to new development or redevelopment activities and/or projects that have the potential to contact storm water and contribute an anthropogenic source of pollutants, or reduce the natural absorption and infiltration abilities of the land.

A project must be defined consistent with the California Environmental Quality Act (CEQA) definitions of "project."
CEQA requires that the project include “the whole of the action”. "Whole of the Action" means the project may not be segmented or phased into small parts either onsite or offsite if the effect is to reduce the quantity of impervious area and fall below thresholds for applicability of storm water requirements. This requirement precludes "piece-mealing," which is the improper (and often artificial) separation of a project into smaller parts to avoid preparing Environmental Impact Report level documentation.

As indicated above, for the purposes of the BMP Design Manual, the "project" is the "whole of the action" which has the potential for adding or replacing or resulting in the addition or replacement of, roofs, pavement, or other impervious surfaces, thereby resulting in increased flows and storm water pollutants.

When defining the project, the following questions are considered:
· What are the project activities?
· Do they occur onsite or offsite?
· What are the limits of the project (project boundary)? · What is the whole of the action associated with the project (i.e. what is the total amount of new or Project ID:

P23-0298

CHECKLIST FOR DETERMINATION OF PROJECT

CATEGORY
Project Name:

Project Location:

Quick Quack Vista
______________________________________________________
NEC of Poinsettia Ave & Business Park Dr
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replaced impervious area considering all of the collective project components through all phases of the project)?
· Are any facilities or agreements to build facilities offsite in conjunction with providing service to the project (street-widening, utilities)?
Responses to the checklist represent an initial assessment of the proposed project conditions and impacts.

City staff will confirm this checklist based on assessment of the development application and/or project plans. Results of the checklist will classify a project as one of the following: Priority Development Project, Standard Project, or Non-development Project.

If additional information is needed while completing this checklist, please refer to the City’s BMP Design Manual. Alternatively, contact City Land Development staff.

This Form is divided into 4 sections:

1. Post-Construction Stormwater Requirement Exemptions

2. Priority Development Project Determination

3. Special Consideration for Redevelopment Projects (50 Percent Rule)

4. Final Project Determination
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SECTION 1 – POST CONSTRUCTION STORMWATER

REQUIREMENT EXEMPTIONS
City of Vista
BMP Design Manual
This section will determine whether your project is exempt from post- construction BMP requirements and would be classified as a Non-Development Project. See section 1.3 of the City’s BMP Design Manual for further discussion.

YES NO
(a) Replacement of impervious surfaces that are part of a routine maintenance activity, such as (check yes if any apply):
(i)Replacing roof material on an existing building
(ii)Rebuilding a structure to original design after damage from earthquake, fire or similar disaster
(iii)Restoring pavement or other surface materials affected by trenches from utility work
(iv)Resurfacing existing roads and parking lots, including slurry, overlay and restriping
(v)Routine replacement of damaged pavement, including full depth replacement, if the sole purpose is to repair the damage (vi)Constructing new sidewalk, pedestrian ramps or bike lanes on existing roads (within existing street right-of-way)
(vii) Restoring a historic building to its original historic design (viii) Routine replacement of damaged pavement, such as pothole repair
Note: Work that creates impervious surface outside of the existing impervious footprint is not considered routine maintenance.
☐ ☐
(b) Repair or improvements to an existing building or structure that do not alter the size (check yes if any apply):
(i) Plumbing, electrical and HVAC work
(ii) Interior alterations including major interior remodels and tenant build- out within an existing commercial building
(iii) Exterior alterations that do not change the general dimensions and structural framing of the building (does not include building additions or projects where the existing building is demolished)
☐ ☐
If you answered YES to either category (a) or (b), your project is considered a Non-Development Project, and post construction BMP requirements do not apply. Please proceed to Section 4 and check the Non- Development Project box.

If you answered NO to category (a) and (b), please proceed to Section 2. 04/23/2024 PH1 288 of 747

SECTION 2 – PRIORITY DEVELOPMENT PROJECT

DETERMINATION
City of Vista
BMP Design Manual
This section determines whether your project is a Priority Development Project (PDP)or a Standard Project.See section 1.4 of the City’s BMP Design Manual for further discussion. The following eight (8) types of projects are defined as PDPs:

YES NO
(a) New development projects that create 10,000 square feet or more of impervious surfaces (collectively over the entire project site). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
☐ ☐
(b) Redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surfaces). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
☐ ☐
(c) New and redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site), and support one or more of the following uses:
(i) Restaurants. This category is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). (ii) Hillside development projects. This category includes development on any natural slope that is twenty-five percent or greater. (iii) Parking lots. This category is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.
(iv) Streets, roads, highways, freeways, and driveways. This category is defined as any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles.
☐ ☐
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(d) New or redevelopment projects that create and/or replace 2,500 square feet or more of impervious surface (collectively over the entire project site), and discharge directly to an Environmentally Sensitive Area (ESA). “Discharging directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).

Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; State Water Quality Protected Areas; water bodies designated with the RARE beneficial use by the State Water Board and San Diego Water Board; and any other equivalent environmentally sensitive areas which have been identified by the City.

For projects adjacent to an ESA, but not discharging to an ESA, the 2,500 sq-ft threshold does not apply as long as the project does not physically disturb the ESA and the ESA is upstream of the project.

There are no Areas of Special Biological Significance (ASBS) or State Water Quality Protected Areas in the City’s jurisdiction. The ESAs within the City’s boundaries which include 303(d)-listed impairments and RARE beneficial use designations are listed below:
· Agua Hedionda Creek
· Buena Creek
· Buena Vista Creek
· Loma Alta Creek
☐ ☐
(e) New development projects, or redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface, that support one or more of the following uses:
(i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the following SIC codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
(ii) Retail gasoline outlets. This category includes Retail gasoline outlets that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic of 100 or more vehicles per day. ☐ ☐
(f) New or redevelopment projects that result in the disturbance of one or more acres of land and are expected to generate pollutants post construction. This means any activity that moves soils or substantially alters the pre-existing vegetated or man-made cover of any land. This includes, but is not limited to the following:
(i) Grading, digging, cutting, scraping, stockpiling, pavement removal, and exterior construction;
(ii) Substantial removal of vegetation where soils are disturbed including but not limited to removal by clearing or grubbing; or
(iii) Any activity which bares soil or rock or involves streambed alterations or the diversion or piping of any watercourse.
☐ ☐
If you answered YES to any of the categories above (a-f), your project is considered a PDP. Please proceed to section 3 and check the Priority Development Project Box in Section 4.

If you answer NO to all categories, then your project is considered a Standard Project. Please proceed to Section 4 and check the Standard Project Box.
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SECTION 3 – SPECIAL CONSIDERATIONS FOR
REDEVELOPMENT PROJECTS (50 PERCENT RULE)
City of Vista
BMP Design Manual
This section determines additional considerations required for Redevelopment PDPs.See section 1.7 of the City’s BMP Design Manual for further discussion.YES NO Will redevelopment result in the creation or replacement of impervious surface in an amount of more than 50 percent of the surface area of the previously existing development? See clarification on calculation of the ratio of impervious surface below.

These requirements for managing storm water on an entire redevelopment project site are commonly referred to as the "50 Percent Rule". For the purpose of calculating the ratio, the surface area of the previously existing development shall be the area of impervious surface within the previously existing development. The following steps shall be followed to estimate the area that requires treatment to satisfy the MS4 Permit requirements:

1. How much total impervious area currently exists on the site?

2. How much existing impervious area will be replaced with new impervious area?

3. How much new impervious area will be created in areas that are pervious in the existing condition?

4. Total created and/or replaced impervious surface = Step 2 + Step 3.

5.50 Percent Rule Test: Is step 4 more than 50 Percent of Step 1? If yes, treat all impervious surface on the site (including existing impervious surface not being replaced or added). If no, then treat only Step 4 impervious surface and any area that comingles with created and/or replaced impervious surface area.

Note: Step 2 and Step 3 must not overlap, as it is fundamentally not possible for a given area to be both “replaced” and “created” at the same time. Also activities that occur as routine maintenance (see Section 1 of this form) shall not be included in Step 2 and Step 3 calculation.

For example, a 10,000 square foot development proposes replacement of 4,000 square feet of impervious area. The treated area is less than 50 percent of the total development area and only the 4,000 square foot area is required to be treated.
☐ ☐
If you answered YES, then you must implement the PDP requirements for all impervious surfaces across the entire site. Please proceed to Section 4 and check the box under PDP indicating that the Project Is a Redevelopment Project Subject to the 50 Percent Rule.

If you answered NO,then you are only required to treat impervious surfaces that are replaced or created.

Please proceed to section 4 and check the box under PDP indicating this is Not a Redevelopment Project Subject to the 50 Percent Rule.
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SECTION 4 – FINAL PROJECT DETERMINATION City of Vista
BMP Design Manual
BASED ON THE INFORMATION PROVIDED IN SECTIONS 1-3, THIS PROJECT IS DETERMINED TO BE A:
☐PRIORITY DEVELOPMENT PROJECT.PRIORITY REQUIREMENTS APPLY AND A STORM

WATER QUALITY MANAGEMENT PLAN (SWQMP) MUST BE SUBMITTED AT THE TIME OF APPLICATION.
☐THIS IS A REDEVELOPMENT PROJECT SUBJECT TO THE 50 PERCENT RULE. ☐THIS IS NOT A REDEVELOPEMNT PROJECT SUBJECT TO THE 50 PERCENT RULE. ☐STANDARD PROJECT. STANDARD REQUIREMENTS APPLY AND APPLICABLE SECTIONS

OF A STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) MUST BE SUBMITTED AT THE TIME OF APPLICATION.
☐NON DEVELOPMENT PROJECT.

Applicant Information and Signature Box City use only Supporting discussion for this checklist, as well as BMP requirements for Priority Development Projects and Standard Projects, is provided in the City of Vista BMP Design Manual.

Concur: Yes No
By:

Date:

Land Dev #:

Address: APN(s) NEC of Poinsettia Ave & Business Park Dr 221-661-03 Applicant Name:

Scott Hoffman
Applicant Title:

Project Engineer
Applicant Signature:Date:
01/16/2024
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Project Name Quick Quack Vista
Project Address NE Corner of Poinsettia Ave and Business Park Dr Vista, CA 92081
Assessor's Parcel Number(s) (APN(s))221-661-03-00
Permit Application Number P23-0298
Watershed (select one checkbox; use webpage below to determine watershed) http://www.cityofvista.com/services/city-departments/community-development/building-planning- permits-applications/land-development-autocad-templates/storm-water-forms San Luis Rey ☐Lower San Luis Rey – Mission, 903.11
Carlsbad ☐Loma Alta – Loma Alta, 904.10
☐Buena Vista – El Salto, 904.21
☐Buena Vista – Vista, 904.22
☒Agua Hedionda – Los Monos, 904.31
☐Agua Hedionda – Buena, 904.32
☐San Marcos – Batiquitos, 904.51
Parcel Area
(total area of Assessor's Parcel(s) associated
with the project)

1.00 Acres (43,441 Square Feet)
Area to be Disturbed by the Project
(Project Area)1.14 Acres (49,809 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)0.73 Acres (31,781 Square Feet) Project Proposed Pervious Area
(subset of Project Area)0.41 Acres (17,979 Square Feet) NOTE: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project.

This may be less than the Parcel Area.

NOTE: This area includes offsite improvements to the public ROW.

FORM 2 – PROJECT OVERVIEW

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Form 2, Page 2 of 11

DESCRIPTION OF EXISTING SITE CONDITIONS
Current Status of the Site (select all that apply and describe below):
☐ Existing development
☒ Previously graded but not built out
☐ Demolition completed without new construction
☐ Agricultural or other non-impervious use
☒ Vacant, undeveloped/natural
Describe: The proposed project site consists of a previously graded vacant site. The site gently slopes East to West with a steeper slope into vacant land existing on the North boundary.

Existing Land Cover Includes (select all that apply and describe below):
☒ Vegetative Cover 1.14 Acres (49,809 Square Feet)
☐ Non-Vegetated Pervious Areas 0 Acres (0 Square Feet) ☐ Impervious Areas 0 Acres (0 Square Feet)
Describe: The project site is a rough graded pad which was graded in 1987. In the intervening years vegetation has covered the site. The Biological Report described most of the site as Disturbed Habitat.

Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
☐ NRCS Type A
☐ NRCS Type B
☒ NRCS Type C
☒ NRCS Type D
Approximate Depth to Groundwater (GW):
☐ GW Depth 20 feet
Existing Natural Hydrologic Features (select all that apply and describe in next section):
☐ Drainage ditch/Swale/Waterway
☐ Seeps
☐ Springs
☐ Wetlands
☒ None
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Form 2, Page 3 of 11

DESCRIPTION OF EXISTING SITE DRAINAGE PATTERNS
How is storm water runoff conveyed from the site? At a minimum, this description should answer:

1.Is existing site drainage conveyance natural or improved storm drain (urbanized);

2.Is runoff from offsite conveyed through the site? If yes, quantify all offsite drainage areas, design flows, and locations where offsite flows enter the project site, and summarize how such flows are conveyed through the site;

3.Provide details regarding existing project site drainage conveyance network, including any existing storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels; and

4.Identify all discharge locations from the existing project site along with a summary of conveyance system size and capacity for each of the discharge locations. Provide summary of the pre-project drainage areas and design flows to each of the existing runoff discharge locations.

Describe existing site drainage patterns:

The existing site drainage conveyance system is generally natural, with constructed elements. The channel running along the North boundary of the site is fed by a concrete culvert running under the driveway of the adjacent site, and the runoff exits the channel through a riser structure that exists directly adjacent to the North boundary. This riser structure connects to a 66” pipe culvert running under Business Park Dr and discharging into a natural channel.

There is no offsite run-off conveyed through the project site, however the channel directly North of the project site functions as a natural channel for the area, conveying runoff from properties to the East and North.

The site discharges in three locations that all confluence directly downstream from the site. The area draining to Poinsettia Ave flows South and West is collected by an existing catch basin on the North curb of Poinsettia and conveyed through a 36” pipe to the 66” culvert in the northwest corner of the site. The area draining to Business Park Dr. flows West and North and is collected in an existing catch basin in the East curb of Business Park and is conveyed through a 24” pipe to the 66” culvert. The area draining North and West to the existing channel flows and enters the existing riser structure connecting to the 66” culvert. All three of these conveyances accept offsite flows whose tributary area preclude analysis under the scope of this report. Runoff from the site is conveyed through the 66” culvert and into a natural drainage channel that confluences with Agua Hedionda Creek, eventually leading to Agua Hedionda Lagoon and the Pacific Ocean.
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Form 2, Page 4 of 11

DESCRIPTION OF PROPOSED SITE DEVELOPMENT
Project Description / Proposed Land Use and/or Activities:

The project is located on the Northeast corner of Poinsettia Ave and Business Park Dr. The site is currently roughly graded and undeveloped with natural vegetation. The onsite improvements consist of site grading, domestic water service, and sanitary sewer service. This project will build a 3,363 square foot Quick Quack Car Wash with associated drive-thru lane, landscaping, and parking. A retaining wall The project will also propose a new sidewalk and driveway along Poinsettia and a new sidewalk along Business Park Dr. The 1.14 acres of disturbed area on the project site will consist of 0.73 acres of impervious surface and 0.41 acres of pervious surface.

List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features):

The proposed impervious features include the Quick Quack Car Wash structure, a concrete drive-thru lane, concrete walkways, and concrete parking lot. The site also includes an accessible ramp onto the site. The project also proposes a new sidewalk and driveway into the site in the public ROW.

List/describe proposed pervious features of the project (e.g., landscape areas):

The proposed pervious features include landscaping around the perimeter of the site as well as in various areas throughout. The site also proposes a retaining wall that is to be planted along the North boundary of the site.

Does the project include grading and changes to site topography? ☒ Yes
☐ No
Describe:

The site will be re-graded to provide surfaces suitable for the parking lot and car wash site, but the natural flow of the proposed site will be kept the same as the existing site. Surface runoff of the tributary area will travel to the northwest area of the site and subsequently enter the Modular Wetland Systems and underground storage tank.
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Form 2, Page 5 of 11

DESCRIPTION OF PROPOSED SITE DRAINAGE PATTERNS
Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?
☒ Yes
☐ No
If yes, provide details regarding the proposed project site drainage conveyance network, including storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels, and the method for conveying offsite flows through or around the proposed project site. Identify all discharge locations from the proposed project site along with a summary of the conveyance system size and capacity for each of the discharge locations. Provide a summary of pre- and post-project drainage areas and design flows to each of the runoff discharge locations. Reference the drainage study for detailed calculations.

Describe proposed site drainage patterns:

DMA-1 is 0.41 acres that generally drains North and West. The area consists of the building roof area, portions of the queuing lanes, and the patio area in the Northwest corner of the site. The roof area of the building is discharged through a downspout and conveyed to DIS-1. DIS-1 is an amended soil section sized to retain the entire project site’s retention volume. After DIS-1 fills up, the additional conveyed to the BMP is discharged into the queuing lane via a sidewalk underdrain and curb cut. Runoff from this DMA sheets flows into the gutter existing along the North curb line and is conveyed to MWS-1. MWS-1 is a 4’x6’ open planter Contech Modular Wetland System (MWS) that provides flow through treatment for the runoff.

DMA-2 is 0.28 acres that generally drains South and West. The area consists of the vacuum stall areas and a portion of the queuing lanes at the entrance of the drive-thru. Runoff from this DMA sheet flows to the ribbon gutter then continues in channelized flow to MWS-2. MWS-2 is a 4’x6’ open planter Contech Modular Wetland System (MWS) that provides flow through treatment for the runoff from DMA-2.

After treatment in MWS-1 and MWS-2 the flow exiting the BMPs enters UND-1. UND-1 is an HD Triple Stack R Tank units sized to provide storage for the Hydromodification Volume as well as Peak Attenuation Volume as calculated in the as calculated in the Drainage report. After exiting UND-1 runoff passes through a flow control structure sized to restrict flows to 10% of Q2. After exiting the flow control structure, the runoff is discharged directly into the regional drainage conveyance existing at the North boundary of the site.

DMAs BLDG-1 and BLDG-2 are a combined 377 SF and are sloped towards the drive-thru openings of the building to ensure used water from carwash operations does not enter the proposed stormwater BMPs.

These areas are slightly larger than the permissible de minimus area requirements, but the internal recycling system is designed to incorporate the additional runoff these areas generate. Runoff from these areas will be recycled and eventually discharged into the sanitary sewer system. These areas also serve as Harvest and Reuse BMPs reducing the runoff volume tributary to the proposed structural BMPs 04/23/2024 PH1 297 of 747

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DMA SELF-MIT is 0.28 acres of landscaped area that drains away from the project site. This area is self- treating and is not included in further calculations.

DMA-Offsite is 0.16 acres consisting of area between the existing curb line of both Poinsettia and Business Park and the property line, as well as the proposed sidewalk easement. This area was previously pervious, and the DCV calculated from the proposed public improvements is to be treated in a proposed Green Streets Dispersion Area in the Northeast corner of the site (DIS PUB). 04/23/2024 PH1 298 of 747

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Form 2, Page 6 of 11

POTENTIAL POLLUTANT SOURCE AREAS
Identify whether any of the following features, activities, and/or pollutant source areas will be present.

Select all Pollutant Source Areas that apply and include them on the DMA Exhibit. Source control BMPs must be identified for each of these areas in Form 3 of this SWQMP:
☒ On-site storm drain inlets
☒ Sump pumps or French drains
☐ Interior or sub-surface parking garages
☐ Need for future indoor & structural pest control
☒ Landscape/outdoor pesticide use
☐ Pools, spas, ponds, decorative fountains, or other water features ☐ Food preparation and/or service
☒ Refuse/trash collection areas
☐ Industrial processes
☐ Outdoor storage of equipment, chemicals, or materials ☒ Vehicle and equipment cleaning
☐ Vehicle/equipment repair and maintenance
☐ Fuel dispensing areas
☐ Loading docks
☒ Fire sprinkler test and relief point
☒ Miscellaneous drain or wash down areas
☒ Plazas, sidewalks, and parking lots
Describe:

DMAs 1 and 2 have the following pollutant sources: onsite storm drain inlets, landscaped areas, sidewalks, and parking lots. Runoff from these areas is all conveyed to either MWS-1 or MWS-2 and treated. After treatment and detention the treated flow is conveyed to the MS4.

The inside of the building has the following pollutant sources: vehicle equipment and cleaning, fire sprinkler testing flow, and miscellaneous drainage and washdown areas. Excess water and runoff from these areas are treated in the building’s internal system of clarifiers and recycled. After reuse, the runoff is discharged to the sanitary sewer system.
04/23/2024 PH1 299 of 747

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Form 2, Page 7 of 11

IDENTIFICATION AND NARRATIVE OF RECEIVING WATER AND POLLUTANTS OF CONCERN Describe flow path of storm water from the project site discharge location(s), through urban storm conveyance systems as applicable, to receiving creeks, rivers, and lagoons as applicable, and ultimate discharge to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable):

Stormwater from the project site will be discharged into the existing regional retention basin to the North of the site. This basin is part of a channel that conveys water from the Business Park Development to Agua Hedionda Creek, then to Agua Hedionda Lagoon, and ultimately the Pacific Ocean.

List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs and/or Highest Priority Pollutants from the WQIP for the impaired water bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s)
TMDLs / WQIP Highest Priority
Pollutant
Agua Hedionda Creek Benthic Community Effects,
Bifenthrin, Chlorpyrifos,
Cyfluthrin, Cyhalothrin, Lambda,
Cypermethrin, Deltamethrin,
Indicator Bacteria, Malathion,
Manganese, Nitrogen,
Phosphorus, Pyrethroids,
Selenium, Total Dissolved Solids,
Toxicity, Turbidity
Hydromodification Impacts, Riparian
Habitat Degradation
Agua Hedionda Lagoon Toxicity Hydromodification Impacts, Riparian Habitat Degradation
Pacific Ocean Shoreline, Los
Monos HAS, Carlsbad State
Beach at Tamarack Avenue
Trash Hydromodification Impacts, Riparian
Habitat Degradation
Identification of Project Site Pollutants*
*Identification of project site pollutants is only required if flow-thru treatment BMPs are implemented onsite in lieu of retention or biofiltration BMPs (note the project must also participate in an alternative compliance program unless prior lawful approval to meet earlier PDP requirements is demonstrated) Identify pollutants expected from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6):

Pollutant
Not Applicable to the
Project Site
Expected from the
Project Site
Also a Receiving Water
Pollutant of Concern
Sediment ☐☐☐
Nutrients ☐☐☐
Heavy Metals ☐☐☐
Organic Compounds ☐☐☐
Trash & Debris ☐☐☐
Oxygen Demanding
Substances ☐☐☐
04/23/2024 PH1 300 of 747

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Oil & Grease ☐☐☐
Bacteria & Viruses ☐☐☐
Pesticides ☐☐☐
04/23/2024 PH1 301 of 747

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Form 2, Page 8 of 11

HYDROMODIFICATION MANAGEMENT REQUIREMENTS
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual; select one box and describe below)?
☒ Yes, hydromodification management flow control structural BMPs required. ☐ No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. ☐ No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
☐ No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides.

Describe:

After treatment MWS-1 and MWS-2 discharge into UND-1, which is an underground detention tank sized using the BMP Sizing Spreadsheet V3.1 provided by Project Clean Water. The HMP Volume calculated by the spreadsheet is 3,178 CF. Due to the requirements of the cistern, only 7/8th of the maximum volume is allowed to count for the system. UND-1 is an R-Tank HD Triple Stack modules wrapped in impermeable liner to prevent infiltration from the tank. The total system storage is 3,770 CF, but the HMP volume is stored within 7/8ths of the system per the included stage storage table.

After detention, the runoff will be directed into a flow control structure which restricts flow to the level required the BMP Sizing Spreadsheet V3.1. The flow control structure will have an orifice sized to only allow the HMP flow rate and a weir placed at the height of 7/8ths of the detention tank to make the appropriate volume is stored. Please see Attachment 2 for all relevant calculations. 04/23/2024 PH1 302 of 747

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Form 2, Page 9 of 11

CRITICAL COARSE SEDIMENT YIELD AREAS
*This section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries (select all that apply and describe below)? Additional signed and stamped reports must be provided to document any exemption from coarse sediment yield requirements.
☒Yes
☐ No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed?
☒ 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite ☐6.2.2 Downstream Systems Sensitivity to Coarse Sediment ☐6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite ☐No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps
If optional analyses were performed, what is the final result? ☒No critical coarse sediment yield areas to be protected based on verification of GLUs onsite ☐Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 2.B of the SWQMP. ☐Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit.

Describe:

Verification of Geomorphic Landscape Units completed and added in Attachment 2B. 04/23/2024 PH1 303 of 747

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Form 2, Page 10 of 11

FLOW CONTROL FOR POST-PROJECT RUNOFF
*This section only required if hydromodification management requirements apply List and describe point(s) of compliance for hydromodification management flow control (see Section

6.3.1). Identify each point of compliance for flow control on the Hydromodification Management Exhibit in Attachment 2A.

Has a geomorphic assessment been performed for the receiving channel(s)? ☒ No, the low flow threshold is 0.1Q2 (default low flow threshold) ☐ Yes, the result is the low flow threshold is 0.1Q2
☐ Yes, the result is the low flow threshold is 0.3Q2
☐ Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide the report.

Discussion / Additional Information: (optional)
04/23/2024 PH1 304 of 747

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Form 2, Page 11 of 11

OTHER SITE REQUIREMENTS AND CONSTRAINTS
When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or local codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements.

Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed.

Green Streets Applicability
The project frontage improvements are to be considered part of the “whole of the action” in accordance with recent clarification provided by the San Diego Regional Water Quality Control Board. The offsite, frontage improvements include new concrete sidewalk where not present onsite, demolition of the existing retaining walls surrounding the utility boxes, underground connection to existing storm drain, sewer, and water systems, and a new driveway per county standards at Poinsettia Avenue. The frontage improvements cannot be considered routine maintenance, and therefore has been analyzed for compatibility and suggestions provided in the Green Streets Handbook, a design document provided by the EPA to implement Green Street Standards into redevelopment and new street projects. The following Green Street design elements have been analyzed for practicality based on implementation feasibility, City maintenance, and effectiveness for this project specifically. The project fronts both Poinsettia Avenue and Business Park Drive, and therefore includes analysis for both frontages for typical green street feature implementation.

Road Classifications – the project site is located at the intersection Business Park Drive and Poinsettia Avenue. Both are considered 4-lane Collector Roads. The Classifications of these streets will decide which design elements of the green streets can most effectively be implemented.

Infiltration trench – Due to the low infiltration on the site due to existing soil conditions, the implementation of an infiltration trench along both Melrose Drive and Olive Avenue is considered infeasible.

Permeable Pavement – The project location will provide single access point on Poinsettia Ave. Due to the high volume of traffic, the use of permeable pavement for these driveways is not recommended due to the shortened lifespan and quick deterioration of permeable pavement options comparative to concrete. No improvement to street asphalt material is proposed with project. 04/23/2024 PH1 305 of 747

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Bioswale / Bioretention / Storm Water Planter – As heavily trafficked collector streets, the implementation for biotreatment along Business Park Drive is infeasible in the ROW and the shoulder sections of the road. The location of existing telephone and electrical utility boxes require a non- contiguous sidewalk, and the slopes for the remaining areas prohibit installation of bioretention.

Poinsettia Avenue has capacity upstream of the project site but will not be directly treating the runoff generated by the proposed public improvement. A Green Street Dispersion Area is proposed along the Southeast boundary of the project site. This dispersion area will treat the tributary area of Poinsettia Ave East of the project site, treating an equivalent volume to the DCV generated by the proposed offsite development.

The required DCV associated with the removed and replaced impervious pavement offsite is conveyed to existing curb inlet systems in the streets. The DCV calculated for the offsite area is being treated on- site using an equal area offset.
04/23/2024 PH1 306 of 747

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FORM 3 – SOURCE CONTROL BMPS FOR ALL DEVELOPMENT PROJECTS

Page 1 of 4 ends

PROJECT IDENTIFICATION & SOURCE CONTROLS
Project Name: Quick Quack Vista
Permit Application Number: P23-0298
All development projects must implement source control BMPs SC-1 through SC-6, unless justification is provided by qualified design professional See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement source control BMPs shown in this checklist.

Answer each category below pursuant to the following, and provide description. ·"Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual.
·"No" means the BMP is applicable to the project but it is not feasible to implement. ·"N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas).

Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 ☒ Yes ☐ No ☐ N/A Describe how source control will be implemented, or justify if not feasible:

Areas directly before and after the drive-thru areas are sloped back into the building, recapturing and recycling any discharge from the washed cars that is tracked outside the car wash. All water used by the car wash is captured and recycled by the internal system of clarifiers and discharged into the sanitary sewer system.

SC-2 Storm Drain Stenciling or Signage ☒ Yes ☐ No ☐ N/A Describe how source control will be implemented, or justify if not feasible:

Stenciling will be added near the Modular Wetland System curb inlets to avoid dumping of non- stormwater into the system.

SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:

No outdoor storage of materials anticipated on-site.

SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:

No outdoor work areas anticipated on-site.
04/23/2024 PH1 307 of 747

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Form 3, Page 2 of 4
Source Control Requirement Applied?
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Trash enclosure will have walls and cover overhead to avoid offsite transport of trash. The Modular Wetland System is located on the opposite side of the site from the trash enclosure.

SC-6 Additional BMPs Based on Potential Sources of Runoff Pollutants (must answer for each source listed below)
Applied?
a.On-site storm drain inlets ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Provide stenciling near the Modular Wetland System to avoid dumping of non-stormwater into system.

Marking will say, “No Dumping! Flows to Ocean”. Stenciling will be periodically repainted . Lease agreements to Quick Quack Car Wash should inform the tenant to avoid discharging anything into Modular Wetland systems and landscape areas.
b.Sump pumps or French drains ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Sump pumps are to serve runoff generated inside of the building and limited areas directly before and after the drive through. Runoff intercepted by these sump pumps to be directed to sanitary sewer. c.Interior or sub-surface parking garages ☐ Yes ☐ No ☒ N/A Describe how source control will be implemented, or justify if not feasible:
d.Need for future indoor & structural pest control ☐ Yes ☐ No ☒ N/A Describe how source control will be implemented, or justify if not feasible:
e.Landscape/outdoor pesticide use ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Plan will show landscape areas, trees, and storm water treatment facilities. Landscape design will minimize irrigation and runoff to promote surface infiltration and fertilizers and pesticides that can contribute to storm water polluted will be avoided. Design will specify plants that are tolerant of periodic saturated soil conditions. Landscaping will be maintained using minimal or no pesticides. Fact sheet SC-41 “Building and Grounds Maintenance” will be provided to owner. 04/23/2024 PH1 308 of 747

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Form 3, Page 3 of 4
Source Control Requirement Applied?
f.Pools, spas, ponds, decorative fountains, or other water features ☐ Yes ☐ No ☒ N/A Describe how source control will be implemented, or justify if not feasible:
g.Food preparation and/or service ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:
h.Refuse/trash collection areas ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Plans will show the location and covering of the trash enclosure. Signing next to trash enclosure with the words “Do not dump hazardous materials” will be posted. i.Industrial processes ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:
j.Outdoor storage of equipment, chemicals, or materials ☐ Yes ☐ No ☒ N/A Describe how source control will be implemented, or justify if not feasible:
k.Vehicle and equipment cleaning ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Car washing area will be paved and kept within the car wash structure. Runoff from washing area will be recycled and conveyed to sanitary sewer lines. Drainage will alter car wash runoff from entering the storm drain system.
l.Vehicle/equipment repair and maintenance ☐ Yes ☐ No ☒ N/A Describe how source control will be implemented, or justify if not feasible:
m.Fuel dispensing areas ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:
04/23/2024 PH1 309 of 747

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Form 3, Page 4 of 4
n.Loading docks ☐ Yes ☐ No ☒ N/A
Describe how source control will be implemented, or justify if not feasible:
o.Fire sprinkler test water and relief point ☒ Yes ☐ No ☐ N/A Describe how source control will be implemented, or justify if not feasible:

Water from fire sprinkler system in the car wash structure will drain to sanitary sewer and away from the storm drain system.
p.Miscellaneous drain or wash down areas ☒ Yes ☐ No ☐ N/A Describe how source control will be implemented, or justify if not feasible:

All drains inside the building (internal drainage sumps and rooftop equipment condensate lines) drain to sanitary sewer and are not discharged to the MS4. Rooftop surfaces convey water to downspouts and the MS4.
q.Plaza, sidewalks, parking lots ☒ Yes ☐ No ☐ N/A
Describe how source control will be implemented, or justify if not feasible:

Sidewalks and parking lot area will be swept regularly to avoid the buildup of litter and debris.

Discussion / justification if SC-6 not implemented. Clearly identify which sources of runoff pollutants are discussed. Justification must be provided for all "No" answers shown above. 04/23/2024 PH1 310 of 747

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FORM 4 – SITE DESIGN BMPS FOR ALL DEVELOPMENT PROJECTS

Page 1 of 2 ends

PROJECT IDENTIFICATION
Project Name: Quick Quack Vista
Permit Application Number: P23-0298
All development projects must implement site design BMPs SD-1 through SD-8, unless justification is provided by qualified design professional. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement site design BMPs shown in this checklist.

Answer each category below pursuant to the following, and provide description. ·"Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual.
·"No" means the BMP is applicable to the project but it is not feasible to implement. ·"N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve).

Site Design Requirement Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features ☒ Yes
☐
No
☐
N/A
Describe how site design will be implemented, or justify if not feasible:

The majority of the site drains either to existing curb inlets along both street frontages and into the regional natural conveyance stream at the back of the site. The natural stream will not be disturbed in the process of the development of the site. The base of the proposed retaining wall is as close to the top of slope as is practical for site development to reduce adverse impacts. The existing riser structure directly to the north of the site will remain in place and serve and the emergency overflow as intended.

In the existing condition the runoff from the streets if conveyed to the 66” culvert running underneath Business Park Drive. The runoff in the proposed condition will enter the 66” culvert as in the existing condition as the flow control structure will tie into the 66” structure and serve as the ultimate outfall for the site.

SD-2 Conserve Natural Areas, Soils, and Vegetation ☒ Yes ☐ No ☐ N/A Describe how site design will be implemented, or justify if not feasible:

The Biological Report indicated the presence of Diegan Coastal Sage Scrub. The limit of this shrub is represented on the grading plans and WQMP Exhibit. All development and construction activities to remain outside of the scrub area. Vegetation protection fence to be installed during construction.

SD-3 Minimize Impervious Area ☒ Yes ☐ No ☐ N/A
Describe how site design will be implemented, or justify if not feasible:

Drive aisles, parking space number and dimensions, and applicable walkable surfaces have been designed to code minimums. All impervious area is included as a necessity for the function and development on the site.
04/23/2024 PH1 311 of 747

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SD-4 Minimize Soil Compaction ☒ Yes ☐ No ☐ N/A
Describe how site design will be implemented, or justify if not feasible:

Landscapes areas to be staked to avoid unnecessary compaction. Operation of heavy machinery and lay- down areas to avoid proposed landscaped areas to reduce compaction.

Form 4, Page 2 of 2
SD-5 Impervious Area Dispersion ☒ Yes ☐ No ☐ N/A
Describe how site design will be implemented, or justify if not feasible:

DIS-1 will accept flow from the building downspouts and serve as on-site retention to satisfy the on-site retention requirement.

SD-6 Runoff Collection ☐ Yes ☐ No ☒ N/A
Describe how site design will be implemented, or justify if not feasible:

Proposed roof slopes not designed to support additional loads generated by green roof features.

Permeable pavement is not recommended in no infiltration/fill conditions. See Geotechnical Report in Attachment 6 for additional information. Majority of paved site is subject to traffic loading.

SD-7 Landscaping with Native or Drought Tolerant Species ☒ Yes ☐ No ☐ N/A Describe how site design will be implemented, or justify if not feasible:

Landscape design will incorporate native and drought tolerant species.

SD-8 Harvest and Use of Precipitation ☐Yes ☒ No ☐ N/A
Describe how site design will be implemented, or justify if not feasible:

Runoff from the building roofs is directed to the amended soil area and is functioning to help the site meet the retention requirement. Therefore, no other roof downspouts are designed in a way to divert water toward an above-ground rain barrel. DMAs Bldg 1 and Bldg 2 divert a small volume of runoff which is treated and recycled into the building’s water supply. 04/23/2024 PH1 312 of 747

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FORM 5 – STRUCTURAL POLLUTANT CONTROL AND

HYDROMODIFICATION MANAGEMENT BMPS

PROJECT IDENTIFICATION
Project Name: Quick Quack Vista
Permit Application Number: P23-0298
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s).

PDP structural BMPs must be verified by the local jurisdiction at the completion of construction. This may include requiring the project owner or project owner's representative and engineer of record to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the local jurisdiction must confirm the maintenance (see Section 7 of the BMP Design Manual).

Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet (page 3 of this form) for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP).

Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMP selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate structures.

Note: Each structural pollutant control and hydromodification management BMP must be clearly identified on a site map (Attachment 1A), and described in supporting table (Attachment 1B).

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DMAs BLDG-1 and BLDG-2 are a combined 377 SF and are sloped towards the drive-thru openings of the building to ensure used water from carwash operations does not enter the proposed stormwater BMPs.

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FORM 6 – STORMWATER BMP MAINTENANCE MECHANISM

PROJECT IDENTIFICATION
Project Name: Quick Quack Vista
Permit Application Number: P23-0298
Maintenance Requirements
A stormwater structural BMP operations and maintenance plan must be prepared for PDPs. A template plan is available at:
http://www.cityofvista.com/services/city-departments/community-development/building-planning- permits-applications/land-development-autocad-templates/storm-water-forms Has a stormwater structural BMP operations and maintenance plan been prepared? ☐Yes, included with Attachment 3A
☒No
Pending final design
[INSERT PLAN NAME]
[INSERT PLAN DATE]
[INSERT PREPARER’S NAME]
[INSERT PREPARER’S TITLE/COMPANY]
All projects are required to maintain designed functionality of structural BMPs in perpetuity. Privately- owned projects must record a Storm Drain Maintenance Agreement with the County of San Diego Assessor’s Office. A template Storm Drain Maintenance Agreement is available at:
http://www.cityofvista.com/services/city-departments/community-development/building-planning- permits-applications/land-development-autocad-templates/storm-water-forms Has a Storm Drain Maintenance Agreement been submitted to the County? Pending Final Design
☐Yes, copy included with Attachment 3B
☒No
☐Not Applicable (e.g., city-owned property/project)
04/23/2024 PH1 315 of 747

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Each of the attachments indicated below should be considered for inclusion with the SWQMP. Use this checklist to indicate which attachments are included behind this coversheet.

Attachment
Sequence
Contents Checklist
Attachment 1A Drainage Management Area (DMA)
Exhibit
See DMA Exhibit Checklist on next page.
☒Included
Attachment 1B Tabular Summary of DMAs Showing
DMA ID matching DMA Exhibit, DMA
Area, DMA Type, and BMPs*
*Provide table in this Attachment OR on
DMA Exhibit in Attachment 1A
☒Included on DMA Exhibit in Attachment 1A
☐ Included as Attachment 1B
Attachment 1C Harvest and Use Feasibility Screening
Checklist (Worksheet B.3-1)
Refer to Appendix B.3-1 of the BMP
Design Manual.
☒Included
☐Not included because the entire project
will use Infiltration BMPs
Attachment 1D Categorization of Infiltration Feasibility Condition (Worksheet C.4-1)
Refer to Appendices C and D of the BMP
Design Manual.
☒Included
☐Not included because the entire project
will use Harvest and Use BMPs
Attachment 1E Pollutant Control BMP Design
Worksheets and Calculations
Refer to Appendices B and E of the BMP
Design Manual for structural pollutant
control BMP design guidelines
☒Included
ATTACHMENT 1 – POLLUTANT CONTROLS: SUPPORT DOCUMENT AND

CHECKLIST
04/23/2024 PH1 316 of 747

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For Attachment 1A, provide map(s) for the project site, titled “DMA Exhibit.” The checklist below identifies minimum elements that must be included with the DMA Exhibit. ☒Underlying hydrologic soil group
☒Approximate depth to groundwater
☒Existing natural hydrologic features (watercourses, seeps, springs, wetlands, etc.) ☒Critical coarse sediment yield areas to be protected
☒Existing topography and impervious areas
☒Existing and proposed site drainage network and storm drain structures ☒Proposed connections to offsite drainage
☒Proposed demolition
☒Proposed grading
☒Proposed impervious features
☒Proposed design features and surface treatments used to minimize imperviousness ☒Drainage management area (DMA) boundaries
☒DMA identification numbers (DMA ID)
☒DMA areas (square footage or acreage)
☒DMA type (Drains to BMP, Self-mitigating, De Minimis, or Self-retaining) ☒Potential pollutant source areas and corresponding required source controls (see Form 2 and Form 3 of SWQMP,BMP Design Manual Chapter 4 and Appendix E.1)
☒Proposed Structural BMPs (see Form 5 of SWQMP)
ATTACHMENT 1A – DMA EXHIBIT CHECKLIST
04/23/2024 PH1 317 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH
0 GRAPHIC SCALE IN FEET
2010 20 40
XX
XXX
SOURCE CONTROL BMPS*

BMP ID BMP DESCRIPTION
SC-1 PREVENT ILLICIT DISCHARGE INTO MS4, ALL
LANDSCAPE AREAS (TYP.)
SC-2 STORM DRAIN STENCILING AND SIGNAGE, ALL SD
INLETS (TYP.)
SC-5 TRASH AND STORAGE AREAS
SC-6A ON-SITE STORM DRAIN INLETS
SC-6E LANDSCAPE / OUTDOOR PESTICIDE USE
SC-6H REFUSE / TRASH COLLECTION AREAS
SC-6K VEHICLE AND EQUIPMENT CLEANING
SC-6O FIRE SPRINKLER TEST WATER AND RELIEF POINT
SC-6P MISCELLANEOUS DRAIN OR WASH DOWN AREAS
SC-6Q PLAZA, SIDEWALKS, PARKING LOTS
SITE DESIGN BMPS*

BMP ID BMP DESCRIPTION
SD-1 MAINTAIN NATURAL DRAINAGE PATHWAYS AND

HYDROLOGIC FEATURES
SD-2 CONSERVE NATURAL AREAS, SOILS, AND

VEGETATION
SD-3 MINIMIZE IMPERVIOUS AREA
SD-4 MINIMIZE SOIL COMPACTION
SD-5 IMPERVIOUS AREA DISPERSION
SD-6 RUNOFF COLLECTION
SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT

SPECIES

PERMANENT
BMP ID #

AREA TO

TRIBUTARY
TO BMP

BMP PROVIDED TREATMENT

FLOW/VOLUME
MWS-1 17,814 SF MODULAR WETLAND
SYSTEM 0.092 CFS
MWS-2 12,374 SF MODULAR WETLAND
SYSTEM 0.069 CFS
UND-1 30,188 SF UNDERGROUND
STORAGE VAULT 3,180 CF
DIS-1 1,381 SF AMENDED SOIL
SECTION 75 CF
DIS-PUB 3,000 SF GREEN STREETS
DISPERSION AREA 68 CF

STORMWATER QUALITY MANAGEMENT TABLE

DRAINAGE
AREA

PERVIOUS AREA
(SQFT)

IMPERVIOUS AREA
(SQFT)

TOTAL AREA
(SQFT)

TOTAL AREA
(AC)DRAINS TO
RUNOFF

COEFFICIENT
C
DCV
(CUBIC
FEET)

FACTORED

TREATMENT

FLOW (CFS)
DMA-1 2579 15235 17814 0.41
BMP 1 0.81 791 0.0920
DMA-2 1958 10416 12374 0.28
BMP 3 0.81 543 0.0690
DMA-BLDG1 0 280 280 0.01
BLDG 0.90 N/A N/A
DMA-BLDG2 0 97 97 0.01
BLDG 0.90 N/A N/A
DMA-OFFSITE 2757 4394 7151 0.15
ONSITE 0.67 260 N/A
SELF-MIT 12081 0 12081 0.28
SELF-MIT 0.30 N/A N/A
TOTAL 19375 30422 49797 1.14 N/A 0.67 1,594 0.1610
SD

PROPOSED DRAINAGE BOUNDARY

OVERLAND FLOW DIRECTION

PROPERTY LINE/RIGHT-OF-WAY

PROPOSED CONTOUR

CENTERLINE

RIGHT-OF-WAY LINE

PROPOSED STORM DRAIN LINE

DRAINAGE AREA ID

DRAINAGE AREA ACREAGE

POINT OF CONNECTION

LANDSCAPE AREA

IMPERVIOUS AREA TRIBUTARY TO DISPERSION
AREA

AMENDED SOIL DISPERSION AREA
LEGEND

EXISTING SITE CONDITIONS
SITE DESCRIPTION: PREVIOUSLY GRADED AND UNDEVELOPED
AREA. NO DEMOLITION NEEDED
UNDERLYING HYDROLOGIC SOIL GROUP: NRCS TYPE D
APPROXIMATE DEPTH TO GROUNDWATER: GW DEPTH > 20 FEET
EXISTING NATURAL HYDROLOGIC FEATURES: NONE
CRITICAL COARSE SEDIMENT YIELD AREAS: ENTIRE SITE
EXISTING PERVIOUS AREA: 1 ACRE
EXISTING IMPERVIOUS AREA: NONE

POTENTIAL POLLUTANT SOURCE AREAS

ON-SITE STORM DRAIN INLETS

SUMP PUMP/FRENCH DRAIN

LANDSCAPE / OUTDOOR PESTICIDE USE

REFUSE / TRASH COLLECTION AREA

VEHICLE AND EQUIPMENT CLEANING

FIRE SPRINKLER TEST AND RELIEF POINT

MISCELLANEOUS DRAIN/WASH DOWN AREA

SIDEWALKS AND PARKING LOT
*REFER TO PROJECT WQMP FOR SPECIFIC IMPLEMENTATION OF SITE DESIGN AND SOURCE CONTROL BMPS.

DISPERSION AREA SECTION
N.T.S.

ROOF DOWNSPOUT
CURB

SIDEWALK

SIDEWALK UNDERDRAINBUILDING

BUILDING FOUNDATION

IMPERMEABLE LINER

DRIVE AISLE

AMENDED SOIL AGGREGATE

UNCOMPACTED NATURAL SOIL
SPLASH
PAD
SD
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
W
D
D
C
V
2 4
"

S
D
D
C
S
L
S
L
S
.

G
.

R
QB
X

X X X X X X X X X X
X
X
X
X

X X X X X X X X X
X
X
X
X
X
DMA-1

0.41 AC

SELF-MIT

0.30 AC
DMA-2

0.28 AC

SELF-MIT

0.30 AC
DMABLDG1

0.01 AC
DMABLDG2

0.01 AC

DMA-OFFSITE

0.16 AC

DMA-OFFSITE

0.16 AC
47 0
MWS-1
MWS-L-4-8-V
TREATMENT RATE = 0.098 CFS
OVERFLOW RATE = 1.20 CFS
UND-1

UNDERGROUND STORAGE VAULT
HYDROMOD STORAGE CAPACITY = 3,180 CF
TOTAL STORAGE CAPACITY = 3,640 CF
MWS-2
MWS-L-4-8-V
TREATMENT RATE = 0.100 CFS
OVERFLOW RATE = 1.89 CFS
DIS-1

AMENDED SOIL DISPERSION AREA
AMENDED SOIL AREA = 344 SF
TRIBUTARY AREA =1381 SF
RETENTION VOLUME = 75 CF
SD-1

MAINTAIN EXISTING DRAINAGE AREA
SD-2

PROTECT COASTAL SAGE
SD-2

PROTECT COASTAL SAGE
SD-3, SC-6Q
SD-8
SC-1
SC-1
SC-1, SC-2, SC-6A
SC-5, SC-6H
SC-6A
SD-5, SC-6D,
SC-6K, SC6O,
SC6P
SD-4, SD-7, SC-6E
SC-1, SC-2, SC-6A
SD-4, SD-7, SC-6E

BUILDING DOWNSPOUT
SD-3, SC-6Q
SD-3, SC-6Q
465
465
464
464
466
466
466
46 6
466
46 7
46 8
46 9
467
467
468
460
457
455 467
471
4 7
2 47
1 4
6 8
4 6
6 46
6 46
6 4
6 7
46 7
468
46 8
469
46 9
47 0
4 7
1 472
473
473
455
456
469
467
465
465
456 457
4 5
8 4
5 9
4 6
0 4
6 1

POINT OF
COMPLIANCE TO MS4
POIN
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E
SD-5
SD-5

DIS-PUB
AMENDED SOIL AREA = 226 SF
TRIBUTARY AREA = 3,000 SF
RETENTION VOLUME = 68 CF

BUILDING DOWNSPOUT
P23-0298
5,500
04/23/2024 PH1 318 of 747

ATTACHMENT 1C – HARVEST AND USE FEASIBILITY SCREENING

CHECKLIST
For Attachment 1C, provide a completed Worksheet B.3-1. Harvest and Use Feasibility Screen from the BMPDM.
04/23/2024 PH1 319 of 747

Toilet and Urinal Usage = 3 employees x 7 gallons/day x 3 days = 63 gallons Irrigation = 1,470 gallons/acre x 0.36 acre = 529 gallons Car Wash Demand = 8,289 gallons see
Total = 8,881 gallons
DCV = 1,555 CF = 11,632 gallons

0.25DCV = 2,908 gallons
36-hour demand for Car WashX
X
X
All available above-ground downspouts are directed into on-site retention areas.

DMAs Bldg 1 and Bldg 2 are directed into the building, adding runoff into the car wash water recycling system. See attached system specifications for additional information. 04/23/2024 PH1 320 of 747

Coachella Valley Water DistrictPO BOX 5000COACHELLA, CA 92236-5000(760) 391-9600; www.cvwd.org

TEMP-RETURN SERVICE REQUESTED
AMOUNT INCLUDED $
Please return this top stub with your payment. Make checks payable to CVWD.

BILL DETAIL ACCOUNT INFORMATION

METER READING INFORMATION

WATER USE HISTORY
Coachella Valley Water District PO BOX 5000 COACHELLA, CA 92236-5000 Phone (760) 391-9600; www.cvwd.org

IMPORTANT MESSAGE
Your Water Budget for This Period
Water Use This Period

Estimated Budget for Next Period*
Estimated Budget for Following Period*

Previous Bill
Total Payments
Adjustment & Credits
Previous Balance
Tier 2 Charge 90%
Tier 2 Charge 10%
Tier 3 Charge
T2 - Drought Penalty
T3 - Drought Penalty
Sewer Account Charge
Sewer ESU Charge
Backflow Charge
Inspection Points
Water Service Charge
Current Charges
Auto Debit - Do Not Pay
CUB0111A *** 9000001910 00.0000.1880 1910/1
Your water efficiency
rating this month is:Inefficient
0 100
200
300
400
500
600
700
800

FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC JAN
Tier 4 (anything above
Tier 4 is Tier 5)
Tier 3Tier 2Tier 1Prior 12
Months
Current 12
Months
Bill date: 01/11/23; Cycle: 02-45
[Record*CUB0111A*120*724811-555034*KEY=724811-555034*Index]

AMENDNHJDLDMFPAKAICKAJEHPIGAFNMIJDBLGFPKAMJPMBNHIDNEJIFKLCAKAEHONPLCNOEOCFBIHPJKAAIMEGIIIMCOIACIICEK QQFV 2, LLC

DBA QUICK QUACK CAR WASH
1380 LEAD HILL BLVD STE 260
ROSEVILLE CA 95661-2998
Account Number
Service Address
t Charges
Auto Debit - Do Not Pay
Will auto-debit on 01/26/23
724811-555034
68620 RAMON RD

CATHEDRAL CITY, CA
1373.29
QQFV 2, LLC
68620 RAMON RD

CATHEDRAL CITY, CA
724811-555034

COMMERCIAL
01/11/23
Customer Name
Service Address
Account Number
Rate Class
Billing Date
[1/1]
DEC
NOV
JAN
Last YearThis YearWater Usage
229
307
367
380
366
Days In Billing Cycle
Average Daily Consumption in CCF
Average Daily Consumption in Gallons
Meter # 19817702-M Reading on 01/06/23
Previous Reading on 12/06/22
31 7.4
5,526
12063
11834
297

E-NOTIFICATION
72481155503401373290

TFDAADFFTDTAATFTATFFDDAADFTFADTFAADFFDTTFFFFDFDDTDDATDTDATDTFTFTT

COACHELLA VALLEY WATER DISTRICT
PO BOX 5000
COACHELLA, CA 92236-5000
218 CCF
229 CCF
218 CCF
197 CCF
197.00 @$1.170

21.00 @$1.170

11.00 @$3.590
163064 gallons
171292 gallons
163064 gallons
147356 gallons
1706.34
-1706.34

0.00 0.00
230.49

24.57 39.49

6.09 19.80

4.53 999.61

12.00 24.00

12.71 1373.29
1373.29
*Water budgets are adjusted for the number of days in a billing cycle, which may vary depending on when the meter is read.

Stop leaky losses
Whether you DIY or hire a plumber, fixing leaks can mean big water savings. A leaky faucet, toilet or hose valve can easily waste 200-800 gallons per day.

Drought penalties are here.

CVWD is asking everyone to reduce water use by 10% below their regular outdoor water budget. Water usage above the reduced budget will incur drought penalties, outlined below. Please visit www.CVWD.org/drought for more information.

Drought Penalties Per CCF:Tier 2 above 90% $0.29Tier 3 $1.80Tier 4 $3.16Tier 5 $6.44 36 Hour Demand = Daily Consumption * 1.5
36 Hour Demand = 5,526 Gallons * 1.5
36 Hour Demand = 8,289 Gallons
Car Wash Demand in Rain Season
04/23/2024 PH1 321 of 747

MODEL QQ-RO
Height 73”
Width 36”
Depth 40”
Weight 500 lbs
Input Power
208/230/480 3 Phase 60 Cycle
Motor Size 3 HP
Full Load Amps 8.4/8.0/4.0
Water
Requirements
(1) 30 GPM @ 30 PSI
(1) Drain
RO Output 6.9 GPM
Reject 4.2 GPM
Frame Material Stainless Steel

REVERSE OSMOSIS SYSTEM
Multi-Stage Pressure Pump
Automatic Membrane Flush
Carbon Tank with Auto Back
Flushing Head
Low Pressure Shut Off
On Board TDS Meter
Stainless Steel Frame
Product &Reject Flow-meters
5 Micron Pre-filter with Pressure
Differential Sensor to alert when
filter needs changed
1380 Lead Hill Blvd,Roseville,CA 95661 ·(888)QQ-CARWASH · www.DontDriveDirty.com 04/23/2024 PH1 322 of 747

ATTACHMENT 1D – CATEGORIZATION OF INFILTRATION FEASIBILITY

CONDITION
For Attachment 1D, provide a completed Worksheet C.4-1. Categorization of Infiltration Feasibility from the BMPDM.
04/23/2024 PH1 323 of 747

Appendix C: Geotechnical and Groundwater Investigation Requirements C-11 February 2016
Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Categorization of Infiltration Feasibility
Condition
Worksheet C.4-1
Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated?
Criteri
a
Screening Question Yes No
1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.
2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Measured rates from the Geotechnical Report are 0.15 inches per hour. See Attachment 5 for additional information.
04/23/2024 PH1 324 of 747

Appendix C: Geotechnical and Groundwater Investigation Requirements C-12 February 2016
Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Worksheet C.4-1 Page 2 of 4
Criteri
a Screening Question Yes No
3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.
4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Measured rates from the Geotechnical Report are 0.15 inches per hour. See Attachment 5 for additional information.

Measured rates from the Geotechnical Report are 0.15 inches per hour. See Attachment 5 for additional information.
04/23/2024 PH1 325 of 747

Appendix C: Geotechnical and Groundwater Investigation Requirements C-13 February 2016
Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Part 1
Result*
If all answers to rows 1 -4 are “Yes” a full infiltration design is potentially feasible.

The feasibility screening category is Full Infiltration If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design. Proceed to Part 2
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by City Engineer to substantiate findings.

No, proceed
to Part 2
Measured rates from the Geotechnical Report are 0.15 inches per hour. See Attachment 5 for additional information.
04/23/2024 PH1 326 of 747

Appendix C: Geotechnical and Groundwater Investigation Requirements C-14 February 2016
Worksheet C.4-1 Page 3 of 4
Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope
stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Provide basis:

Existing site has substantial fill depths. See Attachment 5 for additional information.

Measured rates from the Geotechnical Report are 0.15 inches per hour. After applying a factor of safety of 2 to the measured rate the infiltration rate becomes 0.075 inches per hour.

The Geotechnical Report recommends against infiltration for this site. See Attachment 5 for additional information.
04/23/2024 PH1 327 of 747

Appendix C: Geotechnical and Groundwater Investigation Requirements C-15 February 2016
Worksheet C.4-1 Page 4 of 4
Criteria Screening Question Yes No
7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)?The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Part 2
Result*
If all answers from row 1-4 are yes then partial infiltration design is potentially feasible.

The feasibility screening category is Partial Infiltration.

If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings No
Infiltration
04/23/2024 PH1 328 of 747

ATTACHMENT 1E – POLLUTANT CONTROL BMP DESIGN WORKSEETS

AND CALCULATIONS
For Attachment 1E, provide a completed Automated Worksheet B.1 B.2 from the County of San Diego stormwater resources site as well as sizing tables for proprietary flow through BMPs. 04/23/2024 PH1 329 of 747

Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-Offsite unitless 2 85th Percentile 24-hr Storm Depth 0.65 0.65 0.65 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 13,854 10,416 4,394 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 2,235 1,958 2,757 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels?Yes No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90)1,381 sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)344 sq-ft 18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 17,814 12,374 0 7,151 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.82 0.81 0.00 0.67 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.82 0.81 0.00 0.67 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 791 543 0 260 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 1,381 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 344 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area >4.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.82 0.81 n/a 0.67 n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 791 543 0 260 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.82 0.81 0.00 0.67 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 14,607 10,023 0 4,791 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 791 543 0 260 0 0 0 0 0 0 cubic-feet False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
04/23/2024 PH1 330 of 747

Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name DMA-1 DMA-2 -DMA-Offsite ------unitless 2 85th Percentile Rainfall Depth 0.65 0.65 - 0.65 ------inches 3 Predominant NRCS Soil Type Within BMP Location D D D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted unitless 5 Nature of Restriction Fill Depths Fill Depths Fill Depths unitless 6 Do Minimum Retention Requirements Apply to this Project?Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed?No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis?Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.075 0.075 0.075 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 - 0.000 ------in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 1.5% 1.5% - 1.5% ------percentage 12 Fraction of DCV Requiring Retention 0.01 0.01 - 0.01 ------ratio 13 Required Retention Volume 8 5 -3 ------cubic-feet
False
False
Automated Worksheet B.2: Retention Requirements (V2.0)
Advanced
Analysis
Basic Analysis
Result
No Warning Messages
04/23/2024 PH1 331 of 747

Per Table B.2-2: Allowable Reduction in DCV
TCV1 = SV x 0.3
d=0.65 TCV2 = 3,630 x d x C x A
C=1.00 TCV = min(TCV1, TCV2)
SV=344 A=0.03
TCV1=103.2 TCV2=74.80

74.80 DISPERSION AREA VOLUME CALCULATIONS
Amended Soil
TCV=min(TCV1,TCV2) =
04/23/2024 PH1 332 of 747

DMA-1
17,814

0.82 791
75 716

0.115

0.91 0.20

0.061
YES
BMP FACTOR 1.5 0.092 CFS
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet J.5-1: Flow-Thru Design Flows

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-4-8-V

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

LEFT END VIEW

INSTALLATION NOTES

SITE SPECIFIC DATA

1.0 _____ (CFS)
* PRELIMINARY ONLY - NOT FOR CONSTRUCTION

PEDESTRIAN

2.1 GPM/SF
04/23/2024 PH1 333 of 747

DMA-2
12,374

0.81 543
0 543

0.115
1 0.20

0.046
YES
BMP FACTOR 1.5 0.069 CFS
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet J.5-1: Flow-Thru Design Flows

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-4-8-V

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

LEFT END VIEW

INSTALLATION NOTES

SITE SPECIFIC DATA

1.0 _____ (CFS)
* PRELIMINARY ONLY - NOT FOR CONSTRUCTION

PEDESTRIAN

2.1 GPM/SF
04/23/2024 PH1 334 of 747

Page 34 of 39 ends

☐Check this box if this attachment is empty because the project is exempt from PDP hydromodification management requirements.

Each of the attachments indicated below should be considered for inclusion with the SWQMP. Use this checklist to indicate which attachments are included behind this coversheet.

Attachment
Sequence
Contents Checklist
Attachment 2A Hydromodification
Management Exhibit ☒Included
See Hydromodification Management Exhibit
Checklist on the back of this Attachment cover
sheet.

Attachment 2B Management of Critical Coarse
Sediment Yield Areas
See Section 6.2 of the BMP
Design Manual.
☒Exhibit showing project drainage boundaries
marked on WMAA Critical Coarse Sediment Yield
Area Map
Analyses, as applicable, for Critical Coarse Sediment
Yield Area Determination, per BMP Design Manual:
☒6.2.1 Verification of Geomorphic Landscape
Units Onsite
☐6.2.2 Downstream Systems Sensitivity to Coarse
Sediment
☐6.2.3 Optional Additional Analysis of Potential
Critical Coarse Sediment Yield Areas Onsite
Attachment 2C Geomorphic Assessment of
Receiving Channels
See Section 6.3.4 of the BMP
Design Manual.
☒Not performed
☐Included
☐Submitted as separate stand-alone document
Attachment 2D Flow Control Facility Design,
including Structural BMP
Drawdown Calculations and
Overflow Design Summary
See Chapter 6 and Appendix G
of the BMP Design Manual
☒Included
☐Submitted as separate stand-alone document
To be provided with final design
Attachment 2E Vector Control Plan ☐Included
☒Not required because BMPs will drain in less
than 96 hours
ATTACHMENT 2 – HYDROMODIFICATION MANAGEMENT CONTROLS:

SUPPORT DOCUMENTATION & CHECKLIST
04/23/2024 PH1 335 of 747

Page 35 of 39 ends

For Attachment 2A, provide map(s) for the project site, titled “Hydromodification Management Exhibit.” The checklist below identifies minimum elements that must be included with the exhibit. ☒Underlying hydrologic soil group
☒Approximate depth to groundwater
☒Existing natural hydrologic features (watercourses, seeps, springs, wetlands, etc.) ☒Critical coarse sediment yield areas to be protected
☒Existing topography and impervious areas
☒Existing and proposed site drainage network and storm drain structures ☒Proposed connections to offsite drainage
☒Proposed demolition
☒Proposed grading
☒Proposed impervious features
☒Proposed design features and surface treatments used to minimize imperviousness ☒Points of Compliance for hydromodification management
☒ Existing and proposed drainage boundary and drainage area to each Point of Compliance (when necessary, create separate exhibits for pre-development and post-project conditions) ☒ Structural BMPs for hydromodification management (location, type, and size) ATTACHMENT 2A – HYDROMODIFICATION MANAGEMENT EXHIBIT
04/23/2024 PH1 336 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH
XX
XXX

EXISTING CONDITIONS

DRAINAGE
AREA

TOTAL AREA
(AC)

COMPOSITE
C Tc (MIN)
10-YEAR

RAINFALL
(IN/HR)
100-YEAR

RAINFALL
(IN/HR)
Q10
(CFS)
Q100
(CFS)
A 0.31 0.35 5 5.00 7.50 0.54 0.81
B 0.61 0.35 13 2.70 4.20 0.58 0.90
C 0.23 0.35 7 3.80 5.90 0.31 0.47
TOTAL 1.15 --------1.43 2.18
>>>>

EXISTING DRAINAGE BOUNDARY

OVERLAND FLOW DIRECTION

LONGEST FLOW PATH TO POINT OF CONNECTION

PROPERTY LINE/RIGHT-OF-WAY

EXISTING CONTOUR

CENTERLINE

RIGHT-OF-WAY LINE

DRAINAGE AREA ID

DRAINAGE AREA ACREAGE
POINT OF CONNECTION TO MS4 PUBLIC STORM

DRAIN SYSTEM
LEGEND

1. UNDERLYING HYDROLOGIC SOIL IS PREDOMINATELY
GROUP D.

2. APPROXIMATE DEPTH TO GROUNDWATER IS 50 FEET BGS.

NOTES
0 GRAPHIC SCALE IN FEET
20 10 20 40
1 0
"

S
1 0
"

S
E-MO
E-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E-MO
E-M
O
E-M
O
E-M
O
E-M
O
E-M
O
E-MO
E-MO
E-MO
E-MO
E-MO
E-MO
2 4
"

S
D
12"
W
12"
W
12"
W
12"
W
12"
W
12" W
12" W
12" W
12" W
12" W
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
66" S
D
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
10" S
1 2
"

W
1 2
"

W
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W
D
D
C
V
2 4
"

S
D
D
D D
C
54''W
54 '
'
W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
S
L
S
L
4 6
8 4
6 9
4 7
0 4
7 1
4 6
7 46
6 4
6 5
472
473
46 4
47 3
A

0.31 AC

POINT OF CONNECTION A
Q100 = 0.81 CFS
Q10 = 0.54 CFS
Tc=5 MIN
B

0.61 AC
C

0.23 AC

POINT OF CONNECTION B
Q100 = 0.90 CFS
Q10 = 0.58 CFS
Tc=13 MIN

POINT OF CONNECTION C
Q100 = 0.47 CFS
Q10 = 0.31 CFS
Tc=7 MIN
EXISTING 36"

STORM DRAIN

EXISTING

CURB INLET

EXISTING OUTLET

RISER FOR REGIONAL

DETENTION BASIN

REGIONAL STORM

WATER DETENTION
BASIN

EXISTING CURB INLET
>
>
>>>>>>>>>>>>>>>>>>>>>>>>
>
>
>
>
>>>
L=288'
L=63'
L=40'
FS 473.00
FS 440.93
FS 470.79
>
>
>
>
>
>
>
FS 456.99
>
>
>
>
445
445
450
455
460
465
470
470
FS 468.77
FS 455.56 FS 448.50
EXISTING 66" STORM DRAIN
PER DWG D-3009. ULTIMATE

DMA CONFLUENCE OF
PROJECT DISCHARGE TO MS4
04/23/2024 PH1 337 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH
0 GRAPHIC SCALE IN FEET
2010 20 40
XX
XXX
SOURCE CONTROL BMPS*

BMP ID BMP DESCRIPTION
SD-1 MAINTAIN NATURAL DRAINAGE PATHWAYS AND

HYDROLOGIC FEATURES
SD-2 CONSERVE NATURAL AREAS, SOILS, AND

VEGETATION
SD-3 MINIMIZE IMPERVIOUS AREA
SD-4 MINIMIZE SOIL COMPACTION
SD-5 IMPERVIOUS AREA DISPERSION
SD-6 RUNOFF COLLECTION
SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT

SPECIES

PERMANENT
BMP ID #

AREA TO

TRIBUTARY
TO BMP

BMP PROVIDED TREATMENT

STORMWATER QUALITY MANAGEMENT TABLE

DRAINAGE
AREA

PERVIOUS AREA
(SQFT)

IMPERVIOUS AREA
(SQFT)

TOTAL AREA
(SQFT)

TOTAL AREA
(AC)DRAINS TO
RUNOFF

COEFFICIENT
C
DCV
(CUBIC
FEET)

FACTORED

TREATMENT

PROPOSED DRAINAGE BOUNDARY

OVERLAND FLOW DIRECTION

PROPERTY LINE/RIGHT-OF-WAY

PROPOSED CONTOUR

CENTERLINE

RIGHT-OF-WAY LINE

PROPOSED STORM DRAIN LINE

DRAINAGE AREA ID

DRAINAGE AREA ACREAGE

POINT OF CONNECTION

LANDSCAPE AREA

IMPERVIOUS AREA TRIBUTARY TO DISPERSION
AREA

AMENDED SOIL DISPERSION AREA
LEGEND

POTENTIAL POLLUTANT SOURCE AREAS

ON-SITE STORM DRAIN INLETS

SUMP PUMP/FRENCH DRAIN

LANDSCAPE / OUTDOOR PESTICIDE USE

REFUSE / TRASH COLLECTION AREA

VEHICLE AND EQUIPMENT CLEANING

FIRE SPRINKLER TEST AND RELIEF POINT

MISCELLANEOUS DRAIN/WASH DOWN AREA

SIDEWALKS AND PARKING LOT
*REFER TO PROJECT WQMP FOR SPECIFIC IMPLEMENTATION OF SITE DESIGN AND SOURCE CONTROL BMPS.

DISPERSION AREA SECTION
N.T.S.

ROOF DOWNSPOUT
CURB

SIDEWALK

SIDEWALK UNDERDRAINBUILDING

BUILDING FOUNDATION

IMPERMEABLE LINER

DRIVE AISLE

AMENDED SOIL AGGREGATE

UNCOMPACTED NATURAL SOIL
SPLASH
PAD
SD
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
W
D
D
C
V
2 4
"

S
D
D
C
S
L
S
L
S
.

G
.

R
QB
X

X X X X X X X X X X
X
X
X
X

X X X X X X X X X
X
X
X
X
X
DMA-1

0.41 AC

SELF-MIT

0.30 AC
DMA-2

0.28 AC

SELF-MIT

0.30 AC
DMABLDG1

0.01 AC
DMABLDG2

0.01 AC

DMA-OFFSITE

0.16 AC

DMA-OFFSITE

0.16 AC
47 0
MWS-1
MWS-L-4-8-V
TREATMENT RATE = 0.098 CFS
OVERFLOW RATE = 1.20 CFS
UND-1

UNDERGROUND STORAGE VAULT
HYDROMOD STORAGE CAPACITY = 3,180 CF
TOTAL STORAGE CAPACITY = 3,640 CF
MWS-2
MWS-L-4-8-V
TREATMENT RATE = 0.100 CFS
OVERFLOW RATE = 1.89 CFS
DIS-1

AMENDED SOIL DISPERSION AREA
AMENDED SOIL AREA = 344 SF
TRIBUTARY AREA =1381 SF
RETENTION VOLUME = 75 CF
SD-1

MAINTAIN EXISTING DRAINAGE AREA
SD-2

PROTECT COASTAL SAGE
SD-2

PROTECT COASTAL SAGE
SD-3, SC-6Q
SD-8
SC-1
SC-1
SC-1, SC-2, SC-6A
SC-5, SC-6H
SC-6A
SD-5, SC-6D,
SC-6K, SC6O,
SC6P
SD-4, SD-7, SC-6E
SC-1, SC-2, SC-6A
SD-4, SD-7, SC-6E

POINT OF
COMPLIANCE TO MS4
POIN
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E
SD-5
SD-5

DIS-PUB
AMENDED SOIL AREA = 226 SF
TRIBUTARY AREA = 3,000 SF
RETENTION VOLUME = 68 CF

BUILDING DOWNSPOUT
P23-0298
5,500
04/23/2024 PH1 338 of 747

ATTACHMENT 2B – MANAGEMENT OF CRITICAL COARSE SEDIMENT

YIELD AREAS
For Attachment 2B, provide an Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map and any additional analyses required. 04/23/2024 PH1 339 of 747

WMAA Critical Coarse Sediment Yield Area Map
Project Location
Potential Critical Course Sediment Yield DMA Boundaries Quick Quack Vista
04/23/2024 PH1 340 of 747

TECHNICAL MEMORANDUM:

GLU Analysis for Verification
of PCCSYAs for:

Business Park Drive
(APN 221-661-03-00)
Vista, CA
Prepared for:

Commercial Development Resources
Attn: Aaron Albertson
4121 Westerly Place #112
Newport Beach, CA 92660

January 25, 2019

Tory R. Walker, R.C. E. 45005
President

04/23/2024 PH1 341 of 747

TECHNICAL MEMORANDUM

TO: Commercial Development Resources
Attn: Aaron Albertson
4121 Westerly Place #112
Newport Beach, CA 92660

FROM: Tory Walker, PE, CFM, LEED GA

DATE: January 25, 2019

RE: GLU Analysis for Verification of PCCSYAs at Business Park Drive (APN 221-661-03-00), City of Vista, CA

INTRODUCTION & PURPOSE
The City of Vista BMP Design Manual1 (BMPDM) requires land development applicants to identify all critical coarse sediment yield areas within the project drainage boundaries if the project discharges to a channel at risk from hydromodification impacts. As the proposed project discharges to a channel susceptible to hydromodification, this memorandum seeks to identify the presence of critical coarse sediment yield areas at the project site, located at the northeast corner of Poinsettia Avenue and Business Park Drive, City of Vista, CA.

The macro-level Carlsbad Watershed Management Area Analysis (WMAA)2 identifies potential critical coarse sediment yield areas (PCCSYAs) throughout the Carlsbad WMA. Based on this macro-level analysis, PCCSYAs have been identified within the project drainage boundaries. When PCCSYAs are identified within the project drainage boundaries, the BMPDM allows for a detailed project-level geomorphic landscape unit (GLU) analysis to either confirm or invalidate the presence of PCCSYAs. Our GLU Analysis is provided herein.

GLU ANALYSIS
GLUs are spatial units defined by their geology, surface vegetation, and topography. While there are 166 distinct types of GLUs, only 14 are considered to be PCCSYAs (as listed in BMPDM Table 6-1, provided below).

We have analyzed the project-level geology, land cover, and slope to verify the onsite GLU(s). The project-level GLU category analysis is summarized below:

Geologic Category
The BMPDM requires the geology category to be classified using geologic maps. Based on data from the United States Geologic Survey (USGS) National Geologic Map Database3 (NGMDB), the underlying geology for the entire project is classified by map unit “Tsa,” which corresponds to the Coarse Sedimentary Impermeable (CSI) geology grouping. Supporting documentation is provided in Appendix 1.

04/23/2024 PH1 342 of 747

PCCSYA GLU Analysis for Business Park Drive
January 25, 2019

2 Job # 539-01
Land Cover Category
The BMPDM requires the land cover category to be classified using aerial photography. Aerial photography was reviewed to determine the existing on-site land cover types, and it was determined that the existing site is a vacant graded lot, covered primarily by non-native vegetation. Therefore, the site land cover grouping is properly characterized as Unknown per BMPDM Appendix H. Supporting documentation is provided in Appendix 2.

Slope Category
The BMPDM requires the slope category to be classified using project-level topography. The average onsite slope within the PCCSYA boundary ranges from 1 – 5%. Therefore, the slope grouping is characterized as 0 – 10%. Supporting documentation is provided in Appendix 3.

Geology-Land Cover-Slope Category
The three categories are combined to define the GLU by a Geology-Land Cover-Slope Category. The project-level GLU nomenclature is summarized in Table 1:

Table 1 – Project-Level GLU Determination
Project-Level GLU Geology Land Cover Slope (%)
CSI-Unknown-1 Coarse Sedimentary
Impermeable (CSI) Unknown 0 – 10% (1)
The project-level GLU was compared against BMPDM Table 6-1 to determine if PCCSYAs exist onsite:

04/23/2024 PH1 343 of 747

PCCSYA GLU Analysis for Business Park Drive
January 25, 2019

3 Job # 539-01

CONCLUSION
CSI-Unknown-1 is not listed in BMPDM Table 6-1. The BMPDM states that if none of the GLUs listed in Table 6-1 are present within the project boundary, then no measures for protection of critical coarse sediment yield areas onsite are necessary. Therefore, as the project-level GLU is CSI-Unknown-1, the project site is exempt from PCCSYA requirements and no measures for protection of onsite potential critical coarse sediment yield areas are necessary.

REFERENCES

1. City of Vista BMP Design Manual. February 2016. City of Vista.

2. Carlsbad Watershed Management Area Water Quality Improvement Plan, Appendix D:

Watershed Management Area Analysis. January 2018. Project Clean Water.

3. National Geologic Map Database (NGMDB). USGS. https://ngmdb.usgs.gov/maps/mapview/

APPENDICES

1. Geology Category Documentation

2. Land Cover Category Documentation

3. Slope Category Documentation

04/23/2024 PH1 344 of 747

APPENDIX 1

GEOLOGY CATEGORY DOCUMENTATION
04/23/2024 PH1 345 of 747

04/23/2024 PH1 346 of 747

Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas H-8 February 2016
Map
Unit Map Name
Anticipated
Grain size of
Weathered
Material
Bedrock or
Sedimentary
Impermeable/
Permeable
Geology
Grouping
Qvop10 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop10a San Diego 30' x 60'Coarse Sedimentary Impermeable CSI Qvop11 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop11a San Diego 30' x 60'Coarse Sedimentary Impermeable CSI Qvop12 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop13 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop2 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop3 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop4 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop5 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop6 San Diego 30' x 60'Coarse Sedimentary Impermeable CSI Qvop7 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop8 San Diego & Oceanside
30' x 60'Coarse Sedimentary Impermeable CSI
Qvop9 San Diego 30' x 60'Coarse Sedimentary Impermeable CSI Tsa Oceanside 30' x 60'Coarse Sedimentary Impermeable CSI Qof Oceanside 30' x 60'Coarse Sedimentary Permeable CSP Qof1 Oceanside 30' x 60'Coarse Sedimentary Permeable CSP Qof2 Oceanside 30' x 60'Coarse Sedimentary Permeable CSP Q Jennings; CA Coarse Sedimentary Permeable CSP
Qa Oceanside 30' x 60'Coarse Sedimentary Permeable CSP
Qd Oceanside 30' x 60'Coarse Sedimentary Permeable CSP
Qf Oceanside 30' x 60'Coarse Sedimentary Permeable CSP
Qmb San Diego & Oceanside
30' x 60'Coarse Sedimentary Permeable CSP
Qop San Diego & Oceanside
30' x 60'Coarse Sedimentary Permeable CSP
04/23/2024 PH1 347 of 747

APPENDIX 2

LAND COVER CATEGORY DOCUMENTATION
04/23/2024 PH1 348 of 747

600 ft
N
➤➤
N
© 2018 Google
© 2018 Google
© 2018 Google
Bu
s
i
n
e
s
s

P
a
r
k

D
r

PROJECT SITE
PCCSYA
04/23/2024 PH1 349 of 747

100 ft
N
➤➤
N
© 2018 Google
© 2018 Google
© 2018 Google

LAND COVER EXHIBIT
LEGEND

PROPERTY BOUNDARY

PCCSYA BOUNDARY
04/23/2024 PH1 350 of 747

Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas H-16 February 2016
Id SanGIS Legend SanGIS Grouping Land Cover
Grouping
155 37400 Semi-Desert Chaparral Scrub/Shrub
156 37500 Montane Chaparral Scrub/Shrub
157 37510 Mixed Montane Chaparral Scrub/Shrub
158 37520 Montane Manzanita Chaparral Scrub/Shrub
159 37530 Montane Ceanothus Chaparral Scrub/Shrub
160 37540 Montane Scrub Oak Chaparral Scrub/Shrub
161 37800 Upper Sonoran Ceanothus
Chaparral Scrub/Shrub
162 37830 Ceanothus crassifolius Chaparral Scrub/Shrub
163 37900 Scrub Oak Chaparral Scrub/Shrub
164 37A00 Interior Live Oak Chaparral Scrub/Shrub
165 37C30 Southern Maritime Chaparral
Scrub and Chaparral
Scrub/Shrub
166 37G00 Coastal Sage-Chaparral Scrub Scrub/Shrub
167 37K00 Flat-topped Buckwheat Scrub/Shrub
168 39000 Upper Sonoran Subshrub Scrub Scrub/Shrub
169 Diegan Coastal Sage Scrub Scrub/Shrub
170 Granitic Northern Mixed Chaparral Scrub/Shrub
171 Southern Mixed Chaparral Scrub/Shrub
172 11000 Non-Native Vegetation
Non-Native Vegetation,
Developed Areas, or
Unvegetated Habitat
Unknown
173 11000 Non-Native Vegetation Unknown
174 11200 Disturbed Wetland Unknown
175 11300 Disturbed Habitat Unknown
176 13000 Unvegetated Habitat Unknown
177 Disturbed Habitat Unknown
04/23/2024 PH1 351 of 747

APPENDIX 3

SLOPE CATEGORY DOCUMENTATION
04/23/2024 PH1 352 of 747

MH
Sign
Sign
Sign
MH
Flag
DI
Sign
Sign Sign
HHs
TS
W
a
l
l
TS MH
MH
Sign
MH
455.2
455.2
447.0
455.3
455.3
469.6
468.2
470.6
471.5
472.4471.5
472.4
473.4
473.9
470.3
469.5
470.7
470.4
471.4
475
450
465
470
455
460
47 0
460
450
455
465
470

OBSCURED
472.8
465.3
POI
N
S
E
T
T
I
A

A
V
E
.

B
U
S
I
N
E
S
S

P
A
R
K

D
R
.

POI
N
S
E
T
T
I
A

A
V
E
.

B
U
S
I
N
E
S
S

P
A
R
K

D
R
.

N
S
W E
FEET
0 40 80

SLOPE CLASSIFICATION

AVERAGE ONSITE SLOPE WITHIN PCCSYA
BOUNDARY RANGES FROM 1 TO 5%. THEREFORE,
THE SLOPE GROUPING IS "0 TO 10% (1)" PER THE
VISTA BMP DESIGN MANUAL.
04/23/2024 PH1 353 of 747

ATTACHMENT 2D – FLOW CONTROL FACILITY DESIGN, INCLUDING

STRUCUTRAL BMP DRAWDOWN CALCULATIONS AND OVERFLOW

DESIGN SUMMARY
For Attachment 2D, provide all calculations and resources used to size flow control structures and retention/detention structures.
04/23/2024 PH1 354 of 747

Project Name:Hydrologic Unit:

Project Applicant:Rain Gauge:

Jurisdiction:Total Project Area:

Parcel (APN):Low Flow Threshold:

BMP Name:BMP Type:

BMP Native Soil Type:BMP Infiltration Rate (in/hr):

HMP Sizing Factors Minimum BMP Size
DMA
Name Area (sf)
Pre Project Soil
Type Pre-Project Slope
Post Project
Surface Type
Area Weighted Runoff
Factor
(Table G.2-1)1 Volume Volume (CF)
DMA 1 - Impervious 15,235 D Flat Concrete 1.0 0.12 1828 DMA 1 - Landscape 2,579 D Flat Landscape 0.1 0.12 31
DMA 2 - Impervious 10,416 D Flat Concrete 1.0 0.12 1250 DMA 2 - Landscape 1,958 D Flat Landscape 0.1 0.12 23
DMA Bldg 377 D Flat Concrete 1.0 0.12 45
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 30,565 Minimum BMP Size 3178
Proposed BMP Size*3180 * Assumes standard configuration

3.5 ft

3.5 ft
908 CF
Notes:

1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018.

BMP Sizing Spreadsheet V3.1
NA
Cistern

0.1Q2
49,798
Oceanside
904.31
UND-1
Quick Quack Vista
Kimley Horn & Associates
Areas Draining to BMP
City of Vista
221-661-03-00
D
This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.

Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.

BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.

Designated Staff have final review and approval authority over the project design.

Standard Cistern Depth (Overflow Elevation)
Provided Cistern Depth (Overflow Elevation)
Minimum Required Cistern Footprint)
04/23/2024 PH1 355 of 747

Project Name:Hydrologic Unit:

Project Applicant:Rain Gauge:

Jurisdiction:Total Project Area:

Parcel (APN):Low Flow Threshold:

BMP Name BMP Type:

Rain Gauge Unit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac)(cfs) (in2)
DMA 1 - Impervious Oceanside D Flat 0.571 0.350 0.020 0.29 DMA 1 - Landscape Oceanside D Flat 0.571 0.059 0.003 0.05 DMA 2 - Impervious Oceanside D Flat 0.571 0.239 0.014 0.20 DMA 2 - Landscape Oceanside D Flat 0.571 0.045 0.003 0.04 DMA Bldg Oceanside D Flat 0.571 0.009 0.000 0.01

3.50 0.040 0.59 0.87
Max Orifice Head Max Tot. Allowable
Orifice Flow
Max Tot. Allowable
Orifice Area
Max Orifice
Diameter
(feet)(cfs)(in2)(in)
Provide Hand Calc.0.040 0.59 0.870
Average outflow during
surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter
(cfs)(cfs)(in2)(in)
Drawdown (Hrs)Provide Hand
Calculation
Oceanside
Cistern
Drawdown time exceeds 96 Hrs. Project
must implement a vector control program.
904.31
BMP Sizing Spreadsheet V3.1
City of Vista
221-661-03-00
Quick Quack Vista
Kimley Horn & Associates

0.1Q2
49,798
UND-1
Pre-developed Condition
No Orifice Required for
Infiltration Facilities
DMA
Name
04/23/2024 PH1 356 of 747

Project Name
City/County
State
Site Designation
Storage Volume Required 5,500 cf ENTER VALUE
R-Tank System Width 10.00 ft ENTER VALUE
Use Stone Storage Volume NO SELECT FROM LIST
Dead Storage Required NO SELECT FROM LIST
R-Tank Selected HD/LD TRIPLE SELECT FROM LIST
Width of R-Tank 15.75 in
Length of R-Tank 28.15 in
Height of R-Tank 50.39 in
Volume of Storage per Module 12.28 cf
Number of R-Tanks Wide 7
Number of R-Tanks Long 64
Number of Rotated End R-Tanks 6 (3 on each end)
Total Number of R-Tank Modules 454
R-Tank System Width 9.19 ft
R-Tank System Length 152.76 ft
Backfill Perimeter Width (2ft typ)
Sides 2.00 ft ENTER VALUE
Ends 2.00 ft ENTER VALUE
R-Tank System Excavation Width 13.19 ft
R-Tank System Excavation Length 156.76 ft
Effective Footprint of System (Tanks Only)1,397.82 sq.ft.

Base Thickness 3 in ENTER VALUE
Cover Thickness 12 in ENTER VALUE
Storage Volume Provided in R-Tank only 5,575 cf
Total System Storage Volume 5,575 cf
Volume of Backfill Required 199 cy

R-TANK SUBSURFACE STORAGE SYSTEM

R-TANK DESIGN

SUBSURFACE STORAGE REQUIREMENTS

PROJECT INFORMATION
Quick Quack Vista
City of Vista
UGDS
CA
Tank Sizing controlled by Peak Attenuation Requirements. See Project Drainage Study for sizing calculations 04/23/2024 PH1 357 of 747

R-Tank Module Size R-Tank Invert Elevation 457.00
Width of R-Tank 15.75 in Top of R-Tank 461.20
Length of R-Tank 28.15 in Top of Cover 462.20
Height of R-Tank 50.39 in Stone Base Invert Elevation 456.75 Volume of Storage per Module 12.28 cf Storage Volume Increment 0.10 ft Total Number of R-Tank Modules 454 Stone Storage Not Included Stone Base Thickness 3 in Use Stone Base for Storage NO Stone Cover Thickness 12 in Use Stone Cover for Storage NO Side Stone Perimeter Width 2 ft Stone Void Ratio 40%
End Stone Perimeter Width 2 ft
Effective Footprint of System (Tanks Only)
Elevation Volume Elevation Volume
457.00 0 459.80 3717.48
457.10 132.77 459.90 3850.25
457.20 265.53 460.00 3983.02
457.30 398.30 460.10 4115.79
457.40 531.07 460.20 4248.55
457.50 663.84 460.30 4381.32
457.60 796.60 460.40 4514.09
457.70 929.37 460.50 4646.86
457.80 1062.14 460.60 4779.62
457.90 1194.91 460.70 4912.39
458.00 1327.67 460.80 5045.16
458.10 1460.44 460.90 5177.92
458.20 1593.21 461.00 5310.69
458.30 1725.97 461.10 5443.46
458.40 1858.74
458.50 1991.51
458.60 2124.28
458.70 2257.04
458.80 2389.81
458.90 2522.58
459.00 2655.35
459.10 2788.11
459.20 2920.88
459.30 3053.65
459.40 3186.42
459.50 3319.18
459.60 3451.95
459.70 3584.72

R-TANK HD STAGE-STORAGE TABLE

R-TANK HD SUBSURFACE STORAGE SYSTEM

HD/LD TRIPLE
1,397.82 sq.ft.
04/23/2024 PH1 358 of 747

Tank Area 1397.3 SF
Tank Height 4.2 Feet
Porosity 95 %
Total Tank Volume 5575 CF
Top Elevation 460.75
Bottom Elevation 460.15
Height 0.6 Feet
Volume 796.5 CF
High-Flow Rate 2.12 CFS
Drawdown Time 0.104 Hours
Top Elevation 460.15
Bottom Elevation 456.55
Height 3.6 Feet
Volume 4778.8 CF
Low-Flow Rate 0.04 CFS
Drawdown Time 33.186 Hours
Total Drawdown Time =33.290 Hours
Low-Flow Section
High-Flow Section
Tank Dimensions
Drawdown Calculations
04/23/2024 PH1 359 of 747

Page 36 of 39 ends

Each of the attachments indicated below should be considered for inclusion with the SWQMP. Use this checklist to indicate which attachments are included behind this coversheet.

Attachment
Sequence
Contents Checklist
Attachment 3A Structural BMP Operations
and Maintenance Plan
☐ Included
See Structural BMP Maintenance Information
Checklist on the back of this Attachment cover sheet.

Attachment 3B Draft Maintenance
Agreement
☒ Included
☐ Not Applicable
ATTACHMENT 3 - BMP MAINTENANCE INFORMATION
04/23/2024 PH1 360 of 747

Page 37 of 39 ends

For Attachment 3A, provide a BMP operation and maintenance plan (O&M Plan). The checklist below identifies minimum elements to be included with the O&M Plan. An O&M Plan template is available at:
http://www.cityofvista.com/services/city-departments/community-development/building-planning- permits-applications/land-development-autocad-templates/storm-water-forms ☒Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)
☐Use of O&M Plan template, or plan of equivalent content ATTACHMENT 3A – MAINTENANCE PLAN REQUIREMENTS
04/23/2024 PH1 361 of 747

ENGINEERED SOLUTIONS
Modular Wetlands® Linear
Operation & Maintenance Manual
04/23/2024 PH1 362 of 747

2 MODULAR WETLANDS® LINEAR

OPERATION & MAINTENANCE MANUAL

TABLE OF CONTENTS
Overview ........................................................................................................3 Inspection Summary .......................................................................................4 Inspection Process ..........................................................................................5 Maintenance Indicators ..................................................................................6 Inspection Process ..........................................................................................7 Maintenance Summary ..................................................................................8 Pretreatment Chamber ................................................................9 Prefilter Cartridge ......................................................................10 Biofiltration Chamber ................................................................11 Discharge Chamber ...................................................................12 Inspection Report .........................................................................................13 Cleaning and Maintenance Report ................................................................14 04/23/2024 PH1 363 of 747

3 OVERVIEW
The Modular Wetlands® Linear Biofilter is designed to remove high levels of trash, debris, sediments, nutrients, metals, and hydrocarbons. Its simple design allows for quick and easy installation. The system is housed in a standard precast structure and can be installed at various depths to meet site-specific conditions.

INTRODUCTION
This is the Modular Wetlands Linear Biofilter operation and maintenance manual. Before starting, read the instructions and equipment lists closely. It is important to follow all necessary safety procedures associated with state and local regulations. Some steps required confined space entry. Please contact Contech for more information on pre-authorized third party contractors who can provide installation services in your area. For a list of service providers in your area please visit: www.conteches.com/maintenance .

Pretreatment
Chamber
Biofiltration
Chamber
Discharger
Chamber
Prefilter Box
Biofiltration
Media
Flow
Control
Riser
Vertical
Underdrain
Outfl
o
w
Inflow
04/23/2024 PH1 364 of 747

4 INSTRUCTIONS

INSPECTION SUMMARY
Stormwater regulations require BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific loading conditions. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided.
•Inspect pre-treatment, biofiltration, and discharge chambers an average of once every six to twelve months. Varies based on site specific and local conditions.
•Average inspection time is approximately 15 minutes. Always ensure appropriate safety protocol and procedures are followed.

The following is a list of equipment required to allow for simple and effective inspection of the Modular Wetlands Linear:
•Modular Wetlands Linear Inspection Form
•Flashlight
•Manhole hook or appropriate tools to remove access hatches and covers •Appropriate traffic control signage and procedures
•Measuring pole and/or tape measure
•Protective clothing and eye protection
•7/16” open or closed ended wrench
•Large permanent black marker (initial inspections only - first year) Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system

INSPECTION AND MAINTENANCE NOTES

1. Following maintenance and/or inspection, it is recommended that the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms.

2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time.

3. Transport all debris, trash, organics, and sediments to approved facility for disposal in accordance with local and state requirements.

4. Entry into chambers may require confined space training based on state and local regulations.

5. No fertilizer shall be used in the biofiltration chamber.

6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. 04/23/2024 PH1 365 of 747

5 INSPECTION PROCESS

1. Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other information (see inspection form).

2. Observe the inside of the system through the access covers. If minimal light is available and vision into the unit is impaired, utilize a flashlight to see inside the system and all of its chambers.

3. Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form.

4. Through observation and/or digital photographs, estimate the amount of trash, debris accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick, estimate the amount of sediment in this chamber. Record this depth on the inspection form.

5. Through visual observation, inspect the condition of the pre-filter cartridges. Look for excessive build-up of sediment on the cartridges, any build-up on the tops of the cartridges, or clogging of the holes. Record this information on the inspection form. The prefilter cartridges can be further inspected by removing the cartridge tops and assessing the color of the BioMediaGREEN filter cubes (requires entry into pre-treatment chamber - see notes previous notes regarding confined space entry). Record the color of the material. New material is a light green color. As the media becomes clogged, it will turn darker in color, eventually becoming dark brown or black.

The closer to black the media is the higher percentage that the media is exhausted and is in need of replacement.

6. The biofiltration chamber is generally maintenance-free due to the system’s advanced pre-treatment chamber. For units which have open planters with vegetation, it is recommended that the vegetation be inspected. Look for any plants that are dead or showing signs of disease or other negative stressors. Record the general health of the plants on the inspection form and indicate through visual observation or digital photographs if trimming of the vegetation is required.

7. The discharge chamber houses the orifice control structure, drain down filter (only in California - older models), and is connected to the outflow pipe. It is important to check to ensure the orifice is in proper operating conditions and free of any obstructions. It is also important to assess the condition of the drain down filter media which utilizes a block form of the BioMediaGREEN. Assess in the same manner as the cubes in the pre- filter cartridge as mentioned above. Generally, the discharge chamber will be clean and free of debris. Inspect the water marks on the side walls. If possible, inspect the discharge chamber during a rain event to assess the amount of flow leaving the system while it is at 100% capacity (pre-treatment chamber water level at peak HGL - top of bypass weir). The water level of the flowing water should be compared to the watermark level on the side walls, which is an indicator of the highest discharge rate the system achieved when initially installed. Record on the form if there is any difference in level from the watermark in inches.

INSPECTION
•Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth.
•Excessive accumulation of sediment on the BioMediaGREEN media housed within the pre- treatment cartridges. The following chart shows photos of the condition of the BioMediaGREEN contained within the pre-filter cartridges. When media is more than 85% clogged, replacement is required.
7 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

6 MAINTENANCE INDICATORS
Based upon the observations made during inspection,
maintenance of the system may be required based on the
following indicators:
•Missing or damaged internal components or
cartridges
•Obstructions in the system or its inlet and/or outlet
pipes
•Excessive accumulation of floatables in the
pretreatment chamber in which the length and
width of the chamber is fully impacted more than
18”. See photo below.
•Excessive accumulation of sediment in the
pretreatment chamber of more than 6” in depth.
•Excessive accumulation of sediment on the
BioMediaGREEN media housed within the
pretreatment cartridges. The following chart shows
photos of the condition of the BioMediaGREEN
contained within the pre-filter cartridges. When
media is more than 85% clogged, replacement is
required.
•Excessive accumulation of sediment on the
BioMediaGREEN media housed within the
pretreatment cartridges. When media is more than
85% clogged, replacement is required. The darker
the BioMediaGREEN, the more clogged it is and in
need of replacement.

INSPECTION

MAINTENANCE INDICATORS
Based upon the observations made during inspection, maintenance of the system may be required based on the following indicators:
•Missing or damaged internal components or cartridges
•Obstructions in the system or its inlet and/or outlet pipes •Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". See photo below.

8.Finalize the inspection report for analysis by the maintenance manager to determine if maintenance is required.
6 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

INSPECTION

8.Finalize the inspection report for analysis by the maintenance manager to determine if maintenance is required.
6 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

INSPECTION

8.Finalize the inspection report for analysis by the maintenance manager to determine if maintenance is required.
6 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS
NOTE: During the first few storms, the water level in the outflow chamber should be observed and a 6” long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where the line should be drawn. This line is a reference point for future inspections of the system.

Water level in the discharge chamber is a function of flow rate and pipe size. Observation of the water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when the system is at 100% capacity (water level at maximum level in the pre-treatment chamber). If future water levels are below this mark when the system is at 100% capacity, this is an indicator that maintenance to the pre-filter cartridges may be needed.

8. Finalize the inspection report for analysis by the maintenance manager to determine if maintenance is required.
04/23/2024 PH1 367 of 747

7 INSPECTION PROCESS
•Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter (California only - older models). The following photos show the condition of the BioMediaGREEN contained within the drain down filter. When media is more than 85% clogged, replacement is required. •Overgrown vegetation.
•Water level in the discharge chamber during 100% operating capacity (pretreatment chamber water level at max height) is lower than the water mark by 20%.

INSPECTION
•Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter (California only - older models). The following photos show the condition of the BioMediaGREEN contained within the drain down filter. When media is more than 85% clogged, replacement is required.
•Overgrown vegetation.
•Water level in the discharge chamber during 100% operating capacity (pre-treatment chamber water level at max height) is lower than the watermark by 20%. 8 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

8 MAINTENANCE SUMMARY
The time has come to maintain your Modular Wetlands® Linear. All necessary pre-maintenance steps must be carried out before maintenance occurs. Once traffic control has been set up per local and state regulations and access covers have been safely opened, the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition, the following is recommended:
•Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form). •Set up all appropriate safety and cleaning equipment.
•Ensure traffic control is set up and properly positioned. •Prepared pre-checks (OSHA, safety, confined space entry) are performed.

The following is a list of equipment to required for maintenance of the Modular Wetlands® Linear:
•Modular Wetlands Linear Maintenance Form
•Manhole hook or appropriate tools to access hatches and covers •Protective clothing, flashlight, and eye protection
•7/16” open or closed ended wrench
•Vacuum assisted truck with pressure washer
•Replacement BioMediaGREEN for pre-filter cartridges if required (order from one of Contech’s Maintenance Team members at https://www.conteches.com/maintenance) .
04/23/2024 PH1 369 of 747

9 MAINTENANCE | PRETREATMENT CHAMBER

1. Remove access cover over pre-treatment chamber and position vacuum truck accordingly.

2. With a pressure washer, spray down pollutants accumulated on walls and pre-filter cartridges.

3. Vacuum out pre-treatment chamber and remove all accumulated pollutants including trash, debris, and sediments. Be sure to vacuum the floor until the pervious pavers are visible and clean.

4. If pre-filter cartridges require media replacement, continue to step 5. If not, replace access cover and move to step 11.

1.MAINTENANCE (PRE-TREATMENT CHAMBER)Remove access cover over pre-treatment chamber and position vacuum truck accordingly.2.With a pressure washer, spray down pollutants accumulated on walls and pre-filter cartridges.

3.Vacuum out pre-treatment chamber and remove all accumulated pollutants including trash, debris, and sediments. Be sure to vacuum the floor until the pervious pavers are visible and clean.

4.If pre-filter cartridges require media replacement, move on to next page. If not, replace access cover.
11 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

3.Vacuum out pre-treatment chamber and remove all accumulated pollutants including trash, debris, and sediments. Be sure to vacuum the floor until the pervious pavers are visible and clean.

4.If pre-filter cartridges require media replacement, move on to next page. If not, replace access cover.
11 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

3.Vacuum out pre-treatment chamber and remove all accumulated pollutants including trash, debris, and sediments. Be sure to vacuum the floor until the pervious pavers are visible and clean.

4.If pre-filter cartridges require media replacement, move on to next page. If not, replace access cover.
11 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

3.Vacuum out pre-treatment chamber and remove all accumulated pollutants including trash, debris, and sediments. Be sure to vacuum the floor until the pervious pavers are visible and clean.

4.If pre-filter cartridges require media replacement, move on to next page. If not, replace access cover.
11 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS
04/23/2024 PH1 370 of 747

10 MAINTENANCE | PREFILTER CARTRIDGES

5. After successfully cleaning out the pre-treatment chamber (previous page) enter the pre-treatment chamber.

6. Unscrew the two bolts (circles shown below) holding the lid on each cartridge filter and remove lid.

7. Place the vacuum hose over each individual media filter to suck out filter media.

8. Once filter media has been sucked out, use a pressure washer to spray down the inside of the cartridge and it’s media cages. Remove cleaned media cages and place to the side. Once removed, the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge.

9. Reinstall media cages and fill with new media from the manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture-provided refilling tray and place on top of the cartridge. Fill the tray with new bulk media and shake down into place. Using your hands, lightly compact the media into each filter cage. Once the cages are full, remove the refilling tray and replace the cartridge top, ensuring bolts are properly tightened.

10. Exit the pre-treatment chamber. Replace access hatch or manhole cover.

1. MAINTENANCE (PRE-FILTER CARTRIDGES)
After successfully cleaning out the pre-treatment chamber (previous page) enter the pre-treatment chamber.

2. Unscrew the two bolts (red circles) holding the lid on each cartridge filter and remove lid.

3.Place the vacuum hose over each individual media filter to suck out filter media.

4.Once filter media has been sucked out, use a pressure washer to spray down the inside of the cartridge and it's media cages. Remove cleaned media cages and place to the side. Once removed, the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge.
12 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS
0 0

1. MAINTENANCE (PRE-FILTER CARTRIDGES)
After successfully cleaning out the pre-treatment chamber (previous page) enter the pre-treatment chamber.

2. Unscrew the two bolts (red circles) holding the lid on each cartridge filter and remove lid.

3.Place the vacuum hose over each individual media filter to suck out filter media.

1.MAINTENANCE (PRE-FILTER CARTRIDGES)After successfully cleaning out the pre-treatment chamber (previous page) enter the pre-treatment chamber.

2. Unscrew the two bolts (red circles) holding the lid on each cartridge filter and remove lid.

3.Place the vacuum hose over each individual media filter to suck out filter media.

5. MAINTENANCE (PRE-FILTER CARTRIDGES)
Reinstall media cages and fill with new media from the manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. utilize the manufacture-provided refilling tray and place on top of the cartridge. Fill the tray with new bulk media and shake down into place. using your hands, lightly compact the media into each filter cage. Once the cages are full, remove the refilling tray and replace the cartridge top, ensuring bolts are properly tightened.

6.Exit the pre-treatment chamber. Replace access hatch or manhole cover. 13 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS
04/23/2024 PH1 371 of 747

11 MAINTENANCE | BIOFILTRATION CHAMBER

11. In general, the biofiltration chamber is maintenance-free with the exception of maintaining the vegetation. The Modular Wetlands Linear utilizes vegetation similar to surrounding landscape areas, therefore trim vegetation to match surrounding vegetation. If any plants have died, replace them with new ones.

12. Each vertical under drain on the biofiltration chamber has a removable (threaded cap) that can be taken off to check any blockages or root growth. Once removed, a jetting attachment can be used to clean out the under drain and orifice riser.

13. As with all biofilter systems, at some point the biofiltration media (WetlandMedia) will need to be replaced. Either because of physical clogging of sorptive exhaustion of the media ion exchange capacity (to remove dissolved metals and phosphorous). The general life of this media is 10 to 20 years based on site specific conditions and pollutant loading. Utilize the vacuum truck to vacuum out the media by placing the hose into the chamber. Once all the media is removed use the power washer to spray down all the netting on the outer metal cage. Inspect the netting for any damage or holes. If the netting is damaged it can be repaired or replaced with guidance by the manufacturer.

14. Contact one of Contech’s Maintenance Team members at https://www.conteches.com/maintenance to order new WetlandMedia. The quantity of media needed can be determined by providing the model number and unit depth. Media will be provided in super sacks for easy installation. Each sack will weigh between 1000 and 2000 lbs. A lifting apparatus (backhoe, boom truck, or other) is recommended to position the super sack over the biofiltration chamber. Fill the media cages up to the same level as the old media. Replant with vegetation.

1.MAINTENANCE (BIOFILTRATION CHAMBER)In general, the biofiltration chamber is maintenance-free with the exception of maintaining the vegetation. Using standard gardening tools, properly trim back the vegetation to healthy levels. The MW Linear™ utilizes vegetation similar to surrounding landscape areas, therefore trim vegetation to match surrounding vegetation. If any plants have died, replace them with new ones. 14 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

3.As with all biofilter systems, at some point the biofiltration media (WetlandMedia) will need to be replaced. Either because of physical clogging of sorptive exhaustion of the media ion exchange capacity (to remove dissolved metals and phosphorous).

The general life of this media is 10 to 20 years based on site specific conditions and pollutant loading. Utilize the vacuum truck to vacuum out the media by placing the hose into the chamber. Once all the media is removed use the power washer to spray down all the netting on the outer metal cage. Inspect the netting for any damage or holes. If the netting is damaged it can be repaired or re- placed with guidance by the manufacturer.

4.The first step is to contact the manufacturer and order new WetlandMedia. The quantity of media needed can be determined by providing the model number and unit depth. Media will be provided in super sacks for easy installation. Each sack will weigh between 1000 and 2000 lbs. A lifting apparatus (backhoe, boom truck, or other) is rec-ommended to position the super sack over the biofiltration chamber.

Fill the media cages up to the same level as the old media. Replant with vegetation.

2.Each vertical under drain on the biofiltration chamber has a removable (threaded) that can be taken off to check any blockages or root growth. Once removed a a jetting attachment can be used to clean out the under drain and orifice riser.

Fill the media cages up to the same level as the old media. Replant with vegetation.

MAINTENANCE (BIOFILTRATION CHAMBER)
In general, the biofiltration chamber is maintenance-free with the exception of maintaining the vegetation. Using standard gardening tools, properly trim back the vegetation to healthy levels. The MW Linear™ utilizes vegetation similar to surrounding landscape areas, therefore trim vegetation to match surrounding vegetation. If any plants have died, replace them with new ones. 14 ©2022 COPYRIGHT | CONTECH ENGINEERED SOLUTIONS

Fill the media cages up to the same level as the old media. Replant with vegetation.

12 MAINTENANCE | DISCHARGE CHAMBER

15. Remove access hatch or manhole cover over discharge chamber.

16. Enter chamber to gain access to the drain down filter. Unlock the locking mechanism and lift up drain down filter housing to remove used BioMediaGREEN filter block as shown below. NOTE: Drain down filter is only found on units installed in California prior to 2023. If no drain down filter is present, skip steps 16 and 17.

17. Insert a new BioMediaGREEN filter block and lock drain down filter housing back in place.

18. Replace access hatch or manhole cover over discharge chamber.

13 NOTES
_______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ 04/23/2024 PH1 374 of 747

14 For Office Use Only
(city) (Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( )_
Inspector Name Date / /Time AM / PM
Weather Condition Additional Notes
Yes
Depth:

Yes No
Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.):

Other Inspection Items:

Storm Event in Last 72-hours? No YesType of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to
the left.

Inspection Report
Modular Wetlands Linear
Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section.

Chamber:

Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity:

Working Condition:

Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit?
Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name
Project Address
Inspection Checklist
CommentsNo
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.

Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.

Sediment / Silt / Clay
Trash / Bags / Bottles
Green Waste / Leaves / Foliage
Waste:Plant Information
No Cleaning Needed
Recommended Maintenance
Additional Notes:

Damage to Plants
Plant Replacement
Plant Trimming
Schedule Maintenance as Planned
Needs Immediate Maintenance

ENGINEERED SOLUTIONS
04/23/2024 PH1 375 of 747

15 For Office Use Only
(city) (Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( )_
Inspector Name Date / /Time AM / PM
W eather Condition Additional Notes
Site
Map #
Comments:

Inlet and Outlet
Pipe Condition
Drain Down Pipe
Condition
Discharge Chamber
Condition
Drain Down Media
Condition
Plant Condition
Media Filter
Condition
Long:

MWS
Sedimentation
Basin
Total Debris
Accumulation
Condition of Media
25/50/75/100
(will be changed
@ 75%)
Operational Per
Manufactures'
Specifications
(If not, why?)
Lat:MWS
Catch Basins
GPS Coordinates
of Insert
Manufacturer /
Description / Sizing
Trash
Accumulation
Foliage
Accumulation
Sediment
Accumulation
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to
the left.

Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands LinearENGINEERED SOLUTIONS
04/23/2024 PH1 376 of 747

SUPPORT
DRAWINGS AND SPECIFICATIONS ARE AVAILABLE AT WWW.CONTECHES.COM © 2023 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122
WWW.CONTECHES.COM
ALL RIGHTS RESERVED. PRINTED IN THE USA.

CONTECH ENGINEERED SOLUTIONS LLC PROVIDES SITE SOLUTIONS FOR THE CIVIL ENGINEERING INDUSTRY. CONTECH’S PORTFOLIO INCLUDES BRIDGES, DRAINAGE, SANITARY SEWER, STORMWATER AND EARTH STABILIZATION PRODUCTS. FOR INFORMATION ON OTHER CONTECH DIVISION OFFERINGS, VISIT CONTECHES.COM OR CALL 800-338-1122.

Modular Wetlands Maintenance Guide 1/2023
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS

SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS

AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED

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ENGINEERED SOLUTIONS
04/23/2024 PH1 377 of 747

R-TANK® OPERATION,

INSPECTION AND MAINTENANCE

STORMWATER MANAGEMENT
Rev: 11/02/2022

Operation
Your R-Tank System has been designed to function in conjunction with the engineered drainage system on your site, the existing municipal infrastructure, and/or the existing soils and geography of the receiving watershed. Unless your site included certain unique and rare features, the operation of your R-Tank System will be driven by naturally occurring systems and will function autonomously. However, upholding a proper schedule of Inspection & Maintenance is critical to ensuring continued functionality and optimum performance of the system.

Inspection
Both the R-Tank and all stormwater pre-treatment features incorporated into your site must be inspected regularly. Inspections should be done every six months for the first year of operation, and at least yearly thereafter. Inspections may be required more frequently for pre-treatment systems. You should refer to the manufacturer requirements for the proper inspection schedule.

With the right equipment most inspections and measurements can be accomplished from the surface without physically entering any confined spaces. If your inspection does require confined space entry, you must follow all local, regional, and OSHA requirements.

All maintenance features of your system can be accessed through a covering at the surface. With the lid removed, you can visually inspect each component to identify sediment, trash, and other contaminants within the structure. Check you construction plans to identify the maintenance features engineered into your R-Tank system, which may include:

Upstream Pipes, Inlets, and Manholes
 Working from the structures adjacent the R-Tank toward those farther away, check for debris and sediment in both the structures and the pipes. Be sure to Include all structures that contain pre- treatment systems. Some structures may include a sump.

Maintenance Ports
 Located near the inlet and outlet connections and throughout the system, check sediment depth at each port.

04/23/2024 PH1 378 of 747

Rev: 11/02/2022
Inspection Ports
Less common, inspection ports are primarily located within the Treatment Row of an R-Tank System. These should be used to check for sediment deposits but are typically too small to access for backflushing.

Treatment Row
On installations in 2018 or later, inlet pipes may connect to a row of modules with 12” diameter access holes running horizontally through the module that can be jet vacuumed. Check these rows for accumulation of sediment and debris.

All observations and measurements should be recorded on an Inspection Log kept on file. We’ve included a form you can use at the end of this guide.

Maintenance
For modules taller than 40” the R-Tank System should be back-flushed once sediment accumulation has reached 6”. For modules less than 40” tall, perform maintenance when sediment depths are greater than 15% of the total system height.

If your system includes a Treatment Row with linear access through the modules from the inlet pipe, backflush this area when sediment depths reach 6”.

BEFORE ANY MAINTENANCE IS PERFORMED ON YOUR SYSTEM -
PLUG THE OUTLET PIPE TO PREVENT CONTAMINATION OF THE DOWNSTREAM SYSTEMS.

Begin by cleaning all upstream structures, pipes, and pre-treatment systems containing sediment and/ or debris. If your system includes a Treatment Row, this portion of the system should be cleaned with traditional jet-vac equipment. Add a centralizer to the jet for easiest access through the modules.

To back-flush the R-Tank, water is pumped into the system through the Maintenance Ports as rapidly as possible. The turbulent action of the water moving through the R-Tank will suspend sediments which may then be pumped out. If your system includes an Outlet Structure, this will be the ideal location to pump contaminated water out of the system. However, removal of back-flush water may be accomplished through the Maintenance Ports, as well.

For systems with large footprints that would require extensive volumes of water to properly flush the system, you should consider performing your maintenance within 24 hours of a rain event. Stormwater entering the system will aid in the suspension of sediments and reduce the volume of water required to properly flush the system.

STEP BY STEP INSTRUCTIONS FOR INSPECTION AND MAINTENANCE CAN BE FOUND ON THE NEXT PAGE, WITH A MAINTENANCE LOG ON THE LAST PAGE.
04/23/2024 PH1 379 of 747

Rev: 11/02/2022

INSPECTION

1.Upstream Structures
a.Remove cover
b.Use flashlight to detect sediment deposits If present, measure sediment depth c.Inspect pipes connecting to R-Tank
i.If inlet pipes connect to Treatment Row, check sediment depth within these modules
ii.If access for measurement inside the Treatment Row is difficult, sediment depth can be estimated based on the coverage of the round, 12” opening of the module
d.Inspect pre-treatment systems (if present)
e.Record results on Maintenance Log
f.Replace cover
g.Repeat for ALL Manholes upstream of R-Tank until no sedimentation is observed and all pre- treatment systems have been checked

2. Maintenance Ports
a.Remove cap
b.Use flashlight to detect sediment deposits
c.If present, measure sediment depth with stadia rod
d.Record results on maintenance log
e.Replace cap
f.Repeat for ALL Maintenance Ports

3.Inspection Port
a.Remove cap
b.Use flashlight to detect sediment deposits
c.If present, measure sediment depth with stadia rod
d. Record results on Maintenance Log
e.Replace cap

MAINTENANCE

1.Plug system outlet to prevent discharge of back-flush water

2.Vacuum all upstream structures, inlet pipes, and stormwater pre-treatment systems

3.If a Treatment Row is present, vacuum this row of modules

4. Determine best location to pump out back-flush water. Typically, the outlet structure will work best, but sometimes the Maintenance Ports must be used.

5.Remove cap from Maintenance Port and pump water as rapidly as possible into system through port to suspend sediments, pumping dirty water out of the system from the outlet or nearby Maintenance Port

6. Repeat at all Maintenance Ports until sediment levels are reduced to a satisfactory level

7.Sediment-laden water shall be disposed of per local regulations

8.Replace any remaining caps or covers and remove outlet plug

9.Record the back-flushing event in your Maintenance Log with any relevant specifics 04/23/2024 PH1 380 of 747

Rev: 11/02/2022
R-Tank® Maintenance Log
Site Name: Company:

Location:Contact:

City and State: Phone:

System Owner: Email:

Date Location Sediment Depth Observations / Notes Initials 04/23/2024 PH1 381 of 747

Appendix E: BMP Design Fact Sheets
E-20 February 2016
E.3 SD-5 Impervious Area Dispersion
Photo Credit: Orange County Technical Guidance Document Description
Impervious area dispersion (dispersion) refers to the practice of effectively disconnecting impervious areas from directly draining to the storm drain system by routing runoff from impervious areas such asrooftops(through downspoutdisconnection), walkways,anddrivewaysontothe surface ofadjacent pervious areas. The intent is to slow runoff discharges, and reduce volumes. Dispersion with partial or full infiltration results in significant volume reduction by means of infiltration and evapotranspiration.

Typical dispersion components include:
•An impervious surface from which runoff flows will be routed with minimal piping to limit concentrated inflows
•Splash blocks, flow spreaders, or other means of dispersing concentrated flows and providing energy dissipation as needed
•Dedicated pervious area, typically vegetated, with in-situ soil infiltration capacity for partial or full infiltration
•Optional soil amendments to improve vegetation support, maintain infiltration rates and enhance treatment of routed flows
•Overflow route for excess flows to be conveyed from dispersion area to the storm drain system or discharge point
MS4 Permit Category
Site Design
Manual Category
Site Design
Applicable Performance
Criteria
Site Design
Primary Benefits
Volume Reduction
Peak Flow Attenuation
04/23/2024 PH1 382 of 747

Appendix E: BMP Design Fact Sheets
E-21 February 2016
Typical plan and section view of an Impervious Area Dispersion BMP 04/23/2024 PH1 383 of 747

Appendix E: BMP Design Fact Sheets
E-22 February 2016
Design Adaptations for Project Goals
Site design BMP to reduce impervious area and DCV.Impervious area dispersion primarily functions as a site design BMP for reducing the effective imperviousness of a site by providing partial or full infiltration of the flows that are routed to pervious dispersion areas and otherwise slowing downexcessflowsthateventually reachthe stormdrain system. Thiscansignificantly reduce the DCV for the site.

Design Criteria and Considerations
Dispersion must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate:

Siting and Design Intent/Rationale
□
Dispersion is over areas with soil types capable
of supporting or being amended (e.g., with
sand or compost) to support vegetation. Media
amendments must be tested to verify that they
are not a source of pollutants.

Soil must have long-term infiltration
capacity for partial or full infiltration and
be able to support vegetation to provide
runoff treatment. Amendments to
improve plant growth must not have
negative impact on water quality.
□ Dispersion has vegetated sheet flow over a
relatively large distance (minimum 10 feet)
from inflow to overflow route.

Full or partial infiltration requires
relatively large areas to be effective
depending on the permeability of the
underlying soils.
□ Pervious areas should be flat (with less than
5% slopes) and vegetated.

Flat slopes facilitate sheet flows and
minimize velocities, thereby improving
treatment and reducing the likelihood of
erosion.

Inflow velocities
□ Inflow velocities are limited to 3 ft./s or less
or use energy dissipation methods (e.g., riprap,
level spreader) for concentrated inflows.

High inflow velocities can cause erosion,
scour and/or channeling.

Dedication
□
Dispersion areas must be owned by the project
owner and be dedicated for the purposes of
dispersion to the exclusion of other future uses
that might reduce the effectiveness of the
dispersion area.

Dedicated dispersion areas prevent
future conversion to alternate uses and
facilitate continued full and partial
infiltration benefits.
04/23/2024 PH1 384 of 747

Appendix E: BMP Design Fact Sheets
E-23 February 2016
Siting and Design Intent/Rationale
Vegetation
□
Dispersion typically requires dense and robust
vegetation for proper function. Drought
tolerant species should be selected to minimize
irrigation needs. A plant list to aid in selection
can be found in Appendix E.20.

Vegetation improves resistance to
erosion and aids in runoff treatment.

Conceptual Design and Sizing Approach for Site Design

1.Determine the areas where dispersion can be used in the site design to reduce the DCV for pollutant control sizing.

2.Calculate the DCV for storm water pollutant control per Appendix B.2, taking into account reduced runoff from dispersion.

3.Determine if a DMA is considered “Self-retaining” if the impervious to pervious ratio is:
a.2:1 when the pervious area is composed of Hydrologic Soil Group A b.1:1 when the pervious area is composed of Hydrologic Soil Group B 04/23/2024 PH1 385 of 747

Page 38 of 39 ends

All projects are required to maintain designed functionality of structural BMPs in perpetuity. Privately- owned projects must record a Storm Drain Maintenance Agreement with the County of San Diego Assessor’s Office. A template Storm Drain Maintenance Agreement is available at:
http://www.cityofvista.com/services/city-departments/community-development/building-planning- permits-applications/land-development-autocad-templates/storm-water-forms ATTACHMENT 3B – MAINTENANCE AGREEMENT
04/23/2024 PH1 386 of 747

00020914 5

RECORDING REQUESTED BY:

CITY OF VISTA

WHEN RECORDED MAIL TO:

CITY OF VISTA
200 CIVIC CENTER DRIVE
VISTA, CA 92084-6275
ATTN: CITY CLERK
Fee Exempt: Government Code Section 27383

APN: xxx-xxx-xx
DTT: $0.00; R&TC § 11922, Conveyance to Government Agency; Signed:

PRIVATE STORM WATER POLLUTION CONTROL FACILITIES MAINTENANCE AGREEMENT

THIS AGREEMENT is entered into between the CITY OF VISTA, a chartered municipal corporation (“CITY”) and NAME, status (“OWNER”), and dated for reference purposes as of date.

DEFINITIONS

BEST MANAGEMENT PRACTICES: Control measures (“BMPs”) taken to mitigate changes to both quantity and quality of urban runoff as they may be defined or promulgated from time-to-time in the City’s NPDES storm water management permit.

GOVERNING APPROVALS: C xxx; LD #xxx; GP(s) xxx; and DWG No(s). xxx

PROPERTY: Real property legally described in Exhibit A [and commonly known as _________][with no common street address].

FACILITIES: Those certain private storm water pollution control facilities (“SWPCFs”) and appurtenances developed or installed on the PROPERTY as detailed in the GOVERNING APPROVALS as the same may be amended from time to time through changes in the governing ordinances and statutes.

WATER QUALITY TECHNICAL REPORT: The approved plan (the “WQTR”) is designed to mitigate changes to both quantity and quality of urban runoff from the PROPERTY. The plan was initially approved by the City with GOVERNING APPROVALS, is on file with the City, and shall be modified from time-to-time pursuant to the City’s then-current NPDES storm water management permit.

RECITALS

A. This Agreement is required as a condition of approval by the CITY.

B. The OWNER is the owner of the PROPERTY and is required to install and provide for the perpetual maintenance of the FACILITIES as a condition of being permitted to develop the PROPERTY.

C. It is the mutual desire of the parties hereto that the FACILITIES be maintained in a safe and usable condition by the OWNER.

D. It is the mutual intention of the parties that this Agreement constitutes a covenant running with the land, binding upon each successive lot owner of all or any portion of the PROPERTY.

04/23/2024 PH1 387 of 747

PRIVATE STORM WATER POLLUTION CONTROL FACILITIES MAINTENANCE AGREEMENT PC x-xxx; LD #xx-xxx; GP xx-xxx; DWG NO. xxxx
APN NO. xxx-xxx-xx

Page 2 ends

00020914 5
NOW, THEREFORE, IT IS HEREBY AGREED AS FOLLOWS:

1. The cost and expense of maintaining the FACILITIES shall be paid by the OWNER or the heirs, assigns and successors in interest of the OWNER.

2. Repairs and maintenance under this Agreement shall consist of all work reasonably necessary or proper in the sole discretion of the CITY to repair and preserve FACILITIES. Repair and maintenance responsibilities for all post-construction structural FACILITIES and required BMPs associated with the project are set forth in the most current WQTR. The WQTR shall all times specify by name, title, and phone number the persons or entities responsible for maintenance and reporting activity, the persons or entities responsible for funding, schedules and procedures for inspection and maintenance of the FACILITIES and implementation of worker training requirements, and any other activities necessary to ensure BMP maintenance. The plan shall provide for servicing of all post-construction structural FACILITIES as needed and at least once annually within 60 days prior to October 1st, and for the retention of inspection and maintenance records for at least three years. Adherence to the plan shall result in effective Storm Water pollution control. The CITY shall have the right to inspect the FACILITIES and records as needed to ensure the FACILITIES are being properly maintained.

3. OWNER Indemnification.

3.1. The OWNER shall indemnify and hold the CITY harmless against any and all liability, loss, damage, fine, penalty, expense, claim, or cost (including without limitation costs and fees of litigation) of every nature (collectively, “Liability”) arising out of or in connection with this Agreement or its performance (including acts of omission) except for Liability caused by the CITY’s sole negligence or willful misconduct.

3.2 For purposes of this Section, the CITY includes CITY’s officers, officials, employees, agents, representatives, and volunteers.

3.3 It is expressly understood and agreed that the foregoing provisions will survive termination of this Agreement.

3.4 The indemnity protections provided by this Section are not intended to exceed the indemnity available under applicable law. If the indemnity protections are found by a court to be unlawful in any way, the protection shall be curtailed or adjusted, but only to the minimum extent required to conform to applicable law.

4. If in the CITY’S sole judgment the FACILITIES are not being maintained to standards set forth in this Agreement, the CITY may thereupon provide written notice to the OWNER to initiate repairs or construction within ninety (90) days. Upon failure to demonstrate good faith to make repairs or construction within ninety (90) days, the OWNER agrees that the CITY may make all needed repairs to the FACILITIES to meet the standards set forth in paragraph 3 and to then assess costs to the OWNER.

5. CITY shall have no responsibility or liability for the exercise or non-exercise of any discretionary powers it may have under this Agreement. Nothing in this Agreement, the specifications or other contract documents relating to the work required by this Agreement, or CITY approval of the plans and specifications or inspection of the work, is intended to create any contractual liability, express or implied, for the construction, maintenance or repair of the FACILITIES required by this Agreement, and the CITY, CITY’S engineer, and their consultants, and each of their officials, directors, officers, employees and agents, shall have absolutely no responsibility or liability therefor.

6. If CITY elects to make necessary repairs in accordance with paragraph 5 above, that work shall be without warranty. The repairs shall be accepted “as is” by the OWNER without any warranty of workmanship and shall be guaranteed and indemnified by it in accordance with paragraph 4. CITY will endeavor to minimize interference with OWNER’s use of the PROPERTY.

04/23/2024 PH1 388 of 747

PRIVATE STORM WATER POLLUTION CONTROL FACILITIES MAINTENANCE AGREEMENT PC x-xxx; LD #xx-xxx; GP xx-xxx; DWG NO. xxxx
APN NO. xxx-xxx-xx

Page 3 ends

00020914 5

7. The foregoing covenants shall run with the land, shall be deemed to be for the direct benefit of the land, and shall be binding on the heirs, executors, administrators, successors, and assigns of the OWNER. Any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents.

8. Nothing in this Agreement shall be construed to in any way limit or constrain CITY’s exercise of its regulatory powers, police powers, or other powers of enforcement insofar as they may relate to the subject matter of this Agreement or any other matter within the power or authority of the CITY.

9. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. The exclusive jurisdiction and venue of any legal action instituted in connection with this Agreement shall be San Diego County, California.

“CITY”

CITY OF VISTA, a chartered municipal corporation
“OWNER”

NAME, status

By:

GREGORY D. MAYER, CITY ENGINEER

By:

Name/Title

By:

Name/Title
(When signing as Corporation necessary signatures are
President OR Vice President AND Secretary OR
Assistant Secretary.)
NOTE: A CALIFORNIA ALL PURPOSE NOTARY ACKNOWLEDGMENT MUST BE ATTACHED FOR ALL SIGNATURES ABOVE ATTEST:

KATHY VALDEZ, CITY CLERK

By:

APPROVED AS TO FORM:

DAROLD PIEPER, CITY ATTORNEY

By:

04/23/2024 PH1 389 of 747

Page 39 of 39 ends

Section 8.2.2 of the BMP Design Manual identifies minimum requirements for storm drain construction plan sheets. Use this checklist to ensure project construction plans submitted for review include necessary information for storm drain improvements. Construction plans must include the following:
☒All items identified in Section 8.2.2 of the BMP Design Manual.

ATTACHMENT 4 - REQUIREMENTS FOR CONSTRUCTION PLANS
04/23/2024 PH1 390 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH

SHEET LIST TABLE
SHEET # SHEET TITLE
T1.00 TITLE SHEET
A1.00 OVERALL SITE PLAN
A1.01 ARCHITECTURAL SITE
PLAN
A2.00 FLOOR PLAN
A2.01 ROOF PLAN
A3.00 BUILDING ELEVATIONS
A3.01 BUILDING ELEVATIONS
A3.02 BUILDING ELEVATIONS
REMOTE
A4.00 COLORED ELEVATIONS
A4.01 COLORED ELEVATIONS
A5.00 PAY CANOPY
A5.01 VACUUM CANOPY
A5.02 COLORED VAUUM
CANOPY
A6.00 SITE ELEMENTS

ENCLOSURES
A6.01 SITE ELEMENTS

ENCLOSURES
L1 LANDSCAPE PLAN
L1 LANDSCAPE PLAN -

RENDERED
L2 PLAN PALETTE
1 PHOTOMETRIC
C2.00 PRELIMINARY GRADING

AND DRAINAGE PLAN
C3.00 PRELIMINARY UTILITY
PLAN
C4.00 WATER QUALITY

MANAGEMENT EXHIBIT
C5.00 PRELIMINARY GRADING

SECTIONS
C6.00 DETAILS
C7.00 DETAILS
1 SIGNAGE SHEET 1
2 SIGNAGE SHEET 2
3 SIGNAGE SHEET 3
4 SIGNAGE SHEET 4
5 SIGNAGE SHEET 5
6 SIGNAGE SHEET 6
7 SIGNAGE SHEET 7
8 SIGNAGE SHEET 8
9 SIGNAGE SHEET 9
10 SIGNAGE SHEET 10

VICINITY MAP

ENTITLEMENT PLANS
FOR

QUICK QUACK - VISTA

VISTA, CA

PROJECT TEAM

CIVIL ENGINEER
SCOTT HOFFMAN, P.E. (CA)
KIMLEY-HORN AND ASSOCIATES, INC.
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
[email protected]
619-744-0181

GEOTECHNICAL ENGINEER

JORGE A, PELAYO, MS, PE (CA)
KRAZAN & ASSOCIATES, INC.
1100 OLYMPIC DRIVE, SUITE 103
CORONA, CA 92881
951-273-1011

SURVEYOR
JOHN P. GERVAIS, PLS
LG LAND SURVEYING, INC.
30355 CALLEJO FELIZ TER
VALLEY CENTER, CA 92082
760-703-1354

ARCHITECT

MELISSA WEAVER
TAIT & ASSOCIATES, INC.
707 N. 27TH STREET
BOISE, ID 83702
[email protected]
760-414-5933

OWNER/DEVELOPER

BARRET BRADLEY
NEWMARK MERRILL COMPANIES, INC.
427 COLLEGE BOULEVARD, SUITE K
OCEANSIDE, CA 92057
[email protected]
720-607-3032

PROJECT LOCATION

NORTHEAST CORNER OF POINSETTIA AVENUE & BUSINESS PARK DRIVE, VISTA, CA 92081

ACCESSOR'S PARCEL NUMBER
221-661-03
SCALE: 1"=300'

THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF VISTA, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS:

PARCEL C OF PARCEL MAP NO. 15413, IN THE CITY OF VISTA, COUNTY OF SAN DIEGO,

STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON OCTOBER 14, 1988.

FOR CONVEYANCING PURPOSES ONLY: APN 221-661-03-00

LEGAL DESCRIPTION

ESTIMATED EARTHWORK QUANTITIES
CUT:(466 CY)*
FILL:2228 CY*
NET:(1762 CY*) IMPORT
NOTE: THE EARTHWORK QUANTITIES ABOVE ARE FOR PERMIT PURPOSES ONLY. THE

CONTRACTOR IS NOT AUTHORIZED TO USE THE ESTIMATES HEREIN FOR BIDDING

AND CONSTRUCTION PURPOSES WITHOUT THE EXPLICIT WRITTEN PERMISSION OF THE ENGINEER OF RECORD. NO REPRESENTATIONS OF SUCH QUANTITIES OR A BALANCED SITE CONDITION ARE MADE BY THE ENGINEER OF RECORD.

UNLESS EXPLICITLY STATED OTHERWISE HEREIN, THE ABOVE QUANTITIES ARE

APPROXIMATE, IN PLACE VOLUMES CALCULATED FROM THE EXISTING GROUND TO THE PROPOSED FINISH GRADE. EXISTING GROUND IS DEFINED BY THE CONTOURS AND SPOT GRADES ON THE BASE SURVEY. PROPOSED SUBGRADE IS DEFINED AS THE

FINAL GRADE AS INDICATED ON THE GRADING PLAN(S) AS FINISHED GROUND, FINISHED SURFACE, AND FINISHED FLOOR ELEVATIONS MINUS 10" (0.833 FT).

UNLESS EXPLICITLY STATED OTHERWISE HEREIN, THE ABOVE GRADING QUANTITIES

HAVE NOT BEEN FACTORED TO ACCOUNT FOR CHANGES IN VOLUME DUE TO

BULKING, CLEARING AND GRUBBING, SHRINKAGE, SUBSIDENCE, OVER-EXCAVATION AND RE-COMPACTION, AND CONSTRUCTION METHODS. NOR DO THEY ACCOUNT FOR

THE THICKNESS OF PAVEMENT SECTIONS, STORMWATER QUALITY MEDIA SECTIONS,

UTILITY PIPES, TRENCHING AND BEDDING MATERIALS, BUILDING OR WALL FOOTINGS,

BUILDING SLAB THICKNESSES AND UNDERLYING BASE OR SAND LAYERS, REUSE OF PULVERIZED MATERIALS THAT WILL UNDERLIE NEW PAVEMENTS, ETC.

ANY OVEREXCAVATION AND RECOMPACTION DEPTHS AND VOLUMES, SHRINKAGE

FACTORS, PAVEMENT SECTIONS, BUILDING PAD SECTIONS, AND BULKING FACTORS ARE BASED ON A SEPARATE GEOTECHNICAL REPORT. ANY BUILDING SLAB

THICKNESSES ARE BASED ON THE SEPARATE BUILDING STRUCTURAL ENGINEERING PLANS. ANY UTILITY, STORMWATER MITIGATION, AND FOOTING SPOILS ARE BASED ON ESTIMATES PROVIDED BY THE OWNER OR CONTRACTOR.

PRESENT ZONING

SPI - SPECIFIC PLAN IMPLEMENTATION

GENERAL PLAN DESIGNATION

GC - GENERAL COMMERCIAL
AREA
GROSS AREA - 1 ACRE

FEMA MAP
PANEL - 06073C0788J

ZONE - X

LOW HAZARD ZONE

VISTA IRRIGATION DISTRICT
1391 ENGINEER STREET, VISTA, CA 92081
760-597-3100
SEWER

CITY OF VISTA PUBLIC WORKS DEPARTMENT
1165 E. TAYLOR STREET, VISTA, CA 92084
760-639-6177

FIRE DISTRICT

CITY OF VISTA FIRE DEPARTMENT
200 CIVIC CENTER DRIVE, VISTA, CA 92084
790-643-2801

SCHOOL DISTRICT

VISTA UNIFIED SCHOOL DISTRICT
1234 ARCADIA AVENUE, VISTA, CA 92084
CABLE
AT&T
1751 UNIVERSITY DRIVE, VISTA, CA 92083
833-719-2430
WATER

POINSETTIA AV
E
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L2
L3
P23-0298
P1
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G
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QB
249 S.F.

QUICK QUACK

CARWASH
3,363 S.F.

S
L
S
L
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
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G
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QB
249 S.F.

QUICK QUACK

CARWASH
3,363 S.F.
28 '
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1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
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108'-0"
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
24 40
11 22
22 31
19 23
24 2734
32 29
22 22
29 41
34 '
-
0 "
1919
212121
18 13
15 36
74 1
1414
16 17
7 30 5
3 2
10 21 21 25 41 21 212512
2640
26 12
20 39 8
33 37 2838
9 6
21 21 21 21
19 23'-4"
10 '
-
8 "
22 '
-
8 "
2'
-
4 "
8 1/4"
9"9"
8 1/4"
2'
-
0 "
2'
-
4 "
2'
-
0 "
17 4"3'-8"
8 1/4"
9"
11 '
-
4 "
17'-4"82'-0"8'-8"
2'
-
4 "
2'
-
0 "
8 1/4"2'
-
4 "
2'
-
0 "
4"3'-8"23'-0"3'-8"
14 '
-
0 "

C
A
R

T
U
N
N
E
L
42 42
18"
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 394 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 395 of 747

W2
T1
RO
S
R
EJ
MF
P
W1
SS
RF
V
T2
DS
L
1 CM
1 CP
P
CM
2 D1
D2
CM
3 D3
MF L
4 RF RSCP
P1
CP
P2
R CM
2 CM
2 CM
1 CM
3 CP
P1
D2
CM
3 CM
2 CM
2 CM
3 CM
1 CM
1 W2 W2W2W2W2W2W2W1W1W1L
1 L
1 L
1 L
1 CP
P2
L
3 CP
P1
CP
P1
T1T2SRRFCP
P3
L
2 L
2 MFEJCP
P3
CP
P1
CP
P3
EJMF
P
T2T1
T2
T1
T2T1
PD1
SS
CP
P3
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 396 of 747

04/23/2024 PH1 397 of 747

MF MF
SS
MF
CM
3 CM
2 CM
3 CM
2 CM
3 CM
2 CM
3 CM
2 CM
1 CM
1 CM
1 CM
1 L
4 D3
SS
MF
W1 D3
W1
W2
T1
RO
S
R
EJ
MF
P
W1
SS
RF V
T2
DS
L
1 CM
1 CP
P
CM
2 D1
D2
CM
3 D3
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 398 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 399 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 400 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 401 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 402 of 747

1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
04/23/2024 PH1 403 of 747

1'-2"
1'
-
2 "
60 "

M
I
N
I
M
U
M
X
Y
60" MINIMUM
48 "

M
I
N
.
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
6" AREA DRAIN
50 GALLON OIL/SAND

SEPARATOR
04/23/2024 PH1 404 of 747

1 1
/
2 "
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
P23-0298
04/23/2024 PH1 405 of 747

1 0
"

S
1 0
"

S
E-
M
O
E-MO
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E-MO
E-M
O
E-M
O
E-M
O
E-M
O
E-M
O
E-M
O
E-M
O
E-MO
E-MO
E-MO
E-MO
E-MO
E-MO
12"
W
12"
W
12"
W
12" W
12" W
66" S
D
6 " S D
3 6
"

S
D
3 6
"

S
D
36" SD
1 2
"

W
1 2
"

W
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
2 4
"

S
D
D
C
54 '
'
W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
W
S
S
FW
M
E
T
E
R
M
E
T
E
R
S
L
S
L
S
.

G
.

NORTH
0 feet32
1" = 16'
16 48 64

SYMBOL QTY BOTANICAL / COMMON NAME CONT WUCOLS
TREES
9 Lagerstroemia indica x fauriei 'Arapaho' / Arapaho Crape Myrtle 15 gal.Moderate 2 Quercus engelmannii / Engelmann Oak 15 gal.Low
5 Tristania conferta / Brisbane Box 15 gal.Moderate
1 Ulmus parvifolia 'True Green' / True Green Lacebark Elm 24" box Moderate 6 Washingtonia hybrid / Mexican/California Fan Palm 8` BTH (skinned)Low SHRUBS
24 Agave americana 'Marginata' / Variegated Century Plant 15 gal.Low 18 Agave americana protoamericana 'Blue Steel' / Blue Steel Century Plant 15 gal.Low 109 Agave attenuata 'Boutin Blue' / Boutin Blue Foxtail Agave 5 gal.Low 224 Callistemon viminalis 'Better John' / Weeping Bottlebrush 5 gal.Low 66 Dianella caerulea 'DBB03' / Cassa Blue™ Flax Lily 1 gal.Low 34 Lantana montevidensis / Purple Trailing Lantana 1 gal.Low 19 Leucophyllum langmaniae 'Lynn's Legacy' / Lynn's Legacy Langman's Sage 5 gal.Low 194 Lomandra longifolia 'Baby Breeze' / Dwarf Mat Rush 5 gal.Low 85 Yucca x `Bright Star` / Variegated Spanish Dagger 5 gal.Low

VINES/ESPALLIERS
3 Bougainvillea x `Barbara Karst` / Barbara Karst Bougainvillea Trellis 5 gal.Low

SYMBOL QTY BOTANICAL / COMMON NAME CONT WUCOLS SPACING

GROUND COVERS
211 Rosmarinus officinalis 'Irene' / Dwarf Rosemary 1 gal.Low 42" o.c. 165 Senecio mandraliscae `Blue Chalk Sticks` / Senecio 1 gal.Low 30" o.c.

LANDCADD 198
7 PLANT SCHEDULE
LANDCADD 1987
LANDCADD 198
7 LANDCADD

1 9
8 7
LANDCADD 1987

LANDCADD

1 9
8 7
LANDCADD 1
9 8
7 TRANSFORMER

TRASH ENCLOSURE

PARKING

BIKE RACK/STORAGEFLAG POLE

RETAINING WALL
(SEE CIVIL DRAWINGS)

DRIVE-THRU
POI
N
S
E
T
T
I
A

A
V
E
.

B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E

COMPLIANCE STATEMENT
I agree to comply with the requirements of the water efficient landscape ordinance and submit a complete Landscape
Documentation Package
11-10-23

GENERAL NOTES

1. All landscape planting areas shall receive a minimum 3" layer of non-combustible organic bark mulch top dressing. Shredded 'Gorilla Hair' type mulch shall not be used.

2. All new plant material, shall be irrigated with drip/low flow irrigation and a smart controller. Landscape Plans will comply with City of Vista Water Conservation Standards.

3. Contractor shall submit soil samples to the laboratory for analysis and recommendations. Soil sampling shall be conducted in accordance with laboratory protocol, including protocols regarding adequate sampling depth for the intended plants.

Soil analysis may include:
a. Soil texture;
b. Infiltration rate determined by laboratory test or soil infiltration rate table; c. pH;
d. Total soluble salts;
e. Sodium;
f. Percent organic matter; and
g. Recommendations.

Contractor shall submit the soil analysis report to the City as part of the certificate of completion.

The Contractor shall submit documentation to the City verifying implementation of soil analysis report recommendations to the City with certificate of completion.

5. All new trees located within 5' of pavement or permanent structure shall have a root barrier.

6. Landscape maintenance shall be the responsibility of the property owner.

SIDE
W
A
L
K
S
I
D
E
W
A
L
K

QUICK QUACK

DRIVEWAY
VACUUM

STATIONS
CANOPY

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE

MONUMENT SIGN

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE
3:1 (30%) SLOPE PER

GRADING PLAN IN

SHADED HATCHED
AREA
3:1 (30%) SLOPE PER

GRADING PLAN IN

SHADED/HATCH AREA
SLOPES THAT EXCEED 4:1 (25%)

RETAINING WALL
(SEE CIVIL DRAWINGS)

PARKING

DIEGAN COASTAL SHRUB

HABITAT IN THIS AREA SHALL

REMAIN AND BE PROTECTED

STORM WATER TREATMENT AREA-

SEE CIVIL DRAWINGS
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
P.O. Box 2083
Petaluma CA 94952
707-280-8990
OliveStreetLandscape.com
[email protected]
P23-0298P23-0298
04/23/2024 PH1 406 of 747

1 0
"

S
1 0
"

S
D
3 6
"

S
D
36" SD
1 2
"

W
1 2
"

W
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
2 4
"

S
D
D
C
54 '
'
W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
W
S
S
FW
M
E
T
E
R
M
E
T
E
R
S
L
S
L
S
.

G
.

NORTH
0 feet32
1" = 16'
16 48 64

VINES/ESPALLIERS
3 Bougainvillea x `Barbara Karst` / Barbara Karst Bougainvillea Trellis 5 gal.Low

SYMBOL QTY BOTANICAL / COMMON NAME CONT WUCOLS SPACING

GROUND COVERS
211 Rosmarinus officinalis 'Irene' / Dwarf Rosemary 1 gal.Low 42" o.c. 165 Senecio mandraliscae `Blue Chalk Sticks` / Senecio 1 gal.Low 30" o.c.

PLANT SCHEDULE

TRANSFORMER

TRASH ENCLOSURE

PARKING

BIKE RACK/STORAGEFLAG POLE

RETAINING WALL
(SEE CIVIL DRAWINGS)

DRIVE-THRU
POI
N
S
E
T
T
I
A

A
V
E
.

B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E

COMPLIANCE STATEMENT
I agree to comply with the requirements of the water efficient landscape ordinance and submit a complete Landscape
Documentation Package
11-10-23

GENERAL NOTES

1. All landscape planting areas shall receive a minimum 3" layer of non-combustible organic bark mulch top dressing. Shredded 'Gorilla Hair' type mulch shall not be used.

2. All new plant material, shall be irrigated with drip/low flow irrigation and a smart controller. Landscape Plans will comply with City of Vista Water Conservation Standards.

Contractor shall submit the soil analysis report to the City as part of the certificate of completion.

The Contractor shall submit documentation to the City verifying implementation of soil analysis report recommendations to the City with certificate of completion.

5. All new trees located within 5' of pavement or permanent structure shall have a root barrier.

6. Landscape maintenance shall be the responsibility of the property owner.

SIDE
W
A
L
K
S
I
D
E
W
A
L
K

QUICK QUACK

DRIVEWAY
VACUUM

STATIONS
CANOPY

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE

MONUMENT SIGN

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE

AREA TO REMAIN AS IS
APPROX. 2:1 SLOPE
3:1 (30%) SLOPE PER

GRADING PLAN IN

SHADED HATCHED
AREA
3:1 (30%) SLOPE PER

GRADING PLAN IN

SHADED/HATCH AREA
SLOPES THAT EXCEED 4:1 (25%)

RETAINING WALL
(SEE CIVIL DRAWINGS)

PARKING

DIEGAN COASTAL SHRUB

HABITAT IN THIS AREA SHALL

REMAIN AND BE PROTECTED

STORM WATER TREATMENT AREA-

Quercus engelmannii Engelmann Oak
Tristania conferta Brisbane Box
Ulmus parvifolia 'True Green' True Green Lacebark
Elm
Agave attenuata 'Boutin Blue' Boutin Blue Foxtail
Agave
Agave americana 'Marginata' Variegated Century
Plant
Agave americana protoamericana 'Blue Steel'
Blue Steel Century Plant
Callistemon viminalis 'Better
John' Weeping Bottlebrush
Dianella caerulea 'DBB03' Cassa Blue™ Flax
Lily
Lantana montevidensis Purple Trailing Lantana
Leucophyllum langmaniae 'Lynn's Legacy' Lynn's
Legacy Langman's Sage
Lomandra longifolia 'Baby Breeze' TM Breeze Mat Rush Yucca x `Bright Star` Variegated Spanish Dagger
Bougainvillea x `Barbara Karst` Barbara Karst Bougainvillea Trellis
Rosmarinus officinalis 'Irene' Dwarf Rosemary
Senecio mandraliscae `Blue Chalk Sticks`
Senecio
Verbena peruviana 'Balfirepizzim' Firehouse™
Purple Fizz Verbena
Washingtonia hybrid Mexican/California
Fan Palm
Lagerstroemia indica x fauriei 'Arapaho'
1801 Lampton Lane
Norco, CA 92860
P: 951/475/3300
www.tait.comSINCE 1964
P.O. Box 2083
Petaluma CA 94952
707-280-8990
OliveStreetLandscape.com
[email protected]
P23-0298
L3
04/23/2024 PH1 408 of 747

P23-0298
P1
04/23/2024 PH1 409 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH 0

GRAPHIC SCALE IN FEET
20 10 20 40

PROJECT DESCRIPTION NEW CONSTRUCTION

SITE ADDRESS BUSINESS PARK DRIVE &

POINSETTIA AVENUE
APN 221-661-03-00

ZONING VISTA BUSINESS PARK SPECIFIC
PLAN - AREA "A"

LAND USE COMMERCIAL SERVICE

FLOOD ZONE ZONE X
TOTAL SITE AREA ±43,266 SF / 0.99 AC
TOTAL DISTURBED AREA ±38,000 SF / 0.87 AC
PARKING REQUIREMENTS 1.5 PER WASHING BAY 1 BICYCLE
PER 20 STALLS

PARKING STALLS REQUIRED
1 SPACE PER 3 EMPLOYEES
LARGEST SHIFT = 3 EMPLOYEES
REQUIRED PARKING = 2 STALLS
PARKING STALLS PROVIDED 2 EMPLOYEE STALLS
1 ACCESSIBLE STALL
BUILDING SETBACK 20.0'
GB GB
1 2
3 SD SD
4 5
6 66" SD
7 8
9 10
11 12
NO
R
T
H

SITE DATA TABLE

ABBREVIATIONS

FL FLOW LINE

FS FINISHED SURFACE

TC TOP OF CURB

TG TOP OF GRATE

TW TOP OF WALL
LEGEND

PROPERTY LINE

CIVIL LIMIT OF WORK LINE

CENTERLINE

EASEMENT LINE

PROPOSED STORM DRAIN PIPE

EXISTING STORM DRAIN PIPE

SETBACK LINE

EXISTING CONTOUR

PROPOSED CONTOUR

PLANTABLE GRAVITY WALL

MASONRY BLOCK RETAINING WALL

GRADE BREAK
GUTTER PER SDRSD G-12

HEAVY DUTY CONCRETE

LANDSCAPE AREA
(XXX)

GRADING AND DRAINAGE NOTES
PLANTABLE MSE RETAINING WALL WITH GEOGRID. SEE SITE SECTIONS ON SHEET C5.00 TRENCH DRAIN. OUTLETS TO DRIVE THRU LANE CURB NORTH
MODULAR WETLAND SYSTEM (BMP-1). TREATMENT UNIT SIZE L-4-8-V. PER DETAIL 1 SHEET C7.00 UNDERGROUND STORM WATER DETENTION VAULT WITH TOTAL VOLUME 3,640 CF. VAULT PER DETAILS ON SHEET C6.00
STORM DRAIN OUTFLOW STRUCTURE WITH ORIFICE PLATE AND OVERFLOW WEIR PER DETAIL 3 ON SHEET C7.00.

CONNECT TO EXISTING 66" STORM DRAIN CULVERT
MASONRY BLOCK RETAINING WALL, MAX HEIGHT 3'
RIBBON GUTTER PER SDRSD G-12
COMMERCIAL DRIVEWAY PER SDRSD G-14B AND G-16
NEW SIDEWALK PER SDRSD G-07
6" CURB PER SDRSD G-01
MODULAR WETLAND SYSTEM (BMP-3). TREATMENT UNIT SIZE L-4-8-V. PER DETAIL 2 SHEET C7.00

SYMBOL DESCRIPTION
XX" SD
XXX

THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF VISTA, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS:

PARCEL C OF PARCEL MAP NO.15413, IN THE CITY OF VISTA, COUNTY OF SAN DIEGO,

STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNT ON OCTOBER 14, 1988.

FOR CONVEYANCING PURPOSES ONLY: APN 221-661-03-00

PROJECT TEAM

CIVIL ENGINEER
SCOTT HOFFMAN, P.E. (CA)
KIMLEY-HORN AND ASSOCIATES, INC.
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
[email protected]
619-744-0181

GEOTECHNICAL ENGINEER
GARRY W. CANNON C.E.G., R.C.E. (CA)
GEOCON, INC.
6960 FLANDERS DRIVE
SAN DIEGO, CA 92121
858-558-6900

SURVEYOR
JOHN P. GERVAIS, PLS
LG LAND SURVEYING, INC.
30355 CALLEJO FELIX TER
VALLEY VENTER, CA 92082
760-703-1354

ARCHITECT

MELISSA WEAVER
TAIT & ASSOCIATES, INC.
707 N. 27TH STREET
BOISE, ID 83702
[email protected]
760-414-5933

DEVELOPER

BARRET BRADLEY
NEWMARK MERRILL COMPANIES, INC.
427 COLLEGE BOULEVARD, SUITE K
OCEANSIDE, CA 92057
[email protected]
720-607-3032

LEGAL DESCRIPTION
BUISNESS PARK DR.TYPICAL SECTION.
1":30'
POINSETTIA AVE TYPICAL SECTION.
1":30'

DETAIL A
LEGEND (CONT.)

SIDEWALK CONCRETE

APPROXIMATE RETAINING WALL

GEOGRID LIMITS

GREEN STREET DISPERSION AREA

SYMBOL DESCRIPTION
36" S
D
S
L
E
E
S
L
FS 460.09
FS 460.01
FS 460.39
FS 460.34
FS 460.70
FS 460.68
FS 461.02
FS 460.95
FS 461.25
FS 461.22
FS 461.34
FS 461.31
FS 464.65
FS 464.63
FS 462.95
FS 462.93
FS 463.04
FS 463.02
FS 464.77
FS 464.75460
465
461
462
463
464
466

2.0%8.0%2.0%8.0%2.0%

PEDESTRIAN

RAMP HANDRAIL

PEDESTRIAN

RAMP HANDRAIL
FS (460.50)

PEDESTRIAN EASEMENT
FS (462.85)FS (461.94)
1 0
"

S
1 0
"

S
2 4
"

S
D
12"
W
12"
W
12"
W
12"
W
12"
W
12" W
12" W
12" W
12" W
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
10" S
1 2
"

W
1 2
"

W
1 0
"

S
2 4
"

S
D
D
54''W
54''W
54 '
'
W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
S
L
S
L
S
.

G
.

R
QB
X

X X X X X X X X X X
X
X
X
X

X X X X X X X X X
X
X
X
X
X

2. 2
%
4 .
9 %

1.6%
5 .
9 %
2 .
1 %

0. 5
%
QUI
C
K

Q
U
A
C
K
CAR
W
A
S
H
3,36
3 S
.

F
.

FF 4
6 6
.
5 POIN
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E

1. 2
%
4 6
6 4
6 8
4 6
7 46
6 46
7 46
8 46
9 4
7 0
4 7
1 469
472
472
470
465
460
455
450
470
473
4 6
5 467
471

5.4 %

2.9 %
1 .
3 %
467
467
468
469
469
47 0
466

37.2%

37.5%
4 6
6 5.3%
3 .
6 %

0.7%

1. 3
%

3. 2
%

2. 7
%
1 .
7 %
4 6
8 46
9 467
2 .
3 %
R
TC 464.49
FL 463.99
TC 466.18
FL 465.68
TC 467.19
FS 466.69
TC 464.22
FS 463.72
TC 465.77
FL 465.27TC 464.81
FL 464.31
TC 464.83
FS 464.33
LP 463.18 TC 466.68
FS 466.18
TC 468.94
FS 468.44
TC 469.14
FL 468.64
TC 470.37
FS 469.87
TC 471.23
FS 470.73
TC 470.61
FS 470.11
TC 467.77
FS 467.27
TC 467.25
FS 466.75
TC 465.49
FS 464.99
TC 465.25
FS 464.75
TC 465.06
FL 464.56
TC 468.08
FS 467.58
FL 467.12
TC 467.40
FS 466.90
TW 462.75
TW 464.20
TW 465.18
TW 468.14
TW 470.63
BW 462.36
BW 460.10
BW 455.51
BW 464.02 BW 469.90
FF 466.50
TC 467.00
FS 466.50
FS 467.50
FS 467.24
FS 467.07
FS 466.42
FS 466.17
FF 466.50
TC 467.29
FS 466.79
TC/FS 466.73
1 1 1
7 23
4 5
6 12
TRANSITION 1' TO 0.5'

RETAINING

STEM WALL
4 6
0 4
6 5
4 5
9 4
6 1
4 6
2 4
6 3
4 6
4 TC/FS 466.25
FS 466.40
TC 466.67
FS 466.17
FS 466.89
FS 465.37
FS 465.43
TC 463.93
FS 463.43
TC/FS 466.90
TC 468.68
FS 468.18
TC 468.85
FS 468.35
TC 469.41
FS 468.91
TC 469.87
FS 469.37
TC 471.49
FS 470.99
FS 470.37
FS 470.91
±2
.
6 '
S89°46'32"E
460.08'
∆=18°23'57"
R=792.00'
S89°46'32"E
460.08'
∆=12°48'14"
R=958.00'
∆=89°59'20"
R=25.00'
∆=12°48'14"
R=958.00'
S53°04'56"W
115.54'
∆=18°23'57"
R=792.00'
S53°04'56"W
115.54'

PROPOSED

GEOGRID
TW 469.66
BW 467.06
TW 469.61
BW 465.84
TW 464.25
BW 457.54
TW 463.02
BW 456.72
TC 467.64
FS 467.14
TC 468.72
FS 468.22

42.0 '

PEDESTRIAN EASEMENT

12.0 '

5.0'

32.0 '

32.0 '
4 2
.
0 '
3 7
.
5 '
3 1
.
9 '
3 2
.
0 '
8" PVC SEWER PIPE
PER D3009 -11
54" SDCWA PIPE

PER VID GIS MAP
12" ACP WATER PIPE
PER D3009-11
10" PVC SEWER PIPE
PER D3009-6
12" ACP WATER PIPE
PER D3009-6
36" ACP WATER PIPE
PER D3009-6

1.3%
2 .
5 %
TW 465.61
BW 465.11
BW 464.14
TW 469.46
BW 469.16

10.0 '

5.5'
10 11
11 H RET: 9.67'
H RET: 7.71'
H RET: 4.10'H RET: 6.30'
H RET: 0.39'
H RET: 0.50'
H RET: 1.30'
H RET: 0.30'
H RET: 4.12'
H RET: 0.73'
H RET: 2.60'
H RET: 3.77'
TC 471.86
FS 471.36

LIMITS OF BIOLOGICAL

CONCERN PROTECT IN

PLACE AT LIMITS

LIMITS OF BIOLOGICAL

CONCERN PROTECT IN

PLACE AT LIMITS

LIMITS OF BIOLOGICAL

CONCERN PROTECT IN

PLACE AT LIMITS
10 9

32.0'
8 5
.
0 '
1 0
.
0 '
TC/FS 466.81
TC/FS 467.00
TC/FS 467.08

EXISTING DETENTION
POND PER D-3009. DO

NOT DISTURBSTORM DRAIN RISER
11 11
11 11
11 10
TW 465.44

SEE DETAIL A HEREON
FS (472.00)
FS (470.97)
FS (467.80)
FS (466.41)FS (463.00)
FS (462.00)
FS (460.48)
FS (459.00)
FS (457.50)
FS (456.97)

GREEN STREET

DISPERSION AREA PER

SAN DIEGO COUNTY

DESIGN STANDARD
GS-203. SIDEWALK

UNDERDRAINS PER
GS-5.04a.

GREEN STREET

DISPERSION AREA PER

SAN DIEGO COUNTY

DESIGN STANDARD
GS-203. SIDEWALK

UNDERDRAINS PER
GS-5.04a.TC/FS 466.90

2.7 %
10'32'
CL
84'
32'

4.5'
LS
EXIST. 10"

SEWER PIPE
EXIST 12"

WATER PIPE
5'
LS
10'32'
R/W
CL
84'
32'

4.5'
LS
EXIST. 8"

SEWER PIPE
EXIST 12"

WATER PIPE
EXIST 54" WATER
PIPE
5'
LS

5.5'
SW

5.5'
SW
EXIST 36"
STORM

DRAIN PIPE
R/W
PR. 5.0'

SIDEWALK
R/WR/W
PR. 5.0'

SIDEWALK
P23-0298
04/23/2024 PH1 410 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH
0 GRAPHIC SCALE IN FEET
20 10 20 40
1 2
3 4
5 6
S
W
10" S
E-MO
G
36" SD
12" W
S
Z Z Z
ZZZZ
FW
7 PROPOSED BUILDING POINT OF CONNECTION (5-FT FROM BUILDING FACE).

REFER TO BUILDING PLUMBING PLANS FOR CONTINUATION
COMBINATION 2" WATER SERVICE AND 1" IRRIGATION SERVICE PER VISTA IRRIGATION DISTRICT STD. DWG. 1-3
2" SCH-80 PVC DOMESTIC WATER PIPE, ANGLES PER PLAN. PIPE EMBEDMENT PER VISTA IRRIGATION DISTRICT STD. DWG. 5-2
CONNECT TO EXISTING 8" WATER MAIN PER VISTA IRRIGATION DISTRICT STD.

DWG. 1-2
THRUST BLOCK TEE PER VISTA IRRIGATION DISTRICT STD. DWG. 5-7 TRENCH BACKFILL PER VISTA IRRIGATION DISTRICT STD. DWG. 5-2 8" PVC-C900 FIRE SERVICE LINE. INSTALL THRUST BLOCKS AT ALL BENDS.

PIPE EMBEDMENT PER VISTA IRRIGATION DISTRICT STD. DWG. 5-2 FIRE SERVICE RPDA PER VISTA IRRIGATION DISTRICT STD. DWG. 1-7 REPLACE CURB AND GUTTER. MATCH EXISTING

PRIVATE WATER CONSTRUCTION NOTES SEWER NOTES
1 2
3 4
PROPOSED BUILDING POINT OF CONNECTION (5-FT FROM BUILDING FACE).

REFER TO BUILDING PLUMBING PLANS FOR CONTINUATION
8" PVC, SDR-35 (GREEN) PVC PIPE. ANGLES PER PLAN

UNDERGROUND SAND/GREASE INTERCEPTOR AND CLARIFIERS FOR
WATER RECYCLING SYSTEM. REFER TO BUILDING PLUMBING PLANS FOR SPECIFICATIONS.

CONNECT TO EXISTING PUBLIC SEWER MAIN. RECONSTRUCT EX.

MANHOLE CHANNEL TO ACCEPT NEW INCOMING PIPE.

TRENCH BACKFILL FOR PIPING PER CITY OF VISTA STANDARD SWR-11.

REPLACE CURB AND GUTTER . MATCH EXISTING.

UNDERGROUND 50 LB. GREASE INTERCEPTOR.

DRY UTILITY NOTES

PROPOSED TRANSFORMER

PROPOSED SWITCH GEAR
1 2
5 6

PROPERTY LINE/ROW

ADJACENT PROPERTY/ROW LINE

CENTER LINE

PROPOSED SETBACK LINE

EXISTING STORM DRAIN LINE

EXISTING SEWER LINE

EXISTING WATER LINE

EXISTING UNDERGROUND ELECTRIC LINE

EXISTING UNDERGROUND NATURAL GAS LINE

PROPOSED STORM DRAIN LINE

PROPOSED SEWER LINE

PROPOSED WATER LINE

PROPOSED FIRE WATER LINE
PROPOSED UTILITY TRENCHING (VID STD. DWG. 5-2)

PLANTABLE GRAVITY WALL

MASONRY BLOCK RETAINING WALL

EXISTING SEWER MANHOLE

BACKFLOW PREVENTOR

OIL/SAND/GREASE INTERCEPTOR AND CLARIFIERS

FOR WATER RECYCLING SYSTEM
CONCRETE TEE THRUST BLOCK (VID STD. DWG. 5-7)

SS CLEANOUT
LEGEND
7 8
9 1
0 "

S
1 0
"

S
E-MO
E-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E
-
M
O
E-MO
E-M
O
E-M
O
E-M
O
E-M
O
E-M
O
E-MO
E-MO
E-MO
E-MO
E-MO
E-MO
2 4
"

S
D
12"
W
12"
W
12"
W
12"
W
12"
W
12" W
12" W
12" W
12" W
12" W
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
8" S
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
10" S
1 2
"

W
1 2
"

W
1 0
"

S
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W
D
D
C
V
2 4
"

S
D
D
C
54''W
54''W
54 '
'
W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
54''W
S
.

G
.

R
QB
X

X X X X X X X X X X
X
X
X
X

X X X X X X X X X
X
X
X
X
X
S
L
S
L
POI
N
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E
QUI
C
K

Q
U
A
C
K
CAR
W
A
S
H
3,36
3 S
.

F
.

FF 4
6 6
.
5 12
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
W
S
S
S
FW
FW

FW FW FW
W
W
W W W
W
S S
SD
S
S S S
S
S

S S S S S S
M
E
T
E
R
M
E
T
E
R
1 4
2 3
3 5
6 7
7 89
1 1
3 2
2 2
54 ANTICIPATED VERTICAL

DISTANCE BETWEEN
PIPES: 12.9 FT

ANTICIPATED VERTICAL DISTANCE
BETWEEN PIPES: 13.5 FT
8" PVC SEWER PIPE
PER D3009 -11
54" SDCWA PIPE

PER VID GIS MAP
12" ACP WATER PIPE
PER D3009-11
10" PVC SEWER PIPE
PER D3009-6
12" ACP WATER PIPE
PER D3009-6
36" ACP WATER PIPE
PER D3009-6

IRRIGATION SERVICE CONNECTION

INSTALL MANHOLE

PER CITY OF VISTA
STD. DWG. SM-01
RIM: 458.43
8" INV: 445.86

ANTICIPATED VERTICAL DISTANCE
BETWEEN PIPES: 3.9 FT
6 EXISTING TRANSFORMER

TO REMAIN

EX SMH #V35(193)
STA: 17+90
RIM: 457.43
IE: 445.03

MANHOLE IS TO BE LINED
WITH RAVEN 405 AS SPECIFIED
BY COV STD DWG-SWR-04
7 INSTALL 6" ROUND TRAFFIC RATED AREA DRAIN
RIM: 470.70
4" INV: 470.20
P23-0298
04/23/2024 PH1 411 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH
0 GRAPHIC SCALE IN FEET
2010 20 40
XX
XXX
SOURCE CONTROL BMPS*

BMP ID BMP DESCRIPTION
SD-1 MAINTAIN NATURAL DRAINAGE PATHWAYS AND

HYDROLOGIC FEATURES
SD-2 CONSERVE NATURAL AREAS, SOILS, AND

VEGETATION
SD-3 MINIMIZE IMPERVIOUS AREA
SD-4 MINIMIZE SOIL COMPACTION
SD-5 IMPERVIOUS AREA DISPERSION
SD-6 RUNOFF COLLECTION
SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT

SPECIES

PERMANENT
BMP ID #

AREA TO

TRIBUTARY
TO BMP

BMP PROVIDED TREATMENT

STORMWATER QUALITY MANAGEMENT TABLE

DRAINAGE
AREA

PERVIOUS AREA
(SQFT)

IMPERVIOUS AREA
(SQFT)

TOTAL AREA
(SQFT)

TOTAL AREA
(AC)DRAINS TO
RUNOFF

COEFFICIENT
C
DCV
(CUBIC
FEET)

FACTORED

TREATMENT

PROPOSED DRAINAGE BOUNDARY

OVERLAND FLOW DIRECTION

PROPERTY LINE/RIGHT-OF-WAY

PROPOSED CONTOUR

CENTERLINE

RIGHT-OF-WAY LINE

PROPOSED STORM DRAIN LINE

DRAINAGE AREA ID

DRAINAGE AREA ACREAGE

POINT OF CONNECTION

LANDSCAPE AREA

IMPERVIOUS AREA TRIBUTARY TO DISPERSION
AREA

AMENDED SOIL DISPERSION AREA
LEGEND

POTENTIAL POLLUTANT SOURCE AREAS

ON-SITE STORM DRAIN INLETS

SUMP PUMP/FRENCH DRAIN

LANDSCAPE / OUTDOOR PESTICIDE USE

REFUSE / TRASH COLLECTION AREA

VEHICLE AND EQUIPMENT CLEANING

FIRE SPRINKLER TEST AND RELIEF POINT

MISCELLANEOUS DRAIN/WASH DOWN AREA

SIDEWALKS AND PARKING LOT
*REFER TO PROJECT WQMP FOR SPECIFIC IMPLEMENTATION OF SITE DESIGN AND SOURCE CONTROL BMPS.

DISPERSION AREA SECTION
N.T.S.

ROOF DOWNSPOUT
CURB

SIDEWALK

SIDEWALK UNDERDRAINBUILDING

BUILDING FOUNDATION

IMPERMEABLE LINER

DRIVE AISLE

AMENDED SOIL AGGREGATE

UNCOMPACTED NATURAL SOIL
SPLASH
PAD
SD
66" S
D
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
W
D
D
C
V
2 4
"

S
D
D
C
S
L
S
L
S
.

G
.

R
QB
X

X X X X X X X X X X
X
X
X
X

X X X X X X X X X
X
X
X
X
X
DMA-1

0.41 AC

SELF-MIT

0.30 AC
DMA-2

0.28 AC

SELF-MIT

0.30 AC
DMABLDG1

0.01 AC
DMABLDG2

0.01 AC

DMA-OFFSITE

0.16 AC

DMA-OFFSITE

0.16 AC
47 0
MWS-1
MWS-L-4-8-V
TREATMENT RATE = 0.098 CFS
OVERFLOW RATE = 1.20 CFS
UND-1

UNDERGROUND STORAGE VAULT
HYDROMOD STORAGE CAPACITY = 3,180 CF
TOTAL STORAGE CAPACITY = 3,640 CF
MWS-2
MWS-L-4-8-V
TREATMENT RATE = 0.100 CFS
OVERFLOW RATE = 1.89 CFS
DIS-1

AMENDED SOIL DISPERSION AREA
AMENDED SOIL AREA = 344 SF
TRIBUTARY AREA =1381 SF
RETENTION VOLUME = 75 CF
SD-1

MAINTAIN EXISTING DRAINAGE AREA
SD-2

PROTECT COASTAL SAGE
SD-2

PROTECT COASTAL SAGE
SD-3, SC-6Q
SD-8
SC-1
SC-1
SC-1, SC-2, SC-6A
SC-5, SC-6H
SC-6A
SD-5, SC-6D,
SC-6K, SC6O,
SC6P
SD-4, SD-7, SC-6E
SC-1, SC-2, SC-6A
SD-4, SD-7, SC-6E

POINT OF
COMPLIANCE TO MS4
POIN
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E
SD-5
SD-5

DIS-PUB
AMENDED SOIL AREA = 226 SF
TRIBUTARY AREA = 3,000 SF
RETENTION VOLUME = 68 CF

BUILDING DOWNSPOUT
P23-0298
04/23/2024 PH1 412 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
NORTH 0

GRAPHIC SCALE IN FEET
30 15 30 60
66" S
D
66" S
D
3 6
"

S
D
3 6
"

S
D
36" SD
2 4
"

S
D
D
C
S
L
S
L
S
.

G
.

X X X X X X X X
X
X

X X X X X X
X X
X
B
C4
A
C4
A
C4
D
C4
F
C4
C
C4
E
C4
E
C4
F
C4
B
C4
D
C4
C
C4
QUI
C
K

Q
U
A
C
K

C
A
R
W
A
S
H
3,36
3 S
.

F
.

FF 4
6 6
.
5 POIN
S
E
T
T
I
A

A
V
E
N
U
E
B
U
S
I
N
E
S
S

P
A
R
K

D
R
I
V
E
P
E
D
E
S
T
R
I
A
N
R
A
M
P

H
A
N
D
R
A
I
L
P
E
D
E
S
T
R
I
A
N
R
A
M
P

H
A
N
D
R
A
I
L
P
E
D
E
S
T
R
I
A
N

E
A
S
E
M
E
N
T

SECTION A-A
HORZ: 1" = 20'
VERT: 1" = 5'
455
460
470
455
460
470

SECTION B-B
HORZ: 1" = 20'
VERT: 1" = 5'
450
460
470
450
460
470

SECTION C-C
HORZ: 1" = 20'
VERT: 1" = 5'
440
450
460
470
440
450
460
470

SECTION D-D
HORZ: 1" = 20'
VERT: 1" = 5'
440
450
460
470
480
440
450
460
470
480

SECTION E-E
HORZ: 1" = 20'
VERT: 1" = 5'
450
460
470
450
460
470

SECTION F-F
HORZ: 1" = 20'
VERT: 1" = 5'
450
460
470
480
450
460
470
480
X
X
X
X
X
MAX HEIGHT 3' CMU

SPLIT FACE WALL

9. 6
1 '
PL
PL
PL
PL
PL
PL

3. 8
2 '

6. 1
9 '

7.0' MIN

TO DAYLIGHT

7.0' MIN

TO DAYLIGHT

7.0' MIN

TO DAYLIGHT

7.0' MIN

TO DAYLIGHT

5. 3
9 '

7.0' MIN

TO DAYLIGHT

VEDURA PLANTABLE MSE

RETAINING WALL

WITH GEO-GRID

VEDURA PLANTABLE MSE

RETAINING WALL

WITH GEO-GRID

VEDURA PLANTABLE MSE

RETAINING WALL

WITH GEO-GRID

GEO-GRID
L=10.5'

GEO-GRID
L=8.5'

GEO-GRID
L=13'

GEO-GRID
L=9.5'
PROP. UNDERGROUND

DETENTION VAULT

EXISTING GRADE

PROPOSED GRADE

EXISTING GRADE

PROPOSED GRADE

EXISTING GRADE

PROPOSED GRADE

EXISTING GRADE

PROPOSED GRADE

EXISTING GRADE

PROPOSED GRADE

FALL PROTECTION FENCE

EXISTING CURB

TO REMAIN

PROPOSED SIDEWALK
MAX 3:1

21.0'

VEDURA PLANTABLE MSE

RETAINING WALL

WITH GEO-GRID

21.5'

5.0'

6.0'

FALL PROTECTION FENCE

FALL PROTECTION
FENCE
PROP. UNDERGROUND

DETENTION VAULT

FALL PROTECTION FENCE

1.5%
1:1 AREA OF INFLUENCE

FROM WALL FOOTING
P23-0298
04/23/2024 PH1 413 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
P23-0298
04/23/2024 PH1 414 of 747

PLANNING PACKAGE
401 B STREET, SUITE 600
SAN DIEGO, CA 92101
P: (616) 234-9411
www.KIMLEY-HORN.com
MANHOLE1" IRON PLATE WEIR

WITH ORIFICE AT INVERT
CLEANOUT TYPE A5
PER SDRSD D-09
TO MS4

DETENTION OUTLET SECTION VIEW DETENTION OUTLET PLAN VIEW RIM: 462.80'

0.50" ORIFICE IE: 456.98'
FG
WEIR: 460.58'
BOTTOM OF BASIN: 456.98'
A
A

FROM UNDERGROUND

STORAGE TANK

3. 6
'

5. 8
2 '

OUTLET PIPE TO POINT

OF COMPLIANCE
OUTLET STRUCTURE DETAIL 3
MWS-1 DETAIL 1
MWS-2 DETAIL 2
P23-0298

QUICK QUACK VISTA

VISTA, CA
MWS-1

0.098

2.1 GPM/SF

1.0 2.20
463.18
460.18

CURB INLET
HDPE
2'
12"
463.68
P23-0298

QUICK QUACK VISTA

VISTA, CA
MWS-2

0.100

2.1 GPM/SF

1.0 1.89
465.85
462.85

CURB INLET
HDPE
2'
12"
466.35
P23-0298
04/23/2024 PH1 415 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 1 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.

A B C
D
E
F
04/23/2024 PH1 416 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 2 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
EQ EQ
EQ
EQ
34’
29’
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.

A
B
04/23/2024 PH1 417 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 3 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
EQ
EQ
EQ
EQ
29’

21.4’
109’
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.

C
04/23/2024 PH1 418 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 4 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
EQ
EQ
EQ EQ

21.4’
34’
EAST
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.

D
04/23/2024 PH1 419 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 5 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
EQEQ
29’

21.4’
109’
NORTH
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.

E
04/23/2024 PH1 420 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 6 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
A QTY 1: Channel Letters on Background Panel
3’-3 ¼”
2’-0 ⁄”
12 ½”
2’-9 ½”
8’-3”
12 ½”
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.
04/23/2024 PH1 421 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 7 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
QTY 1: Reverse Pan Channel LED Halo Illuminated Numerals Area for this sign not included in overall signage area calculation NOTE: Address must be conrmed prior to manufacturing.

B
Numerals
Fabricated aluminum, reverse pan channel
construction with faces and returns painted Black, satin nish. Backs to be Clear Lexan with 1-1/2" stand-os to peg o numerals from building fascia.

Numerals to be internally illuminated with White LEDs.

Material Schedule
4’-9 ⁄”
1'
-
6 "

CLEAR LEXAN BACKS

W/DIFFUSER
L.E.D.
.10 ALUM. FACE

PLASTIC HAYCO

GROMMET

LOW VOLTAGE WIRE

WITH SLEEVE
.063 ALUM. LETTER

RETURN WHITE

FINISH INSIDE

GROUND WIRE

LOW VOLTAGE

POWER SUPPLY

RACEWAY
(GROUNDED)

FASTENER/SPACER

PER WALL TYPE
PRIMARY 120V (1/2”)

FLEXIBLE CONDUIT

DISCONNECT
SWITCH

TOGGLE BOLT

WEDGE ANCHOR

THRU BOLT WITH

U-CHANNEL
TYP. MOUNTING FASTENERS
L.E.D. LETTER SECTION

HALO ILLUMINATED
©2014 PACIFIC NEON COMPANY
3 in 1 1/2 in0000
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.
04/23/2024 PH1 422 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 8 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
EC QTY 2: Channel Letters on Background Panel
22”
4’-10 ¾”
3’-9 ½”
2’-5”14’-5 ⁄”
22”
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.
04/23/2024 PH1 423 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 9 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
D QTY 1: Channel Letters on Background Panel
14”
3’-0”
28”
17 ⁄”8’-10 ¾”
14”
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.
04/23/2024 PH1 424 of 747

7/28/23
Accounts/Misc/Quick Quack/Elev/
48-241 Vista, CA
Quick Quack Car Wash #48-241
NE Corner Poinsettia & Bus. Park Dr
Vista, CA 92081
Date:

RNB
Designer:

File:
00000 10 of 10
Job#
NA
Scale:

Sheet#
3 10-19-23
Revision #
Revision Description:

Customer
Approval:

Date:

ALL DIMENSIONS TO BE

FIELD VERIFIED PRIOR TO

INSTALLATION

THIS DRAWING REMAINS THE EXCLUSIVE PROPERTY OF
FAIRMONT SIGN COMPANY. THIS DESIGN CANNOT BE COPIED

IN WHOLE OR IN PART, ALTERED, OR EXHIBITED IN ANY

MANNER WITHOUT THE WRITTEN CONSENT OF FAIRMONT
SIGN COMPANY. THE EXCEPTION IS ANY PREVIOUSLY
COPYRIGHTED ARTWORK SUPPLIED BY THE CLIENT.

UNLESS OTHERWISE NOTED, ALL COLORS PORTRAYED ARE
REPRESENTATIVE ONLY.

3750 East Outer Drive
Detroit, MI 48234
t: 313.368.4000 f: 313.368.9335
www.fairmontsign.com
6'-0"
2’-8 ½”
3’-7 ⁄”
1'-4"
1'-0"
3’-3 ¼”
9”
12”
Vinyl Film Color Schedule

A B C D
3M 3630-74
Kumquat Orange
3M 3630-015
Yellow
3M 3630-26
Green
3M 3630-22
Black
Fabricated aluminum, cloud-shaped channel construction. Face to be White acrylic with 3M vinyl lm overlays (see color schedule).

Returns and trimcap to be painted Black. Cabinet to be internally illuminated with White LEDs.

Material ScheduleFQTY 1: LED Internally Illuminated Monument Sign- 18Sq Ft Push Thru Faces with Flat Cut Out Address Numbers
Basalite Split Face CMU #790 “Dark Grey” Base

EXAMPLE
Quick Quack | Vista, CA
Client:

NOTE: Renderings below utilize sample dimensions.
04/23/2024 PH1 425 of 747

ATTACHMENT 5 – GEOTECHNICAL REPORT
For Attachment 5, provide a project-specific geotechnical report. 04/23/2024 PH1 426 of 747

GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED QUICK QUACK CAR WASH 48-241

NEC POINSETTIA AVENUE &BUSINESS PARK DRIVE

VISTA, CALIFORNIA
PROJECT NO. 112-23055
JULY 28, 2023
UPDATED JANUARY 16, 2024
Prepared for:

MS. SUSIE BURKART-SMITH

QUICK QUACK CAR WASH
1380 LEAD HILL BOULEVARD, SUITE 260
ROSEVILLE, CALIFORNIA 95661
Prepared by:

KRAZAN & ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING DIVISION
1100 OLYMPIC DRIVE, SUITE 103
CORONA, CALIFORNIA 92881
(951) 273-1011
04/23/2024 PH1 427 of 747

& A S S O C I A T E S , I N C .

GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION
With Offices Serving the Western United States
1100 Olympic Drive, Suite 103  Corona, CA 92881  (951) 273-1011  Fax: (951) 273-1003 11223078 Report (Quick Quack Vista 48-241) Rev1
July 28, 2023 Project No. 112-23078
Updated January 16, 2024
Ms. Susie Burkart-Smith
Quick Quack Car Wash
1380 Lead Hill Boulevard, Suite 260
Roseville, California 95661
RE: Geotechnical Engineering Investigation
Proposed Quick Quack Car Wash 48-241
NEC Poinsettia Avenue & Business Park Drive
Vista, California
Dear Ms. Burkart-Smith:

In accordance with your request, we have completed a Geotechnical Engineering Investigation for the above-referenced site. The results of our investigation are presented in the attached report.

If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.

Respectfully submitted,
KRAZAN & ASSOCIATES, INC.

Jorge A. Pelayo, MS, PE
Project Engineer
RCE No. 91269
04/23/2024 PH1 428 of 747

& A S S O C I A T E S , I N C .

GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING

TABLE OF CONTENTS
INTRODUCTION ............................................................................................................................................... 1 PURPOSE AND SCOPE..................................................................................................................................... 1 PROPOSED CONSTRUCTION ........................................................................................................................ 2 SITE LOCATION AND SITE DESCRIPTION ................................................................................................. 2 GEOLOGIC SETTING ...................................................................................................................................... 3 FIELD AND LABORATORY INVESTIGATIONS .......................................................................................... 3 SOIL PROFILE AND SUBSURFACE CONDITIONS ..................................................................................... 4 GROUNDWATER .............................................................................................................................................. 4 SEISMICITY AND LIQUEFACTION POTENTIAL ....................................................................................... 4 FAULT RUPTURE HAZARD ZONES .............................................................................................................. 5 SEISMIC HAZARDS ZONES ............................................................................................................................ 5 OTHER HAZARDS ............................................................................................................................................ 6 Expansive Soil .................................................................................................................................................. 6 SOIL CORROSIVITY ........................................................................................................................................ 6 CONCLUSIONS AND RECOMMENDATIONS .............................................................................................. 7 Administrative Summary ................................................................................................................................... 7 Groundwater Influence on Structures/Construction ............................................................................................ 8 Site Preparation ................................................................................................................................................. 8 Engineered Fill ................................................................................................................................................ 10 Drainage and Landscaping .............................................................................................................................. 10 Utility Trench Backfill .................................................................................................................................... 11 Foundations - Conventional ............................................................................................................................. 11 Floor Slabs and Exterior Flatwork ................................................................................................................... 12 Lateral Earth Pressures and Retaining Walls .................................................................................................... 13 R-Value Test Results and Pavement Design ..................................................................................................... 14 Seismic Parameters – 2022 CBC ..................................................................................................................... 15 Soil Cement Reactivity .................................................................................................................................... 16 Compacted Material Acceptance ..................................................................................................................... 16 Testing and Inspection ..................................................................................................................................... 17 LIMITATIONS ................................................................................................................................................. 17 FIGURES ....................................................................................................................... Following Text 04/23/2024 PH1 429 of 747

& A S S O C I A T E S , I N C .

GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING

APPENDIX A BORING LOGS

LABORATORY TEST RESULTS

APPENDIX B GENERAL EARTHWORK SPECIFICATIONS

APPENDIX C GENERAL PAVEMENT SPECIFICATIONS
04/23/2024 PH1 430 of 747

& A S S O C I A T E S , I N C .

GEOTECHNICAL ENGINEERING  ENVIRONMENTAL ENGINEERING

GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED QUICK QUACK CAR WASH 48-241

NEC POINSETTIA AVENUE & BUSINESS PARK DRIVE

VISTA, CALIFORNIA

INTRODUCTION
This report presents the results of our Geotechnical Engineering Investigation for the proposed Quick Quack Car Wash to be constructed at the northeast corner of the intersection of Poinsettia Avenue and Business Park Drive, in the city of Vista, San Diego County, California. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, grading, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior concrete flatwork, retaining walls, soil corrosivity, and pavement design.

A site plan showing the approximate boring locations is presented following the text of this report. A description of the field investigation, boring logs, and the boring log legend are presented in Appendix A. Appendix A also contains a description of the laboratory testing phase of this study, along with the laboratory test results. Appendices B and C contain guides to earthwork and pavement specifications.

When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence.

PURPOSE AND SCOPE
This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction.

Our scope of services was outlined in our Master Services Agreement P16-092 and included the following:
A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site.
A field investigation consisting of drilling five (5) borings to depths ranging from approximately 10 to 20 feet or auger refusal for evaluation of the subsurface conditions at the project site. 04/23/2024 PH1 431 of 747

Project No. 112-23078
Page No. 2
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
Performance of laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. Performance of infiltration testing at two (2) location in order to obtain approximate infiltration rates for the near surface soil conditions.
Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation.
*Environmental services, such as a chemical analysis of soil and groundwater for possible environmental contaminates, were not in our scope of services.

PROPOSED CONSTRUCTION
We understand that design of the proposed development is currently underway and as such, specific structural load information and other final details pertaining to the structures are unavailable. Based on the site plan provided by the project representatives prepared by Quick Quack Car Wash, it is understood that the proposed development will include the construction of a new single-story car cash building with an approximate footprint of 3,596 square feet. The proposed development is anticipated to consist of 2 stacking lanes, 9 vacuum stalls, and 2 staff parking spaces. In addition, the proposed development is anticipated to include a trash enclosure, vacuum canopies, vacuum equipment enclosure, curb and gutter, sidewalks, and localized landscaping areas. The subject site occupies an area of approximately 1.0 acres.

Footing loads are anticipated to be moderate. On-site paved areas are also planned for the development.

The anticipated finished grade elevation for the proposed structure is assumed to be relatively close to the existing site grades. As a result, only minor cuts and fills are anticipated at the site to account for site drainage. In the event these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable.

SITE LOCATION AND SITE DESCRIPTION
The subject site is roughly triangular in shape and encompasses an area of approximately 1.0 acre in size. The subject site is located at the northeast corner of Poinsettia Avenue and Business Park Drive in the City of Vista, San Diego County, California, see the attached Vicinity Map, Figure 2. The site is bound to the north by a descending slope into a vacant land and an industrial development beyond, tot the east by Poinsettia Avenue and light industrial developments beyond, to the south by the intersection of Poinsettia Avenue and Business Park Drive and commercial developments beyond, and to the west by Business Park Drive and light industrial development. It seems as though the site has been previously graded, gently slopes up from east to west. Site elevation ranges from 475 to 466 feet above mean sea level (MSL).
04/23/2024 PH1 432 of 747

Project No. 112-23078
Page No. 3
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
The site is currently vacant and free from any above ground structures. Bushes and weeds were observed on the descending 15-foot slope. Some medium size trees and localized bushes are spread out in the backyards. Ground surface at the site consists of existing building footprint, asphalt surface, and exposed soil. The site topography is relatively flat and level with no major changes in topography except for the descending slope that is located along the northern perimeter. The latitude and longitude of the site is approximately 33.134799° and -117.229034°.

GEOLOGIC SETTING
The subject site is located within the Peninsular Range Geomorphic Province. The Peninsular Range Province is characterized by northwest trending mountain ranges separated by subparallel fault zones.

The mountain ranges are underlain by basement rocks consisting of Jurassic meta-volcanic and meta- sedimentary rocks and Cretaceous igneous rocks of the southern California batholith. Surface and near surface deposits of the Peninsular Range Province are composed of late Cretaceous, Tertiary, and Quaternary sediments that flank the mountain ranges to the northeast and southwest.

Locally the site is located north of the Challes Valley, south of Rose Canyon, west of the Pacific Ocean and the Laguna Mountains to the east. The local geologic area is underlain by very old paralic deposits undivided from the middle to early Pleistocene consisting of poorly sorted, moderately permeable, reddish brown, interfingered strandline, beach estuarine and colluvial deposits composed of siltstones, sandstones and conglomerate These deposits rest on the now emergent wave cut abrasion platforms preserved by regional uplift.

The seismic hazard most likely to impact the site is ground shaking due to a large earthquake on one of the major active regional faults. The Newport-Inglewood Fault Zone is located approximately 9.1 miles from the site. The Rose Canyon Fault Zone is located approximately 9.1 miles from the site.

FIELD AND LABORATORY INVESTIGATIONS
Subsurface soil conditions were explored by drilling five (5) borings to depths ranging from approximately 10 to 20 feet below existing site grade, using a truck-mounted drill rig. The approximate boring locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System.

A more detailed description of the field investigation is presented in Appendix A.

Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, shear strength, consolidation potential, and moisture-density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the soil-cement reactivity. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A.
04/23/2024 PH1 433 of 747

Project No. 112-23078
Page No. 4
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1

SOIL PROFILE AND SUBSURFACE CONDITIONS
Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the soils found immediately below the surface consisted of fill material. The fill material seems to be placed compacted and uniform throughout the subject site up to a depth of approximately 13 feet below site grades. The fill material consisted of medium dense clayey sand (SC). Below the fill material, very stiff to hard clay material was encountered from a depth of approximately 12 feet below site grades to the maximum depth explored, 20 feet below site grades.

Field and laboratory tests suggest that these soils are moderately strong and slightly compressible.

Penetration resistance ranged from 20 to 48 blows per foot to over 50 blows per six inches. Dry densities ranged from 104 to 118 pcf. Representative soil samples consolidated approximately 0.5 to 1.0 percent under a 2 ksf load when saturated. A representative soil sample had an angle of internal friction of 29 degrees with a cohesion value of 200 psf.

For additional information about the soils encountered, please refer to the logs of borings in Appendix A.

GROUNDWATER
Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Groundwater was not encountered in any of the borings drilled as part of this investigation. Based on conditions encountered at the boring locations and information obtained from the Department of Water Resources for water wells near the project site, groundwater is anticipated to be present at depths in excess of 50 feet below ground surface.

It should be recognized that water table elevation might fluctuate with time. The depth to groundwater can be expected to fluctuate both seasonally and from year to year. Fluctuations in the groundwater level may occur due to variations in precipitation, irrigation practices at the site and in the surrounding areas, climatic conditions, flow in adjacent or nearby canals, pumping from wells and possibly as the result of other factors that were not evident at the time of our investigation. Therefore, water level observations at the time of our field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report.

Long-term monitoring in observation wells, sealed from the influence of surface water, is often required to more accurately define the potential range of groundwater conditions on a site.

SEISMICITY AND LIQUEFACTION POTENTIAL
Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and fault systems. Fault patterns and density reflect relative degrees of regional stress through time, but do not necessarily indicate recent seismic activity; therefore, the degree of seismic risk must be determined or estimated by the seismic record in any given region.
04/23/2024 PH1 434 of 747

Project No. 112-23078
Page No. 5
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as clean sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events.

To evaluate the liquefaction potential of the site, the following items were evaluated:
1)Soil type
2) Groundwater depth
3) Relative density
4) Initial confining pressure
5) Intensity and duration of ground shaking
The soil beneath the site consists of medium dense to dense clayey sand and very stiff to hard sandy clay. Groundwater depth is not expected to affect the proposed development. Groundwater was not encountered during our field investigation. Groundwater is believed to exist in excess of fifty (50) feet below ground surface at the subject site. The potential for liquefaction is considered to be low based on the dense soils and the absence of shallow groundwater. The State of California has not prepared a Seismic Hazard Map for the vicinity of the subject site. Therefore, the subject site is not located in an area designated by the State of California as a liquefaction hazard zone.

FAULT RUPTURE HAZARD ZONES
The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time, the Act has been amended 11 times (Hart, 2007). The purpose of the Act, as provided in California Geologic Survey (CGS) Special Publication 42 (SP 42), is to prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault-rupture." The Act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special Studies Zones" was renamed the "Earthquake Fault Zones." Review of the Earthquake Zones of Required Investigation (EQZApp) prepared by the CGS indicates that no earthquake fault zones are located on or projected to cross the vicinity of the subject site. The State of California has not prepared a Fault Rupture Hazard Zones Map for the vicinity of the subject site. The nearest fault is a portion of the Newport-Inglewood Fault Zone located approximately 9.1 miles away from the project site.

SEISMIC HAZARDS ZONES
In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Specifically, the maps identify areas where soil liquefaction and earthquake-induced landslides are most likely to occur. A site-specific geotechnical evaluation is 04/23/2024 PH1 435 of 747

Project No. 112-23078
Page No. 6
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers.

The State of California has not prepared a Seismic Hazard Map for the vicinity of the subject site. A Liquefaction Map (showing liquefaction potential) has been prepared for the vicinity of the subject site by San Diego County and it does not seem that the subject site is located in an area identified as a potential for liquefaction. Therefore, it is our opinion that the site is not located in a Liquefaction Hazard Zone based on the absence of significant groundwater in the upper 50 feet below existing site grades and the relatively dense soils encountered.

OTHER HAZARDS
Rockfall, Landslide, Slope Instability, and Debris Flow: The subject site is relatively flat and level. It is our understanding that there are no significant slopes proposed as part of the proposed development.

Provided the recommendations presented in this report are implemented into the design and construction of the anticipated development, rockfalls, landslides, slope instability, and debris flows are not anticipated to pose a hazard to the subject site.

Seiches: Seiches are large waves generated within enclosed bodies of water. The site is not located in close proximity to any lakes or reservoirs. As such, seiches are not anticipated to pose a hazard to the subject site.

Tsunamis: Tsunamis are tidal waves generated by fault displacement or major ground movement. The site is several miles from the ocean. As such, tsunamis are not anticipated to pose a hazard to the subject site.

Hydroconsolidation: The near surface soils encountered at the subject site were found to be medium dense to dense. The underlying native soils were found to be very stiff to hard. Provided the recommendations in this report are incorporated into the design and construction of the proposed development, hydroconsolidation is not anticipated to be a significant concern for the subject site.

Expansive Soil
The near-surface clayey sand soils encountered at the site have been identified through laboratory testing as having a low expansion potential. Expansive soils have the potential to undergo volume change, or shrinkage and swelling, with changes in soil moisture. As expansive soils dry, the soil shrinks; when moisture is reintroduced into the soil, the soil swells.

SOIL CORROSIVITY
Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The tests consisted of sulfate content, chloride content, and resistivity and the results of the tests are included as follows:
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Parameter Results Test Method
Resistivity 2,900 ohms-cm CA 643
Sulfate 395 ppm CA 417
Chloride 94 ppm CA 422
pH 7.4 EPA 9045C

INFILTRATION
Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site. Infiltration testing performed on the near surface clayey sand soil indicate infiltration rates of approximately 0.15 inch per hour. Detailed results of the percolation test and infiltration rates are attached in tabular format. The soil percolation rates are based on tests conducted with clean water. The infiltration rates may vary with time as a result of soil clogging from water impurities.

CONCLUSIONS AND RECOMMENDATIONS
Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations.

Administrative Summary
In brief, the subject site and soil conditions, with the exception of the loose surface soils, appear to be conducive to the development of the project.

During our site investigation the upper 13 feet of soils encountered consisted of fill material that was placed compacted during grading of the pad. Only the upper 5 feet of previously placed fill in building, pavement, and exterior flatwork areas should be removed to expose non-desiccated fill containing no voids, cracks, or disturbed soils and recompacted. However, fill may be encountered between or beyond the boring locations to deeper depths. The thickness and extent of fill material was determined based on 04/23/2024 PH1 437 of 747

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limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that in the area of structures to be supported on shallow conventional foundations, fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Within the proposed exterior flatwork and pavement areas, the overexcavation and recompaction should be performed to a depth of at least two (2) feet below existing grade or finish subgrade, whichever is deeper. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation.

It is recommended that interior slabs-on-grade be designed at least five inches (5") in thickness. It is recommended that the slabs should be reinforced with a minimum of number three (#3) bars, eighteen inches (18") on center in both directions. It is recommended that exterior slabs-on-grade be designed at least five inches (5") in thickness. It is recommended that the slabs should be reinforced with a minimum of number three (#3) bars, eighteen inches (18") on center in both directions.

Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils.

After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,500 psf for dead-plus-live loads. Footings should have a minimum embedment of 18 inches.

Groundwater Influence on Structures/Construction
Free groundwater was not encountered in any of the boring locations during or immediately following drilling operations. Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project. However, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, “pump,” or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations.

Site Preparation
General site clearing should include removal of vegetation; debris; existing utilities; structures including foundations; basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for use as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. 04/23/2024 PH1 438 of 747

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Buildings, asphalt pavements, sidewalks, and landscaping areas including medium size trees are located within the project site vicinity. Associated with these developments may be buried structures, such as utility lines and irrigation lines that may extend into the site. Any buried structures, loosely backfilled excavations or utilities encountered during construction should be properly removed and/or relocated. It is suspected demolition activities will disturb the upper soils. Disturbed areas caused by demolition activities should be recompacted. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed.

Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill.

During our site investigation the upper 13 feet of soils encountered at the site consisted of compacted fill material. We recommend that the upper 5 feet of previously placed fill in building, pavement, and exterior flatwork areas should be removed to expose non-desiccated fill containing no voids, cracks, or disturbed soils and recompacted. However, fill may be encountered between or beyond the boring locations to deeper depths. The thickness and extent of fill material was determined based on limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that in the area of structures to be supported on shallow conventional foundations, fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Trees are located in the vicinity of the project site. If not utilized for the proposed development, tree and shrub removal operations should include roots greater than 1 inch in diameter. The resulting excavations should be backfilled with Engineered Fill compacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

To reduce post-construction soil movement and provide uniform support for the buildings and other foundations, overexcavation and recompaction within the proposed building footprint areas should be performed to a minimum depth of at least five (5) feet below existing grades. In addition, at least three (3) feet of Engineered Fill should be provided below the bottom of the deepest proposed foundation bearing grades. Furthermore, any fill soil present in the building area should be removed and re-placed as compacted Engineered Fill. It is anticipated that the fill soil encountered at the site would be removed completely following the recommendations above. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction. The exposed subgrade in the area of shallow conventional foundations should be worked until uniform and free from large clods, moisture-conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Limits of recompaction should extend 5 feet beyond structural elements and 2 feet beyond pavements and flatwork. Prior to backfilling, the exposed subgrade should be proof-rolled and observed by Krazan & Associates, Inc. to verify stability. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. Soft or pliant areas should be excavated to firm native ground. 04/23/2024 PH1 439 of 747

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The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed.

A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section.

Engineered Fill
The on-site, upper fill soils are predominately clayey sand. These soils will be suitable for reuse as Engineered Fill, provided they are cleansed of excessive organics, debris, and rocks greater than 6 inches in diameter. Clayey soils with an expansion index of greater than 20 should not be used in the upper 12 inches of soil supporting slabs-on-grade or exterior flatwork.

The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time.

Imported Fill material should be predominately non-expansive granular material with a plasticity index less than 10 and an expansion index less than 20. Imported Fill should be free from rocks and lumps greater than 4 inches in diameter. All Imported Fill material should be submitted for approval to the Soils Engineer at least 48 hours prior to delivery to the site.

Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned as necessary, and compacted to achieve at least 90 percent of maximum density based on ASTM Test Method D1557.

Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable.

Drainage and Landscaping
The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. In accordance with Section 1804 of the 2022 California Building Code, it is recommended that the ground surface adjacent to foundations be sloped a minimum of 5 percent for a minimum distance of 10 feet away from structures, or to an approved alternative means of drainage conveyance. Swales used for conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impervious surfaces, such as pavement and exterior concrete flatwork, within 10 feet of building foundations should be sloped a minimum of 2 04/23/2024 PH1 440 of 747

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percent away from the structure. Drainage gradients should be maintained to carry all surface water to collection facilities and off-site. These grades should be maintained for the life of the project.

Slots or weep holes should be placed in drop inlets or other surface drainage devices in pavement areas to allow free drainage of adjoining base course materials. Cutoff walls should be installed at pavement edges adjacent to vehicular traffic areas; these walls should extend to a minimum depth of 12 inches below pavement subgrades to limit the amount of seepage water that can infiltrate the pavements.

Where cutoff walls are undesirable subgrade drains can be constructed to transport excess water away from planters to drainage interceptors. If cutoff walls can be successfully used at the site, construction of subgrade drains is considered unnecessary.

Utility Trench Backfill
Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by a Contractor experienced in such work.

The responsibility for the safety of open trenches should be borne by the Contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation.

Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. The utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer’s recommendations.

The Contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction.

Foundations - Conventional
After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structures may be supported on a shallow foundation system bearing on a minimum of three (3) feet of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures:
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Load Allowable Loading
Dead Load Only 1,875 psf
Dead-Plus-Live Load 2,500 psf
Total Load, Including Wind or Seismic Loads 3,050 psf
The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 15 inches, regardless of load. Ultimate design of foundations and reinforcement should be performed by the project Structural Engineer.

The total movement is not expected to exceed 1 inch. Differential movement should be less than ½ inch.

Most of the soil settlement is expected to occur during construction as the loads are applied. However, additional post-construction soil movement may occur if the foundation soils are flooded or saturated.

Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.25 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 200 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A ⅓ increase in the value above may be used for short duration, wind, or seismic loads.

Slope Stability
Graded slopes exist at the site at inclinations of 2:1 (horizontal to vertical) at to heights of 15. The slopes appear to be in relatively good condition with isolated areas of erosion. In general, permanent cut and fill slopes with gradients of 2:1 (horizontal to vertical) or flatter and vertical heights of 35 feet or less will possess Factors of Safety of 1.5 or greater (static) and 1.1 or greater under pseudo-static loading. When detailed grading plans are available, this report should be reviewed and the stability of individual slopes should be evaluated if necessary.

Floor Slabs and Exterior Flatwork
In areas where moisture-sensitive floor coverings will be utilized, concrete slab-on-grade floors should be underlain by a water vapor retarder. The water vapor retarder should be installed in accordance with accepted engineering practices. The water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean gravel of ¾-inch maximum size. To aid in concrete curing an optional 2 to 4 inches of granular fill may be placed on top of the vapor retarder. The granular fill should consist of damp clean sand with at least 10 to 30 percent of the sand passing the 100 sieve. The sand should be free of clay, silt, or organic material. Rock dust which is manufactured sand from rock crushing operations is typically suitable for the granular fill. This granular fill material should be compacted.
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Unless designed by the project structural engineer, concrete slabs-on-grade should be a minimum of five (5) inches thick. It is recommended that the concrete slab be reinforced to reduce crack separation and possible vertical offset at the cracks. We recommend at least No. 3 reinforcing bars placed on 18-inch centers, be used for this purpose. Thicker floor slabs with increased concrete strength and reinforcement should be designed wherever heavy concentrated loads, heavy equipment, or machinery is anticipated.

The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 2 percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills.

Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab-on-grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To reduce moisture vapor intrusion, it is recommended that a vapor retarder be installed. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to reduce the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure.

Ponding of water should not be allowed adjacent to the structure. Over-irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture.

Lateral Earth Pressures and Retaining Walls
Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 42 pounds per square foot per foot of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection may be designed for an equivalent fluid at-rest pressure of 62 pounds per square foot per foot per depth.

Expansive soils should not be used for backfill against walls. The wedge of non-expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1 (horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways.

During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils.

A seismic load of 10 pcf should be used for design of walls that support more than 6 feet of backfill in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is applied as an equivalent fluid pressure along the height of the wall and the calculated loads result in a maximum load exerted at the 04/23/2024 PH1 443 of 747

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base of the wall and zero at the top of the wall. This seismic load should be applied in addition to the active earth pressure. The earth pressure is based on half of two-thirds of PGAM calculated from ASCE 7-10 Section 11.8.3.

The active and at-rest earth pressures do not include hydrostatic pressures. To reduce the build-up of hydrostatic pressures, drainage should be provided behind the retaining walls. Wall drain should consist of a minimum 12-inch wide zone of drainage material, such as ¾-inch by ½-inch drain rock wrapped in a non-woven polypropylene geotextile filter fabric such as Mirafi 140N or equivalent. Alternatively, drainage may be provided by the placement of a commercially produced composite drainage blanket, such as Miradrain, extending continuously up from the base of the wall. The drainage material should extend from the base of the wall to finished subgrade in paved areas and to within about 12 inches below the top of the wall in landscape areas. In landscape areas the top 12 inches should be backfilled with compacted native soil. A 4-inch minimum diameter, perforated, Schedule 40 PVC drain pipe should be placed with holes facing down in the lower portion of the wall drainage material, surrounded with drain rock wrapped in filter fabric. A solid drainpipe leading to a suitable discharge point should provide drainage outlet. As an alternative, weep holes may be used to provide drainage. If weep holes are used, the weep holes should be 3 inches in diameter and spaced about 8 feet on centers. The backside of the weep holes should be covered with a corrosion-resistant mesh to prevent loss of backfill and/or drainage material.

R-Value Test Results and Pavement Design
One bulk soil sample was obtained from the project site for R-Value testing at the location shown on the attached site plan. The sample was tested in accordance with the State of California Materials Manual Test Designation 301. Results of the test are as follows:

Sample Depth Description R-Value at Equilibrium
R1 0-36"Clayey Sand (SC)27
The test results are fair and indicate good subgrade support characteristics under dynamic traffic loads.

The following table shows the recommended pavement sections for various traffic indices.

Traffic Index Asphaltic Concrete Class II Aggregate Base*Compacted Subgrade**

4.0 2.0"5.5"12.0"

4.5 2.5"5.5"12.0"

5.0 2.5"7.0"12.0"

5.5 3.0"7.0"12.0"

6.0 3.0"9.0"12.0"

6.5 3.5"9.0"12.0"
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7.0 4.0"10.0"12.0"

7.5 4.0"11.5"12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 If traffic indices are not available, an estimated (typical value) index of 4.5 may be used for light automobile traffic and an index of 7.0 may be used for light truck traffic. Following grading operations, it is recommended additional R-Value testing be performed to verify the design R-Value.

The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections.

PORTLAND CEMENT PAVEMENT

LIGHT DUTY
Traffic Index Portland Cement Concrete***Class II Aggregate Base*Compacted Subgrade**

4.5 5.0"5.0”12.0"

HEAVY DUTY
Traffic Index Portland Cement Concrete***Class II Aggregate Base*Compacted Subgrade**

7.0 6.5"5.0”12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 95% compaction based on ASTM Test Method D1557 or CAL 216 ***Minimum compressive strength of 3000 psi
Seismic Parameters – 2022 California Building Code
The Site Class per Section 1613 of the 2022 California Building Code (2022 CBC) and ASCE 7-16, Chapter 20 is based upon the site soil conditions. It is our opinion that a Site Class C is most consistent with the subject site soil conditions. For seismic design of the structures based on the seismic provisions of the 2022 CBC, we recommend the following parameters:

Seismic Item Value CBC Reference
Site Class C Section 1613.2.2
Site Coefficient Fa 1.134 Table 1613.2.3 (1)
SS 0.915 Section 1613.2.1
SMS 1.038 Section 1613.2.3
SDS 0.692 Section 1613.2.4
Site Coefficient Fv 1.963 Table 1613.2.3 (2)
S1 0.337 Section 1613.2.1
SM1 0.662 Section 1613.2.3
SD1 0.441 Section 1613.2.4
TS 0.637 Section 1613.2
PGAM 0.477 Figure 22.7
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* Based on Equivalent Lateral Force (ELF) Design Procedure being used.

Soil Cement Reactivity
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. The ACI 318-19 has developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water.

One soil sample obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected from these soil samples were 395 ppm, which classifies this material as Class S1 based on the ACI 318-19 (Table 19.3.1.1). It is recommended that a Type II cement be used within the concrete to compensate for sulfate reactivity with the cement with a minimum compressive strength of 4,000 psi.

Electrical resistivity testing of the soil indicates that the onsite soils may have a severe potential for metal loss from electrochemical corrosion process. A qualified corrosion engineer should be consulted regarding the corrosion effects of the onsite soils on underground metal utilities.

Infiltration Testing
Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site. Infiltration testing performed on the near surface clayey sand indicate infiltration rates of approximately 0.15 inch per hour. Detailed results of the percolation test and infiltration rates are attached in tabular format. The soil percolation rates are based on tests conducted with clean water. The infiltration rates may vary with time as a result of soil clogging from water impurities. A factor of safety should be incorporated into the design of the percolation system to compensate for these factors as determined appropriate by the designer. In addition, periodic maintenance consisting of clearing the bottom of the system of clogged soils should be expected.

Based on the very low infiltration rates, the fill materials encountered in the upper 13 feet at the site, and the nature of the clayey soils in the fill material, the subsurface conditions encountered at the subject site are not considered conducive to infiltration.

Compacted Material Acceptance
Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with an in-situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded. 04/23/2024 PH1 446 of 747

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Testing and Inspection
A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork.

This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor.

LIMITATIONS
Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report.

Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made.

The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and re-evaluated.

This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.

The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It 04/23/2024 PH1 447 of 747

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is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites.

If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.

Respectfully submitted,
KRAZAN & ASSOCIATES, INC.

Jorge A. Pelayo, MS, PE
Project Engineer
RCE No. 91269
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APPROXIMATE BORING LOCATION

APPROXIMATE R-VALUE LOCATION
SITE MAP Scale:

NTS
Date:

Jul., 2023

GEOTECHNICAL ENGINEERING

PROPOSED QUICK QUACK CAR
WASH 48-241

NEC POINSETTIA AVENUE &

BUSINESS PARK DRIVE

VISTA, CALIFORNIA
Drawn by:

OS
Approved by:

JP
Project No.
112-23078
Figure No.
1 B3
B4
B1
B2
R1
IT1
B5
IT2
04/23/2024 PH1 450 of 747

VICINITY MAP Scale:

As Shown
Date:

Jul., 2023

GEOTECHNICAL ENGINEERING

PROPOSED QUICK QUACK
CAR WASH 48-241

NEC POINSETTIA AVENUE
& BUSINESS PARK DRIVE

VISTA, CALIFORNIA
Drawn by:

OS
Approved by:

JP
Project No.
112-23078
Figure No.
2 SUBJECT SITE
04/23/2024 PH1 451 of 747

Source:SANGIS (Roads, Incorporated City Boundaries, Rivers, Lakes County of San Diego (Liquefaction Layers) USGS (Peak Ground Acceleration) State of California (Earthquake Faults) LIQUEFACTION: COUNTY OF

SAN DIEGO HAZARD

MITIGATION PLANNING MAP
Scale:

NTS
Date:

Jul., 2023

GEOTECHNICAL ENGINEERINGPROPOSED QUICK QUACK CAR
WASH 48-241

NEC POINSETTIA AVENUE &

BUSINESS PARK DRIVE

VISTA, CALIFORNIA
Drawn by:

OS
Approved by:

JP
Project No.
112-23078
Figure No.
3 SUBJECT SITE
04/23/2024 PH1 452 of 747

Source: Department of Conservation: Geologic Map of California, 2015 GEOLOGIC MAP Scale:

As Shown
Date:

Jul., 2023

GEOTECHNICAL ENGINEERING

PROPOSED QUICK QUACK CAR
WASH 48-241

NEC POINSETTIA AVENUE &

BUSINESS PARK DRIVE

VISTA, CALIFORNIA
Drawn by:

OS
Approved by:

JP
Project No.
112-23078
Figure No.
4 SUBJECT SITE
04/23/2024 PH1 453 of 747

04/23/2024 PH1 454 of 747

Appendix A
Page A.1
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1

APPENDIX A

FIELD AND LABORATORY INVESTIGATIONS
Field Investigation
The field investigation consisted of a surface reconnaissance and a subsurface exploratory program.

Five (5) 8-inch exploratory borings were advanced. The boring locations are shown on the site plan.

The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System.

Modified standard penetration tests and standard penetration tests were performed at selected depths.

These tests represent the resistance to driving a 2½-inch and 1½-inch diameter split barrel sampler, respectively. The driving energy was provided by a hammer weighing 140 pounds falling 30 inches.

Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. The modified standard penetration tests are identified in the sample type on the boring logs with a full shaded in block. The standard penetration tests are identified in the sample type on the boring logs with half of the block shaded. All samples were returned to our Corona laboratory for evaluation.

Laboratory Investigation
The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered.

In-situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were completed for the undisturbed samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. -------------------------
The logs of the exploratory borings and laboratory determinations are presented in this Appendix. 04/23/2024 PH1 455 of 747

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART

COARSE-GRAINED SOILS
(more than 50% of material Is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines)
~~~ GW Well-graded gravels, gravel-sand .....

GRAVELS .... :4 mixtures, little or no fines
More than 50% ~ Poorly-graded gravels, gravel-sand . GP mixtures, little or no fines of coarse ~Q'c fraction larger Gravels with fines (More than 12% flnesl than No. 4
sieve size GM Silty gravels, gravel-sand-silt mixtures
GC Clayey gravels, gravel-sand-clay
lo mixtures
Clean Sands (Less than 5% fines )
::::::

SW Well-graded sands, gravelly sands,
~=~=~= little or no fines
SANDS .'· :,··
50% or more ·:.·' SP Poorly graded sands, gravelly sands, .. little or no fines of coarse ::.:. ·:
.•.
fraction smaller Sands with fines {More than 12% finesl than No. 4 II sieve size SM Silty sands, sand-silt mixtures ~ ~ SC Clayey sands, sand-clay mixtures

FINE-GRAINED SOILS
(50% or more of material is smaller than No. 200 sieve size.) Inorganic silts and very fine sands, rock
SILTS
ML flour, silty of clayey fine sands or clayey
AND
silts with slight plasticity
CLAYS ~ Inorganic clays of low to medium
Liquid limit ~ CL plasticity, gravelly clays, sandy clays, less than silty clays, lean clays
50% -~ ·-Organic silts and organic silty clays of ...:.-_ OL - 1--low plasticity -~ -
Inorganic sllts, micaceous or
SILTS MH dlatomaceous fine sandy or silty soils,
elastic silts
AND
CLAYS Inorganic clays of high plasticity, fat
Liquid llmlt CH clays
50%
or greater Organic clays of medium to high OH plasticity, organic silts HIGHLY ,,\1,
ORGANIC i.!L ~ PT Peat and other highly organic soils
SOILS ,\I/

CONSISTENCY CLASSIFICATION
Descrip tion Blows p er Foot
Granular Soils
Very Loose 65
Cohesive Soils
Very Soft 40

GRAIN SIZE CLASSIFICATION
Grain Type Standard Sieve Size Grain Size in
Millimeters
Boulders Above 12 inches Above 305
Cobbles 12 to 13 inches 305 to 76.2
Gravel 3 inches to No. 4 76.2 to 4.76
Coarse-grained 3 to% inches 76 .2 to 19.1
Fine-grained % inches to No. 4 19.1to4.76
Sand No. 4 to No. 200 4.76 to 0.074
Coarse-grained No . 4 to No. 10 4.76 to 2.00
Medium-grained No . 10 to No. 40 2.00 to 0.042
Fine-grained No. 40 to No. 200 0.042 to 0.074
Silt and Clay Below No. 200 Below 0.074

PLASTICITY CHART
60 ! 50 ~ t1 40
Cl
!: 30
5 20
§ 10
IL
.....

CLctlll.

CL
./ ,_
·. ,,
,v
CH v
./
II" ALINE:
/p1 = o·73(L. -20) v MHA.OH
v
ML&,OL
0 0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) (%)
California Modified Split Spoon Sampler
Standard Penetration Split Spoon Sampler
04/23/2024 PH1 456 of 747

Log of Boring
Project No:Project:

Client:

Location:

Figure No.:

Logged By:

Depth to Water>Initial:At Completion:

Drill Rig:

Drill Method:Drill Date:

Hole Size:

Driller:Elevation:

Sheet: 1 of 1
Krazan and Associates

SUBSURFACE PROFILE SAMPLE
De
p
t
h

(
f
t
)
0 2
4 6
8 10
12 14
16 18
20 Sy
m
b
o
l
Description
Dr
y

D
e
n
s
i
t
y

(
p
c
f
)
Mo
i
s
t
u
r
e

(
%
)
Ty
p
e
Bl
o
w
s
/
f
t
.

Penetration Test
blows/ft
Water Content (%)
B1
112-23078Quick Quack Car Wash 48-241
Quick Quack Car Wash
NEC Poinsettia Avenue & Business Park Drive, Vista, CA
A-1
Gabriel Ramirez
Not encountered N/A N/A
Ground Surface
FILL; CLAYEY SAND (SC)
Medium dense, fine-grained; dark
brown, moist, drills easily

SANDY CLAY (CL)
Very stiff to hard; grayish to orangeish
brown, moist, drills firmly
Water not encountered
Backfilled with soil cuttings
112.9
113.9

15.4 13.7

15.3 17.8

13.9 20
33 33
26 40
20 40 60 10 20 30 40
CME 75
Hollow Stem 6-30-23
8 Inches
One Way Drilling 20 Feet
04/23/2024 PH1 457 of 747

Log of Boring
Project No:Project:

Client:

Location:

Figure No.:

Logged By:

Depth to Water>Initial:At Completion:

Drill Rig:

Drill Method:Drill Date:

Hole Size:

Driller:Elevation:

Sheet: 1 of 1
Krazan and Associates

SUBSURFACE PROFILE SAMPLE
De
p
t
h

(
f
t
)
0 2
4 6
8 10
12 14
16 18
20 Sy
m
b
o
l
Description
Dr
y

D
e
n
s
i
t
y

(
p
c
f
)
Mo
i
s
t
u
r
e

(
%
)
Ty
p
e
Bl
o
w
s
/
f
t
.

Penetration Test
blows/ft
Water Content (%)
B2
112-23078Quick Quack Car Wash 48-241
Quick Quack Car Wash
NEC Poinsettia Avenue & Business Park Drive, Vista, CA
A-2
Gabriel Ramirez
Not encountered N/A N/A
Ground Surface
FILL; CLAYEY SAND (SC)
Medium dense, fine-grained; dark
brown, moist, drills easily

SANDY CLAY (CL)
Very stiff to hard; grayish to orangeish
brown, moist, drills firmly
Water not encountered
Backfilled with soil cuttings
111.0
113.5

17.7 13.9

15.9 11.9
37 23
26 28
20 40 60 10 20 30 40
CME 75
Hollow Stem 6-30-23
8 Inches
One Way Drilling 20 Feet
04/23/2024 PH1 458 of 747

Log of Boring
Project No:Project:

Client:

Location:

Figure No.:

Logged By:

Depth to Water>Initial:At Completion:

Drill Rig:

Drill Method:Drill Date:

Hole Size:

Driller:Elevation:

Sheet: 1 of 1
Krazan and Associates

SUBSURFACE PROFILE SAMPLE
De
p
t
h

(
f
t
)
0 2
4 6
8 10
12 14
16 18
20 Sy
m
b
o
l
Description
Dr
y

D
e
n
s
i
t
y

(
p
c
f
)
Mo
i
s
t
u
r
e

(
%
)
Ty
p
e
Bl
o
w
s
/
f
t
.

Penetration Test
blows/ft
Water Content (%)
B3
112-23078Quick Quack Car Wash 48-241
Quick Quack Car Wash
NEC Poinsettia Avenue & Business Park Drive, Vista, CA
A-3
Gabriel Ramirez
Not encountered N/A N/A
Ground Surface
FILL; CLAYEY SAND (SC)
Medium dense, fine-grained; dark
brown, moist, drills easily
End of Borehole
Dense below 5 feet
Medium dense below 9 feet
Water not encountered
Backfilled with soil cuttings
115.0
114.4

15.2 12.7
48 32
20 40 60 10 20 30 40
CME 75
Hollow Stem 6-30-23
8 Inches
One Way Drilling 10 Feet
04/23/2024 PH1 459 of 747

Log of Boring
Project No:Project:

Client:

Location:

Figure No.:

Logged By:

Depth to Water>Initial:At Completion:

Drill Rig:

Drill Method:Drill Date:

Hole Size:

Driller:Elevation:

Sheet: 1 of 1
Krazan and Associates

SUBSURFACE PROFILE SAMPLE
De
p
t
h

(
f
t
)
0 2
4 6
8 10
12 14
16 18
20 Sy
m
b
o
l
Description
Dr
y

D
e
n
s
i
t
y

(
p
c
f
)
Mo
i
s
t
u
r
e

(
%
)
Ty
p
e
Bl
o
w
s
/
f
t
.

Penetration Test
blows/ft
Water Content (%)
B4
112-23078Quick Quack Car Wash 48-241
Quick Quack Car Wash
NEC Poinsettia Avenue & Business Park Drive, Vista, CA
A-4
Gabriel Ramirez
Not encountered N/A N/A
Ground Surface
FILL; CLAYEY SAND (SC)
Medium dense, fine-grained; dark
brown, moist, drills easily
End of Borehole
Water not encountered
Backfilled with soil cuttings
112.2
118.2

17.3 10.3
30 39
20 40 60 10 20 30 40
CME 75
Hollow Stem 6-30-23
8 Inches
One Way Drilling 10 Feet
04/23/2024 PH1 460 of 747

Log of Boring
Project No:Project:

Client:

Location:

Figure No.:

Logged By:

Depth to Water>Initial:At Completion:

Drill Rig:

Drill Method:Drill Date:

Hole Size:

Driller:Elevation:

Sheet: 1 of 1
Krazan and Associates

SUBSURFACE PROFILE SAMPLE
De
p
t
h

(
f
t
)
0 2
4 6
8 10
12 14
16 18
20 Sy
m
b
o
l
Description
Dr
y

D
e
n
s
i
t
y

(
p
c
f
)
Mo
i
s
t
u
r
e

(
%
)
Ty
p
e
Bl
o
w
s
/
f
t
.

Penetration Test
blows/ft
Water Content (%)
B5
112-23078Quick Quack Car Wash 48-241
Quick Quack Car Wash
NEC Poinsettia Avenue & Business Park Drive, Vista, CA
A-5
Gabriel Ramirez
Not encountered N/A N/A
Ground Surface
FILL; CLAYEY SAND (SC)
Medium dense, fine-grained; dark
brown, moist, drills easily
End of Borehole
Water not encountered
Backfilled with soil cuttings
104.9
115.6

17.8 12.6
26 50+
20 40 60 10 20 30 40
CME 75
Hollow Stem 6-30-23
8 Inches
One Way Drilling 10 Feet
04/23/2024 PH1 461 of 747

Sieve Analysis
Project Number :11223078
Project Name :QQ Vista
Date :7/25/2023
Sample Location :B-1 @ 2'
Soil Classification :SC
Wet Weight :670.20
Dry Weight :670.20
Moisture Content :0%
Sieves Sieve Retained Retained.Cum Cum.

Size/Number Size, mm Weight % % Retained % Passing.
1-1/2"37.50 100.0
1"25.00 100.0
3/4"19.00 100.0
1/2"12.50 100.0
3/8"9.50 3.5 0.5 0.5 99.5
#4 4.75 0.7 0.1 0.6 99.4
#8 2.36 1.9 0.3 0.9 99.1
#16 1.18 2.6 0.4 1.3 98.7
#30 0.60 5.4 0.8 2.1 97.9
#50 0.30 28.8 4.3 6.4 93.6
#100 0.15 235.8 35.2 41.6 58.4
#200 0.08 103.5 15.4 57.0 43.0
Krazan Testing Laboratory
04/23/2024 PH1 462 of 747

Grain Size Analysis
Project Name QQ Vista
Project Number 11223078
Soil Classification SC
Sample Number B-1 @ 2'

0.0 10.0

20.0 30.0

40.0 50.0

60.0 70.0

80.0 90.0
100.0

0.0010.010.1110100
PE
R
C
E
N
T

P
A
S
S
I
N
G
Grain Size in Millimeters
HydrometerU.S. Standard Sieve NumbersSieve Openings in Inches #50#16#8#43/83/41-1/2
1/213 #30
#100
#200
Gravel
Coarse Fine
Sand
Coarse Medium Fine
Silt or Clay
(Unified Soils Classification)
Krazan Testing Laboratory
04/23/2024 PH1 463 of 747

Sieve Analysis
Project Number :11223078
Project Name :QQ Vista
Date :7/25/2023
Sample Location :B-1 @ 5'
Soil Classification :SC
Wet Weight :489.50
Dry Weight :489.50
Moisture Content :0%
Sieves Sieve Retained Retained.Cum Cum.

Size/Number Size, mm Weight % % Retained % Passing.
1-1/2"37.50 100.0
1"25.00 100.0
3/4"19.00 100.0
1/2"12.50 100.0
3/8"9.50 100.0
#4 4.75 3.8 0.8 0.8 99.2
#8 2.36 3.3 0.7 1.5 98.5
#16 1.18 3.5 0.7 2.2 97.8
#30 0.60 3.8 0.8 2.9 97.1
#50 0.30 15.0 3.1 6.0 94.0
#100 0.15 158.3 32.3 38.3 61.7
#200 0.08 103.1 21.1 59.4 40.6
Krazan Testing Laboratory
04/23/2024 PH1 464 of 747

Grain Size Analysis
Project Name QQ Vista
Project Number 11223078
Soil Classification SC
Sample Number B-1 @ 5'

0.0 10.0

20.0 30.0

40.0 50.0

60.0 70.0

80.0 90.0
100.0

0.0010.010.1110100
PE
R
C
E
N
T

Sieve Analysis
Project Number :11223078
Project Name :QQ Vista
Date :7/25/2023
Sample Location :B-1 @ 10'
Soil Classification :SC
Wet Weight :711.70
Dry Weight :711.70
Moisture Content :0%
Sieves Sieve Retained Retained.Cum Cum.

Size/Number Size, mm Weight % % Retained % Passing.
1-1/2"37.50 100.0
1"25.00 100.0
3/4"19.00 100.0
1/2"12.50 100.0
3/8"9.50 100.0
#4 4.75 3.4 0.5 0.5 99.5
#8 2.36 4.2 0.6 1.1 98.9
#16 1.18 3.7 0.5 1.6 98.4
#30 0.60 5.9 0.8 2.4 97.6
#50 0.30 36.9 5.2 7.6 92.4
#100 0.15 102.9 14.5 22.1 77.9
#200 0.08 224.9 31.6 53.7 46.3
Krazan Testing Laboratory
04/23/2024 PH1 466 of 747

Grain Size Analysis
Project Name QQ Vista
Project Number 11223078
Soil Classification SC
Sample Number B-1 @ 10'

0.0 10.0

20.0 30.0

40.0 50.0

60.0 70.0

80.0 90.0
100.0

0.0010.010.1110100
PE
R
C
E
N
T

Direct Shear of Consolidated, Drained Soils
ASTM D - 3080 / AASHTO T - 236
Project Number :11223078
Project Name :QQ Vista
Date :7/28/2023
Sample Location :B-1 @ 5'
Soil Classification :SC
Sample Surface Area :0.0289

STRESS DISPLACEMENT DATA
Lat. Disp.Normal Load Normal Load Shear force Shear Stress (in.)1000 2000 3000 psf lbs psf
0 0 0 0 1000 23.5 814

0.030 32 60.9 90.3 2000 36.8 1273

0.060 44.2 89.2 128.4 3000 55.4 1917

0.090 50.4 96.2 146.8

0.120 57 101.4 163.8

0.150 59.7 108.3 168.3

0.180 60.7 113.8 172.3

0.210 71.5 106.8 170

0.240 70

0.270

0.300

0.330

0.360

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

0.0 1.0 2.0 3.0
Sh
e
a
r

S
t
r
e
n
g
t
h
,

K
s
f
Normal Load, Ksf
Cohesion: Ksf
Angle of Internal Friction:°

0.2 29
Krazan Testing Laboratory
04/23/2024 PH1 468 of 747

Shear Strength Diagram (Direct Shear)
ASTM D - 3080 / AASHTO T - 236
Project Number Boring No. & Depth Soil Type Date
11223078 B-1 @ 5'SC 7/28/2023

0.00 1.00

2.00 3.00

0.0 1.0 2.0 3.0
Sh
e
a
r

S
t
r
e
n
g
t
h
,

K
s
f
Normal Load, Ksf
Cohesion: Ksf
Angle of Internal Friction:°

0.2 29
Krazan Testing Laboratory
04/23/2024 PH1 469 of 747

One Dimensional Consolidation Properties of Soil
ASTM D - 2435 / AASHTO T - 216
Project Number :11223078
Project Name :QQ Vista
Date :7/28/2023
Sample Location :B-2 @ 5'
Soil Classification :SC
Sample Condition :Undisturbed
LOAD (ksf)Reading % Consolidation

0.1 0.0001 --

0.5 0.0005 0.05
1 0.0017 0.17
2 0.0039 0.39
Satur.0.0095 0.95
4 0.0123 1.23
8 0.02 2.00

0.1 0.0047 0.47

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00

8.00 9.00

10.00 0.1 1 10 100
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n
Load in Kips per Square Foot
% Consolidation @ 2Ksf: %1.0
Krazan Testing Laboratory
04/23/2024 PH1 470 of 747

Consolidation Test
Project No Boring No. & Depth Date Soil Classification
11223078 B-2 @ 5'7/28/2023 SC

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00

8.00 9.00

10.00 0.1 1 10 100
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n
Load in Kips per Square Foot
% Consolidation @ 2Ksf: %1.0
Krazan Testing Laboratory
04/23/2024 PH1 471 of 747

One Dimensional Consolidation Properties of Soil
ASTM D - 2435 / AASHTO T - 216
Project Number :11223078
Project Name :QQ Vista
Date :7/28/2023
Sample Location :B-2 @ 10'
Soil Classification :SC
Sample Condition :Undisturbed
LOAD (ksf)Reading % Consolidation

0.1 0 --

0.5 0 0.00
1 0.001 0.10
2 0.0027 0.27
Satur.0.0047 0.47
4 0.0062 0.62
8 0.0087 0.87

0.1 0.0037 0.37
-2.00

0.00 2.00

4.00 6.00

8.00 10.00

0.1 1 10 100
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n
Load in Kips per Square Foot
% Consolidation @ 2Ksf: %0.5
Krazan Testing Laboratory
04/23/2024 PH1 472 of 747

Consolidation Test
Project No Boring No. & Depth Date Soil Classification
11223078 B-2 @ 10'7/28/2023 SC

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00

8.00 9.00

10.00 0.1 1 10 100
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n
Load in Kips per Square Foot
% Consolidation @ 2Ksf: %0.5
Krazan Testing Laboratory
04/23/2024 PH1 473 of 747

Project #Date 7/28/2023
Project Name
Project Address
Test No:IT-1 Total Depth (in.)60 Test Size (in)8
Depth To Water >50'Soil Classification SC
Reading Elasped
Time(min.)
Incremental Time
(min.)
Initial Depth To
Water(in.)
Final Depth To
Water(in.)
Incremental Fall of
Water(in.)
Incremental
Infiltration Rate
(in/hr)
Start 0 0.00 6.00 ----
1 20.00 20.00 6.00 7.50 1.50 0.17
2 40.00 20.00 7.50 9.00 1.50 0.17
3 60.00 20.00 9.00 10.25 1.25 0.15
4 80.00 20.00 10.25 12.00 1.75 0.21
5 100.00 20.00 12.00 13.25 1.25 0.16
6 120.00 20.00 13.25 14.50 1.25 0.16
7 140.00 20.00 14.50 16.00 1.50 0.20
Refill 150.00 12.00 1.50 0.19
8 160.00 20.00 12.00 13.50 1.50 0.19
9 180.00 20.00 13.50 15.00 1.50 0.19
10 200.00 20.00 15.00 16.25 1.25 0.17
11 220.00 20.00 16.25 17.50 1.25 0.17
12 240.00 20.00 17.50 19.00 1.50 0.21

0.15Infiltration Rate in Inches per Hour

RESULTS OF INFILTRATION TESTS - REVERSE BOREHOLE
112-23078
Quick Quack Vista 48-241
NEC Pinsettia Avenue & Business Park Drive, Vista, CA

0.0 0.5

1.0 0 50 100 150 200 250
In
f
i
l
t
r
a
t
i
o
n

R
a
t
e

(
i
n
c
h
e
s
/
h
o
u
r
)
Time (minutes)
IT-1
04/23/2024 PH1 474 of 747

Project #Date 7/28/2023
Project Name
Project Address
Test No:IT-2 Total Depth (in.)60 Test Size (in)8
Depth To Water >50'Soil Classification SC
Reading Elasped
Time(min.)
Incremental Time
(min.)
Initial Depth To
Water(in.)
Final Depth To
Water(in.)
Incremental Fall of
Water(in.)
Incremental
Infiltration Rate
(in/hr)
Start 0 0.00 12.00 ----
1 20.00 20.00 12.00 13.75 1.75 0.22
2 40.00 20.00 13.75 15.25 1.50 0.20
3 60.00 20.00 15.25 17.00 1.75 0.24
4 80.00 20.00 17.00 18.75 1.75 0.25
5 100.00 20.00 18.75 20.25 1.50 0.22
6 120.00 20.00 20.25 21.75 1.50 0.23
7 140.00 20.00 21.75 23.25 1.50 0.24
Refill 150.00 18.00 1.63 0.25
8 160.00 20.00 18.00 19.75 1.75 0.25
9 180.00 20.00 19.75 21.25 1.50 0.23
10 200.00 20.00 21.25 22.75 1.50 0.23
11 220.00 20.00 22.75 24.25 1.50 0.24
12 240.00 20.00 24.25 25.75 1.50 0.25

0.20Infiltration Rate in Inches per Hour

RESULTS OF INFILTRATION TESTS - REVERSE BOREHOLE
112-23078
Quick Quack Vista 48-241
NEC Pinsettia Avenue & Business Park Drive, Vista, CA

0.0 0.5

1.0 0 50 100 150 200 250
In
f
i
l
t
r
a
t
i
o
n

R
a
t
e

(
i
n
c
h
e
s
/
h
o
u
r
)
Time (minutes)
IT-2
04/23/2024 PH1 475 of 747

ANAHEIM TEST LAB, INC
196 Technology Drive, Unit D
Irvine, CA 92618
Phone (949) 336-6544

DATE: 7/6/2023
Krazan & Associates, Inc.
1100 Olympic Drive, Ste. 103 P.O. NO.: Verbal
Corona, CA 92888
LAB NO.: C-7142

SPECIFICATION: CTM-643/417/422

MATERIAL: Soil

Project No.: 11223078
Project: QQ Vista, CA
Sample ID: B-1 @ 0-5’

ANALYTICAL REPORT

CORROSION SERIES

SUMMARY OF DATA

pH MIN. RESISTIVITY SOLUBLE SULFATES SOLUBLE CHLORIDES per CT. 643 per CT. 417 per CT. 422 ohm-cm ppm ppm

7.4 2,900 395 94

RESPECTFULLY SUBMITTED
________________________________

WES BRIDGER LAB MANAGER

04/23/2024 PH1 476 of 747

ANAHEIM TEST LAB, INC
196 Technology Drive, Unit D
Irvine, CA 92618
Phone (949) 336-6544
TO:

DATE : 7/10/2023
Krazan & Associates, Inc.
1100 Olympic Drive, Ste. 103 P.O. NO.: Verbal Corona, CA 92888
LAB NO.: C-7142

SPECIFICATION: CA 301

MATERIAL: Brown, Clayey Sand

Project No.: 11223078
Project: QQ Vista, CA
Sample ID: R-1 @ 0-3’

ANALYTICAL REPORT
“R” VALUE

BY EXUDATION BY EXPANSION

30 27

RESPECTFULLY SUBMITTED
________________________________

WES BRIDGER LAB MANAGER

04/23/2024 PH1 477 of 747

"R" VALUE CA 301
Client: Krazan & Associates, Inc. ATL No.: C 7142 Date: 7/10/2023 Client Reference No.: 11223078
Sample: R-1 @ 0-3' Soil Type: Brown, Clayey Sand

TEST SPECIMEN A B C D
Compactor Air Pressure psi 130 90 175
Initial Moisture Content %9.4 9.4 9.4
Moisture at Compaction %14.0 15.4 13.1
Briquette Height in.2.50 2.49 2.46
Dry Density pcf 113.7 113.1 114.9
EXUDATION PRESSURE psi 418 254 703
EXPANSION PRESSURE psf 169 87 238
Ph at 1000 pounds psi 36 48 28
Ph at 2000 pounds psi 78 110 60
Displacement turns 3.55 3.72 3.33
"R" Value 43 23 56
CORRECTED "R" VALUE 43 23 56
Final "R" Value
BY EXUDATION:30
@ 300 psi
BY EXPANSION:27
TI = 5.0
5 0
10 20
30 40
50 60
70 80
90 0 100 200 300 400 500 600 700 800
"R
"

V
a
l
u
e

Exudation Pressure
04/23/2024 PH1 478 of 747

04/23/2024 PH1 479 of 747

Appendix B
Page B.1
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1

APPENDIX B

EARTHWORK SPECIFICATIONS

GENERAL
When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence.

SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials.

PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Soils Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified by the project Civil Engineer.

Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer or project Architect.

No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork.

The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers.

TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 90 percent relative compaction based on ASTM Test Method D1557 or CAL-216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer.
04/23/2024 PH1 480 of 747

Appendix B
Page B.2
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report.

The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the Contract documents for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work.

DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or windblown materials attributable to his work.

SITE PREPARATION
Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill.

CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Soils Engineer to be deleterious or otherwise unsuitable. Such materials shall become the property of the Contractor and shall be removed from the site.

Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree roots removed in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill of tree root excavations should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted.

SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture-conditioned as necessary, and compacted to 90 percent relative compaction.

Loose soil areas, areas of uncertified fill, and/or areas of disturbed soils shall be moisture-conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material.

EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements.
04/23/2024 PH1 481 of 747

Appendix B
Page B.3
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1
FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer.

PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer.

Both cut and fill areas shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance.

SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill are as specified.
-------------------------
04/23/2024 PH1 482 of 747

04/23/2024 PH1 483 of 747

Appendix B
Page B.3
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1

APPENDIX C

PAVEMENT SPECIFICATIONS

1. DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed.

The term “Standard Specifications”: hereinafter referred to is the 2018 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual.

2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included."

3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses.

4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class 2 material, 1½ inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers.

5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class 2 material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers.
04/23/2024 PH1 484 of 747

Appendix B
Page B.3
Krazan & Associates, Inc.

With Offices Serving the Western United States
11223078 Report (Quick Quack Vista 48-241) Rev1

6. ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans.

The viscosity grade of the asphalt shall be PG 64-10. The mineral aggregate shall be Type B, ½ inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39.

The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine.

7. FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37.
-------------------------
04/23/2024 PH1 485 of 747

LOCAL TRANSPORTATION STUDY

BUSINESS PARK & POINSETTIA CAR WASH
Vista, California
September 2023
LLG Ref. 3-23-3766
Prepared by: Under the Supervision of:

Charlene Sadiarin, P.E. Shankar Ramakrishnan, P.E.

Senior Transportation Engineer Principal

04/23/2024 PH1 486 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx i

TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction ................................................................................................................................ 1

2.0 Project Description .................................................................................................................... 2

3.0 Existing Conditions .................................................................................................................... 6

3.1 Study Area .......................................................................................................................... 6

3.2 Existing Transportation Conditions .................................................................................... 6

3.3 Existing Traffic Volumes .................................................................................................... 6

4.0 CEQA Vehicle Miles Traveled (VMT) Assessment ................................................................ 9

5.0 Local Transportation Study Approach and Methodology ................................................... 10

5.1 Analysis Approach ............................................................................................................ 10

5.2 Study Scenarios ................................................................................................................. 10

5.3 Analysis Methodology ...................................................................................................... 10

5.3.1 Intersections .......................................................................................................... 10

6.0 Substantial Effect Criteria ...................................................................................................... 11

6.1 Signalized and Unsignalized Intersections ....................................................................... 11

7.0 Analysis of Existing Conditions .............................................................................................. 12

7.1 Intersection Analysis ......................................................................................................... 12

8.0 Trip Generation/Distribution/Assignment ............................................................................ 13

8.1 Trip Generation ................................................................................................................. 13

8.2 Trip Distribution/Assignment ........................................................................................... 13

9.0 Analysis of Existing + Project Conditions ............................................................................. 17

9.1 Intersection Analysis ......................................................................................................... 17

10.0 Cumulative Projects................................................................................................................. 18

11.0 Analysis of Near-Term Conditions ......................................................................................... 22

11.1 Intersection Analysis ......................................................................................................... 22

11.1.1 Existing + Cumulative Projects ............................................................................ 22

11.1.2 Existing + Cumulative Projects + Project ............................................................. 22

12.0 Access and On-Site Queuing ................................................................................................... 23

12.1 Access ............................................................................................................................... 23

12.2 On-Site Queuing ............................................................................................................... 23

12.2.1 Industry Review of Car Wash Storage Requirements .......................................... 23 04/23/2024 PH1 487 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx ii

12.2.2 Service Rate Analysis ........................................................................................... 23

13.0 Active Transportation ............................................................................................................. 25

13.1 Pedestrian Mobility ........................................................................................................... 25

13.2 Bicycle Mobility ............................................................................................................... 25

13.3 Transit Mobility ................................................................................................................ 25

14.0 Conclusions ............................................................................................................................... 30

14.1 VMT Summary ................................................................................................................. 30

14.2 LTS Summary ................................................................................................................... 30

14.2.1 Roadway Improvements ....................................................................................... 30

14.2.2 Active Transportation ........................................................................................... 30

APPENDICES

APPENDIX
A. Intersection Count Sheets; Signal Timing Plans
B. Intersection Methodology
C. Existing Peak Hour Intersection Analysis Worksheets
D. Existing + Project Peak Hour Intersection Analysis Worksheets E. Existing + Cumulative Projects Peak Hour Intersection Analysis Worksheets F. Existing + Cumulative Projects + Project Peak Hour Intersection Analysis Worksheets G. Service Rate Queuing Information
H. Bus Route Map and Schedule

04/23/2024 PH1 488 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx iii

LIST OF FIGURES
SECTION—FIGURE # PAGE
Figure 2–1 Vicinity Map ................................................................................................................... 3 Figure 2–2 Project Area Map ............................................................................................................ 4 Figure 2–3 Site Plan .......................................................................................................................... 5 Figure 3–1 Existing Conditions Diagram .......................................................................................... 7 Figure 3–2 Existing Traffic Volumes ................................................................................................ 8 Figure 8–1 Project Traffic Distribution ........................................................................................... 14 Figure 8–2 Project Traffic Volumes ................................................................................................ 15 Figure 8–3 Existing + Project Traffic Volumes .............................................................................. 16 Figure 10–1 Cumulative Projects Location Map ........................................................................... 19 Figure 10–2 Existing + Cumulative Traffic Volumes ................................................................... 20 Figure 10–3 Existing + Cumulative + Project Traffic Volumes ................................................... 21 Figure 13–1 Existing Pedestrian Conditions ................................................................................. 27 Figure 13–2 Existing Bicycle Conditions ...................................................................................... 28 Figure 13–3 Existing Transit Conditions ....................................................................................... 29

LIST OF TABLES
SECTION—TABLE # PAGE
Table 7–1 Existing Intersection Operations ........................................................................................ 12 Table 8–1 Project Trip Generation ..................................................................................................... 13 Table 9–1 Existing + Project Intersection Operations ........................................................................ 17 Table 11–1 Near-Term Intersection Operations ................................................................................. 22 Table 12–1 Minimum Queue Requirement For Car Wash ................................................................. 23 Table 12–2 Parking Entry Gate Queuing Operations ........................................................................ 24

04/23/2024 PH1 489 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 1 LOCAL TRANSPORTATION STUDY

BUSINESS PARK & POINSETTIA CAR WASH
Vista, California
September 2023

1.0 INTRODUCTION
Linscott, Law and Greenspan, Engineers (LLG) has prepared this Local Transportation Study (LTS) to assess the impacts to the street system resulting from the proposed Business Park Drive & Poinsettia Avenue Car Wash Project (“Project”). The Project proposes an automatic car wash with one tunnel and 9 self-service vacuum stalls, to be located at the northeast corner of Business Park Drive and Poinsettia Avenue intersection in the City of Vista.

The traffic analysis presented in this report includes the following:
 Project Description
 Existing Conditions
 CEQA Vehicle Miles Traveled (VMT) Assessment
 Local Transportation Assessment Approach and Methodology  Substantial Effect Criteria
 Analysis of Existing Conditions
 Trip Generation/Distribution/Assignment
 Analysis of Existing + Project Scenario
 Cumulative Projects Discussion
 Analysis of Near-Term Conditions
 Access and On-Site Circulation
 Active Transportation Discussion
 Conclusions
04/23/2024 PH1 490 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 2 2.0 PROJECT DESCRIPTION
The Project site is located at the northeast corner of the Business Park Drive and Poinsettia Avenue intersection on a portion of Assessor’s Parcel Number (APN) 221-661-03-00 in the City of Vista.

Figure 2–1 shows the Project vicinity and Figure 2–2 illustrates, in more detail, the site location.

The Project proposes an automatic car wash with one tunnel and 9 self-service vacuum stalls. Figure 2–3 shows the Project site plan.

The Project proposes access to the site via one (1) full access driveway on Poinsettia Avenue. 04/23/2024 PH1 491 of 747

Time: 1:51 PMDate: 6/21/2023N:\3766\Figures
Vicinity Map
Figure 2-1
[
Business Park & Poinsettia Car Wash
§¨8
§¨5 §¨805
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§¨15
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Project Site
04/23/2024 PH1 492 of 747

Project Area Map
Business Park & Poinsettia Car Wash
N:\3766\Figures
Date: 06/20/23 Figure 2-2
Project
Site
04/23/2024 PH1 493 of 747

NORTH 0

GRAPHIC SCALE IN FEET
10 20 40
1 2
3 4
5 6

SITE DATA TABLE
LEGEND

PROPERTY LINE

LOT LINE

CIVIL LIMIT OF WORK LINE

CENTERLINE

EASEMENT LINE

PROPOSED STORM DRAIN PIPE

GRADING AND DRAINAGE NOTES
VARIABLE HEIGHT RETAINING WALL. SEE SECTIONS ON SHEET C4.00

TRENCH DRAIN

MODULAR WETLAND SYSTEM TREATMENT UNIT

UNDERGROUND STORM WATER DETENTION VAULT
12" PVC STORM DRAIN PIPE
CONNECT TO EXISTING 66" STORM DRAIN CULVERT

SYMBOL DESCRIPTION

VICINITY MAP
VISTA,

CALIFORNIA

PROJECT

LOCATION
PALOMA
R

A
I
R
P
O
R
T

R
D

LIONSHEAD AVE
S M
E
L
R
O
S
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D
R
66" SD
66" SD
66" SD
3 6
"

S
D
3 6
"

S
D
36" SD
2 4
"

S
D
D
S
D
S
D
S
D
S
L
S
L
R
TC 464.49
FL 463.99
TC 466.44
FL 465.94
TC 466.61
FS 466.11
TC 466.96
FS 466.46
TC 465.26
FS 464.76
TC 467.55
FL 467.05TC 466.06
FL 465.56
TC 466.35
FS 465.852.5%

4.5 %

3.5%

2.3 %
1 .
7 %

0. 5
%

2. 7
%
LP 463.74 TC 468.77
FS 468.27
TC 468.83
FS 468.33
TC 468.82
FL 468.32 TC 469.64
FS 469.14
TC 470.50
FS 470.00
TC 471.53
FS 471.03TC 470.61
FS 470.11
TC 467.77
FS 467.27
TC 467.36
FS 466.86
TC 467.27
FS 466.77
TC 466.63
FS 466.13
TC 462.34
FL 461.84
QUIC
K

Q
U
A
C
K
CAR
W
A
S
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.

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6 7
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S
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3.0%
2 .
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4 6
6 4
6 8
4 6
7 4
6 6
46 6
46 7
46 8
46 9
47 0
4 7
1 469
472
472
470
465
460
455
450
470
473
46 5

2.8%

5. 2
%
TC 468.08
FS 467.58
LP 466.49
1 1 1
1 23
4 5
6 1.
1 %
FL 466.13
FL 467.12
TC 467.40
FS 466.90467
467
468
469
469
470
469
471
4 6
0 4
5 9
4 6
1 4
6 2
4 6
3 4
6 4
46 5
46 6
3 RIBBON
GUTTER
1' - 2' GRAVITY

RETAINING CURB

29.4%

27.9%

28.9%
3' CLEAR FLAT BENCH
465
466
4 6
6 5.3%
3 .
6 %
TW 465.27 TW 465.61
TW 466.53
TW 468.15 TW 470.00
BW 458.00 BW 461.08
BW 455.03
BW 462.59 BW 466.84
Site Plan
Business Park & Poinsettia Car Wash
N:\3766\Figures
Date: 09/07/23 Figure 2-3
04/23/2024 PH1 494 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 6 3.0 EXISTING CONDITIONS
Effective evaluation of the traffic impacts associated with the proposed Business Park Drive & Poinsettia Avenue Car Wash Project requires an understanding of the existing transportation system within the Project area. Figure 3–1 shows an existing conditions diagram, including signalized intersections and lane configurations.

3.1 Study Area
The study area includes the following intersections:

Intersections

1. Business Park Drive / Poinsettia Avenue

2. Poinsettia Avenue / Project Driveway (does not exist)

3.2 Existing Transportation Conditions
The following is a description of the existing street network in the study area.

Business Park Drive is classified as a 4-Lane Collector in the City of Vista Circulation Element. It is currently constructed as a four-lane undivided roadway with two-way left turn lanes, north of Poinsettia Avenue. South of Poinsettia Avenue, Business Park Drive is built as a four-lane undivided roadway. Class II bicycle lanes are provided on both sides of the roadway, north of Poinsettia Avenue. Class III bicycle routes with sharrows are provided on both sides of the roadway, south of Poinsettia Avenue. Sidewalks are provided on both sides of Business Park Drive except on the Project frontage and on the west side of the roadway, north of Keystone Way. Curbside parking is prohibited. The posted speed limit is 45 mph.

Poinsettia Avenue is classified as a 4-Lane Collector in the City of Vista Circulation Element. It is currently constructed as a two-lane undivided roadway with two-way left turn lanes. Sidewalks are provided in both directions of Poinsettia Avenue except on the Project frontage and on the north side of the roadway, east of the Project site. Curbside parking is prohibited. The posted speed limit ranges from 45-50 mph.

3.3 Existing Traffic Volumes
Peak hour intersection turning movement volume counts were conducted at the study area intersection on Thursday, June 1, 2023.

Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the existing count sheets. 04/23/2024 PH1 495 of 747

C A R L S B A D

C A R L S B A D
PoinsettiaAve
Lionshead Ave
BusinessPark
Dr
1 2
Time: 8:38 AMDate: 6/23/2023N:\3766\Figures
Existing Conditions DiagramFigure 3-1
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Study Intersection
Traffic Signal
Turning Movements
Number of Travel Lanes
Posted Speed Limit
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Two-Way Left-Turn Median
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Bus Route
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DJL
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Existing Traffic VolumesFigure 3-2
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58 / 8261

3 7
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332 / 259
30 / 50
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Study Intersections
Intersection AM/PM Peak Hour Volumes
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04/23/2024 PH1 497 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 9 4.0 CEQA VEHICLE MILES TRAVELED (VMT) ASSESSMENT
Per City of Vista Transportation Impact Analysis Guidelines, some projects for CEQA purposes qualify as screened out. These projects have VMT reducing characteristics and do not need to be analyzed for CEQA purposes. The screened-out project types are listed in Table 7-1 of the TIA Guidelines.

The project is consistent with the General Plan and generates fewer than 1,000 ADT, which is a screened-out project type per Table 6-1 of the TIA Guidelines. The Project is presumed to be VMT reducing and does not require a VMT analysis.

Additionally, the project is a locally serving retail use less than 50,000 square feet, which is a screened-out project type per Table 7-1 of the TIA Guidelines.

04/23/2024 PH1 498 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 10 5.0 LOCAL TRANSPORTATION STUDY APPROACH AND METHODOLOGY

5.1 Analysis Approach
Per the City of Vista Transportation Impact Analysis Guidelines, an LTS is required for projects generating more than 400 ADT. An LTS will analyze the project’s influence on the surrounding intersections and roadway network utilizing level of service (LOS) for all project scenarios. The document also includes the identification of pedestrian, bicycle, and transit amenities.

LLG prepared a Project scoping memo outlining the proposed study area and study scenarios to be analyzed in this report. The scoping memo also presented preliminary Project traffic generation and distribution. This memo was reviewed and approved by City staff prior to the initiation of this LTS.

5.2 Study Scenarios
The following study scenarios are included in this LTS.  Existing Conditions
 Existing Conditions Plus Project
 Existing Conditions Plus Near-Term Cumulative Projects  Existing Conditions Plus Near-Term Cumulative Projects plus Project

5.3 Analysis Methodology
LOS is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. LOS designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. LOS designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments.

5.3.1 Intersections
Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 19 of the Highway Capacity Manual (HCM) 6th Edition, with the assistance of the Synchro (version 11) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS.

Signalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix B.

Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and LOS was determined based upon the procedures found in Chapters 20 and 21 of the HCM 6th Edition, with the assistance of the Synchro (version 11) computer software. Unsignalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix B.

04/23/2024 PH1 499 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 11 6.0 SUBSTANTIAL EFFECT CRITERIA

6.1 Signalized and Unsignalized Intersections
A project will need to implement improvements to operation of an intersection when one of the following occurs:

1. In either the Existing Conditions Plus Project and Existing Conditions Plus Near-Term Cumulative Projects scenarios, the addition of project traffic results in a service drop from LOS D or better to LOS E or F. Under this condition, the project is responsible for improvements necessary to restore the intersection to LOS D conditions or better.

2. In either the Existing Conditions Plus Project and Existing Conditions Plus Near-Term Cumulative Projects scenarios, an intersection is operating at LOS E or F under the no- project scenario and the project adds more than an additional two seconds of average vehicle delay. Under this condition, the project is responsible for improvements necessary to restore the intersection LOS to pre-development conditions or better.

3. In the longer-range cumulative condition, if the addition of project traffic results in a service drop from LOS D or better to LOS E or F, or if an intersection is operating at LOS E or F and the project contributes to the average vehicle delay (regardless of time), the project is determined to have a cumulative impact. Under this condition, the project applicant is responsible for mitigating the intersection LOS to pre-development conditions or better.

Identified cumulative transportation related impacts can be mitigated by participation in the City of Vista’s Impact Fees for Arterials Streets and Traffic Signals program. 04/23/2024 PH1 500 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 12 SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
≥ 80.1 F ≥ 50.1 F

7.0 ANALYSIS OF EXISTING CONDITIONS
The analysis of existing conditions includes the assessment of the study area intersections and street segments using the methodologies described in Section 5.0.

7.1 Intersection Analysis
Table 7–1 summarizes the existing peak hour intersection operations. As shown in Table 7–1, all study area intersections are calculated to currently operate at LOS D or better.

Appendix C contains the Existing intersection analysis worksheets.

TABLE 7–1

EXISTING INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing
Delaya LOSb

1. Business Park Drive / Poinsettia Avenue Signal AM 25.7 C PM 39.9 D

2. Poinsettia Avenue / Project Driveway TWSCc AM DNE -

PM DNE -

Footnotes:
a. Average delay expressed in seconds per vehicle
b. Level of Service
c. TWSC – Two-Way Stop Controlled intersection. Worst delay is reported.

General Note:

1. DNE – Does not exist

04/23/2024 PH1 501 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 13 8.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT

8.1 Trip Generation
Project vehicle trips were estimated using the SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. Table 8–1 shows the forecast trip generation for the Project. As shown in Table 8–1, the Project is calculated to generate 900 ADT, with 36 trips during the AM peak hour (18 in / 18 out), and 81 trips during the PM peak hour (41 in / 40 out).

TABLE 8–1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Ratea Volume % of
ADT
In:Out Volume % of
ADT
In:Out Volume
Split In Out Split In Out
Automatic Car Wash 1.00 site 900 /site 900 4% 50:50 18 18 9% 50:50 41 40 Total — 900 — — 18 18 — — 41 40
Footnotes:
a. Rate is based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002

8.2 Trip Distribution/Assignment
The Project traffic was distributed along Business Park Drive and Poinsettia Avenue based on the site location and driveway access, existing traffic patterns in the area and anticipated traffic patterns to and from the site. Figure 8–1 shows the Project traffic distribution.

Project traffic was assigned to the street system based on this distribution and the trip generation shown in Table 8–1. Figure 8–2 shows the assigned Project traffic volumes.

Figure 8–3 shows the Existing + Project traffic volumes. 04/23/2024 PH1 502 of 747

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Lionshead Ave
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Time: 8:36 AMDate: 6/23/2023N:\3766\Figures
Project Traffic DistributionFigure 8-1
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Inbound Trip Distribution
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04/23/2024 PH1 503 of 747

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Time: 10:38 AMDate: 6/23/2023N:\3766\Figures
Project Traffic VolumesFigure 8-2
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04/23/2024 PH1 504 of 747

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PoinsettiaAve
Lionshead Ave
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Time: 10:39 AMDate: 6/23/2023N:\3766\Figures
Existing + Project Traffic VolumesFigure 8-3
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63 / 9261

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337 / 271
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04/23/2024 PH1 505 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 17 SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
≥ 80.1 F ≥ 50.1 F

9.0 ANALYSIS OF EXISTING + PROJECT CONDITIONS
This section presents an analysis of existing traffic conditions with the addition of traffic that is expected to be generated by the proposed Project.

9.1 Intersection Analysis
Table 9–1 summarizes the Existing + Project intersection operations. As shown in Table 9–1, with the addition of Project traffic volumes, all study area intersections are calculated to operate at LOS D or better.

No improvements are required per City of Vista improvement thresholds.

Appendix D contains the Existing + Project intersection analysis worksheets.

TABLE 9–1
EXISTING + PROJECT INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing Existing + Project Δc Delaya LOSb Delay LOS

1. Business Park Drive / Poinsettia Avenue Signal AM 25.7 C 26.1 C 0.4 PM 39.9 D 43.5 D 3.6

2. Poinsettia Avenue / Project Driveway TWSCd AM DNE - 15.0 C - PM DNE - 13.7 B -

Footnotes:
a. Average delay expressed in seconds per vehicle
b. Level of Service
c. Δ denotes an increase in delay due to Project
d. TWSC – Two-Way Stop Controlled intersection. Worst delay is reported.

General Note:

1. DNE – Does not exist

04/23/2024 PH1 506 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 18 10.0 CUMULATIVE PROJECTS
Cumulative projects are other projects in the study area that will add traffic to the local circulation system by the proposed Project opening year. For the purposes of this analysis the Project opening year is anticipated to be Year 2025.

LLG reviewed the City’s active development projects list to identify relevant, pending cumulative projects in the study area that could be constructed and generating traffic in the study area in the near future. Based on this research, four (4) cumulative projects are approved or under review were included in the cumulative conditions analysis.

1. 1430 Decision Street is a Plot Plan application for a 113,000 square foot industrial warehouse building with a 10,800 square foot office space and a 5,000 square foot mezzanine. The existing building is proposed to be demolished. As of the date of this report, the project is under review.

2. The Learning Experience is a Plot Plan application for a 10,000 square foot childcare facility including playground, landscape, and parking lot improvements at 3150 Business Park Drive. As of the date of this report, the project is approved but not yet under construction.

3. Melrose Retail is a Special Use Permit and Site Development Plan application for two drive- through buildings totaling 3,450 square foot as well as landscapes and parking improvements on a vacant parcel located southwest of S. Melrose Drive and Faraday Avenue. As of the date of this report, the project is approved but not yet under construction.

4. Hilton Garden Inn is a Special Use Permit and Site Development Plan application for a 128-room four-story hotel located on a 4.52 acre site on the west side of S. Melrose Drive and south of Faraday Street (APN 221-011-21). As of the date of this report, the project is under review.

Additionally, the near-term cumulative conditions include a 1% annual growth factor applied to existing volumes to account for background ambient growth in traffic.

Figure 10–1 shows the locations of the cumulative projects. Figure 10–2 depicts the Existing + Cumulative traffic volumes and Figure 10–3 depicts the Existing + Cumulative + Project traffic volumes.
04/23/2024 PH1 507 of 747

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S A N M A R C O S

S A N M A R C O S
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S y c a m o r e A v e
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MelroseDr
P a l o m a r AirportRd
1 2
Time: 8:52 AMDate: 6/26/2023N:\3766\Figures
Cumulative Projects Location MapFigure 10-1
[
Business Park & Poinsettia Car Wash
Project SiteCity of Vista Jurisdiction
3 4
2 1
City of Carlsbad Jurisdiction
Cumulative Projects

1. 1430 Decision Street

2. The Learning Experience

3. Melrose Retail

4. Hilton Garden Inn
04/23/2024 PH1 508 of 747

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Time: 8:42 AMDate: 6/23/2023N:\3766\Figures
Existing + Cumulative Traffic VolumesFigure 10-2
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84 / 11375

5 1
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339 / 264
44 / 66
32 / 65
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04/23/2024 PH1 509 of 747

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Time: 10:40 AMDate: 6/23/2023N:\3766\Figures
Existing + Cumulative + Project Traffic VolumesFigure 10-3 [
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Poinsettia Ave
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89 / 12375

5 1
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344 / 276
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32 / 65
43 /

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04/23/2024 PH1 510 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 22 SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
≥ 80.1 F ≥ 50.1 F

11.0 ANALYSIS OF NEAR-TERM CONDITIONS
This section presents analysis of study area intersections under near-term (Existing + Cumulative Projects) conditions without and with the proposed Project.

11.1 Intersection Analysis

11.1.1 Existing + Cumulative Projects
Table 11–1 summarizes the Existing + Cumulative Projects intersection operations. As shown in Table 11–1, with the addition of Cumulative Projects traffic volumes, all study area intersections are calculated to operate at LOS D or better.

Appendix E contains the Existing + Cumulative Projects intersection analysis worksheets.

11.1.2 Existing + Cumulative Projects + Project
Table 11–1 also summarizes the Existing + Cumulative Projects + Project intersection operations.

As shown in Table 11–1, with the addition of Project traffic volumes, all study area intersections are calculated to continue to operate at LOS D or better.

No improvements are required per City of Vista improvement thresholds.

Appendix F contains the Existing + Cumulative Projects + Project intersection analysis worksheets.

TABLE 11–1

NEAR-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing +
Cumulative
Existing +
Cumulative +
Project Δc
Delaya LOSb Delay LOS

1. Business Park Drive / Poinsettia Avenue Signal AM 27.7 C 28.4 C 0.7 PM 49.5 D 53.1 D 3.6

2. Poinsettia Avenue / Project Driveway TWSCd AM DNE - 15.9 C - PM DNE - 14.5 B -

General Note:

1. DNE – Does not exist

04/23/2024 PH1 511 of 747

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N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 23 12.0 ACCESS AND ON-SITE QUEUING

12.1 Access
As described in Section 2.0, the Project proposes access to the site via one (1) full access driveway on Poinsettia Avenue. As shown in the analysis presented in prior sections of this LTS, this driveway is forecast to operate at acceptable LOS C or better during the peak hours.

12.2 On-Site Queuing

12.2.1 Industry Review of Car Wash Storage Requirements The proposed Project includes two (2) self-service payment kiosks, prior to vehicles entering the car wash tunnel. The City of Vista Municipal Code does not contain minimum storage requirements for queueing at car washes. A review of queue storage requirements for car wash facilities at other jurisdictions in the San Diego County was conducted.

Table 12–1 summarizes the results of this review, which shows a minimum requirement of 5 queue spaces or less. The Project proposes to provide approximately 11 spaces for queueing, which is more than the minimum requirement presented by various jurisdictions in the San Diego County.

TABLE 12–1

MINIMUM QUEUE REQUIREMENT FOR CAR WASH
Jurisdiction Car Wash Queue Requirement Proposed Project Storage City of Vista None
11 spaces
City of San Marcos 5 queue spaces
City of San Diego 5 queue spaces
City of Del Mar 1 queue space per queue line
City of Encinitas 5 queue spaces
City of Oceanside 5 queue spaces

12.2.2 Service Rate Analysis
A queuing analysis based on service rate was conducted for the self-service payment kiosks. To evaluate the queuing, the appropriate gate service rates of the gates were first determined. Gate service rates were identified from Table 13-5 in the ITE Traffic Engineering Handbook (7th Edition) (included in Appendix G). The self-service payment kiosks have a gate arm and are typically pay on entry or may be automatic with a pre-paid membership. Based on Table 13-5 in the ITE Traffic Engineering Handbook (7th Edition), the service rate for “Automatic Vehicle ID” is 800 vehicles per hour or 4.5 seconds per vehicle and the service rate for “Pay on Entry” is 200 vehicles per hour or 18 seconds per vehicle. To be conservative, a processing rate of 200 vehicles per hour or 18 seconds per vehicle was selected for this analysis.

To determine the design queues, the graph recommended by the ITE Traffic Engineering Handbook (included in Appendix G) was utilized. As shown in Table 12–2, the self-service payment kiosks are calculated to have a queue of two (2) vehicles during both the AM and PM peak hours. Thus, the 04/23/2024 PH1 512 of 747

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N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 24 required storage to accommodate this queue is 50 feet. The Project proposes to provide approximately 280 feet of storage, which is more than the required storage per the service rate analysis.

TABLE 12–2

PARKING ENTRY GATE QUEUING OPERATIONS
Queue Parameters Self-Service Payment Kiosks
AM Peak PM Peak
Arrival Rate (veh/hr)a 18 41
Service Rate (veh/hr/gate) 200 200
# of Gatesb 1 1
Traffic Intensity (veh/hr) c 0.09 0.21
Design Queue (veh) d 2 2
Required Storage Behind Gate (feet) e 50 50
Footnotes:
a. The Project is calculated to generate 900 ADT with 36 total AM (18 in and 18 out) peak hour trips and 81 total PM (41 in and 40 out) peak hour trips.
b. The project includes two processing gates. For the purposes of the analysis, only one (1) gate was assumed for analysis purposes.
c. Traffic Intensity = Arrival Rate / [(# of gates) x Service Rate] d. Value obtained from “Design Queues” graph included in Appendix G and rounded up to the nearest whole number and includes the vehicle being serviced at the gate. e. The required reservoir was calculated by taking the design queue and multiplying it by the average length of a vehicle (e.g. 25 feet)

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N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 25 13.0 ACTIVE TRANSPORTATION

13.1 Pedestrian Mobility
Business Park Drive – Within the study area, Business Park Drive currently provides contiguous sidewalks on both sides except on the Project frontage and on the west side of the roadway, approximately 300 feet north of Poinsettia Avenue. The nearest signalized intersection is at the Business Park Drive / Poinsettia Avenue intersection which provides a controlled crossing location with pedestrian push buttons and crosswalks.

Poinsettia Avenue – Within the study area, Poinsettia Avenue currently provides contiguous sidewalks on both sides except on the Project frontage and on the north side of the roadway, east of the Project site. The nearest signalized intersection is at the Business Park Drive / Poinsettia Avenue intersection which provides a controlled crossing location with pedestrian push buttons and crosswalks.

Crosswalks with pedestrian phases are provided on the north, east and west legs of the Business Park Drive / Poinsettia Avenue intersection. ADA curb ramps are provided as well.

Based on the City of Vista General Plan, a 5-foot sidewalk is planned along Business Park Drive, north of Poinsettia Avenue, and along Poinsettia Avenue along the project frontages.

Figure 13–1 depicts existing pedestrian conditions.

13.2 Bicycle Mobility
A bicycle network inventory was conducted for the study area. Based on a review of the City of Vista General Plan, Class II bicycle lanes are provided along Business Park Drive, north of Poinsettia Avenue. Class III bicycle routes with sharrows are provided along Business Park Drive, south of Poinsettia Avenue.

There are currently no bicycle lanes or bicycle routes provided on Poinsettia Avenue. Based on the City of Vista General Plan, a Class II Bicycle Lane is planned to be constructed along Poinsettia Avenue. Both Poinsettia Avenue and Business Park Drive are classified as 4-lane Collector streets per the City of Vista Circulation Element. Per the City of Vista Circulation Element, consistent with roadway requirements for 4-lane Collector streets, the Project proposes a right-of-way dedication of 42’ along the project frontages on Business Park Drive and Poinsettia Avenue, which provides the accommodation for a future bike lane by the City on Poinsettia Avenue.

Figure 13–2 depicts existing bicycle conditions.

13.3 Transit Mobility
Transit service in the Project area is served by NCTD bus route 332. Bus stops within ¼ mile of the Project site include Poinsettia Avenue east of Business Park Drive (both directions), which provide stop amenities including seating and trash receptacle. In addition to these two bus stops, an additional bus stop is located on Poinsettia Avenue, east of Corporate View which provides route signage only.
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 26 A detailed description of the bus route is provided below.

NCTD bus route 332 runs from Vista to Buena Creek SPRINTER Station. NCTD bus route 332 runs along Melrose Drive, Park Center Drive, Business Park Drive, Poinsettia Avenue, La Mirada Drive, and Sycamore Avenue. Weekday service begins at 4:36 AM with 30-minute headways and ends at 9:51 PM. Weekend service begins at 6:06 AM with 1-hour headways and ends at 7:51 PM.

Figure 13–3 depicts existing transit conditions. Appendix H contains the bus route schedule and map.
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C A R L S B A D

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Time: 10:33 AMDate: 6/23/2023N:\3766\Figures
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C A R L S B A D

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Vista to Buena Creek Sprinter Station
Bus Stop
332
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N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Sept 2023.docx 30 14.0 CONCLUSIONS

14.1 VMT Summary
The Project is presumed to have a less than significant VMT impact based on its characteristics as a project consistent with the adopted General Plan generating less than 1,000 ADT and is not required to prepare a detailed VMT analysis.

14.2 LTS Summary

14.2.1 Roadway Improvements
Per the thresholds and analysis presented in this report, intersections within the Project study area are calculated to operate at acceptable LOS under existing and near-term cumulative conditions. The effects of Project-related traffic do not indicate the need for roadway improvements within the study area.

14.2.2 Active Transportation
Pedestrian Mobility
Crosswalks with pedestrian phases are provided on the north, east and west legs of the Business Park Drive / Poinsettia Avenue intersection. ADA curb ramps are provided as well. Based on the City of Vista General Plan, a 5-foot sidewalk is planned along Business Park Drive, north of Poinsettia Avenue, and along Poinsettia Avenue. The Project proposes to provide 5’ sidewalks on Business Park Drive and Poinsettia Avenue along the Project frontage.

Bicycle Mobility
Class II bicycle lanes are provided along Business Park Drive, north of Poinsettia Avenue. Class III bicycle routes with sharrows are provided along Business Park Drive, south of Poinsettia Avenue.

There are currently no bicycle lanes or bicycle routes provided on Poinsettia Avenue.

Per the City of Vista Circulation Element, consistent with roadway requirements for 4-lane Collector streets, the Project proposes a right-of-way dedication of 42’ along the project frontages on Business Park Drive and Poinsettia Avenue, which provides the accommodation for a future bike lane by the City on Poinsettia Avenue.

Transit Mobility
The nearest bus stops within ¼ mile of the Project site include Poinsettia Avenue east of Business Park Drive (both directions), which provide stop amenities including seating and trash receptacle.

Also, within ¼ mile is the stop on Poinsettia Avenue, east of Corporate View which provides route signage only.

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TECHNICAL APPENDICES TO THE

LOCAL TRANSPORTATION STUDY

BUSINESS PARK & POINSETTIA CAR WASH
Vista, California
September 2023

LLG Ref. 3-23-3766

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APPENDICES

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX A
INTERSECTION COUNT SHEETS; SIGNAL TIMING PLANS

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Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 19 17 9 52 69 20 6 26 27 2 19 3 269
7:15 17 24 4 62 72 14 9 36 30 6 18 2 294
7:30 10 16 4 90 77 10 4 37 19 7 24 6 304
7:45 7 40 8 83 81 20 11 27 34 7 30 2 350
8:00 19 40 9 93 76 18 6 45 49 11 33 3 402
8:15 16 45 11 95 94 16 7 49 26 6 17 4 386
8:30 18 39 24 72 75 11 4 36 40 4 27 4 354
8:45 18 38 17 72 72 13 8 21 61 9 27 6 362
Total 124 259 86 619 616 122 55 277 286 52 195 30 2721
Approach%26.4 55.2 18.3 45.6 45.4 9.0 8.9 44.8 46.3 18.8 70.4 10.8 Total%4.6 9.5 3.2 22.7 22.6 4.5 2.0 10.2 10.5 1.9 7.2 1.1 AM Intersection Peak Hour:

Volume 71 162 61 332 317 58 25 151 176 30 104 17 1,504 Approach%24.1 55.1 20.7 47.0 44.8 8.2 7.1 42.9 50.0 19.9 68.9 11.3 Total%4.7 10.8 4.1 22.1 21.1 3.9 1.7 10.0 11.7 2.0 6.9 1.1 PHF 0.91 0.86 0.88 0.80 0.94
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 34 60 11 70 54 20 5 42 61 18 67 13 455
16:15 35 59 11 72 41 19 1 52 72 6 76 10 454
16:30 41 81 6 63 45 28 3 40 83 14 83 13 500
16:45 33 46 9 54 32 15 3 36 64 12 81 12 397
17:00 8 48 9 45 32 13 6 51 62 21 98 10 403
17:15 23 51 12 51 34 15 6 47 91 13 72 14 429
17:30 17 37 9 47 32 20 1 35 71 11 76 9 365
17:45 11 37 3 51 27 13 7 31 70 14 60 6 330
Total 202 419 70 453 297 143 32 334 574 109 613 87 3333 Approach%29.2 60.6 10.1 50.7 33.3 16.0 3.4 35.5 61.1 13.5 75.8 10.8 Total%6.1 12.6 2.1 13.6 8.9 4.3 1.0 10.0 17.2 3.3 18.4 2.6 PM Intersection Peak Hour:

Volume 143 246 37 259 172 82 12 170 280 50 307 48 1,806 Approach%33.6 57.7 8.7 50.5 33.5 16.0 2.6 36.8 60.6 12.3 75.8 11.9 Total%7.9 13.6 2.0 14.3 9.5 4.5 0.7 9.4 15.5 2.8 17.0 2.7 PHF 0.83 0.89 0.92 0.92 0.90
Intersection Turning Movement - Peak Hour Vehicle Count AM
Thursday June 01, 2023
PM
Business Park Drive Poinsettia Avenue Business Park Drive Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #01 ITM-23-050-01
Business Park Drive & Poinsettia Avenue LLG Ref. 3-23-3766 Westbound Northbound Eastbound
Quick Quack Car Wash
Business Park Drive
Southbound
Poinsettia Avenue
Southbound
Westbound
Poinsettia Avenue
Northbound
Business Park Drive
Eastbound
Poinsettia Avenue
08:00 to 09:00
16:00 to 17:00
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Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 1 0 0 0 0 0 0 0 0 0 0 1
7:30 0 0 0 0 0 0 0 1 0 0 0 0 1
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 0 1 0 1
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 1 0 0 0 0 0 1 0 0 1 0 3
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 1 0 0 0 0 0 0 0 1
16:15 0 0 1 0 0 0 0 0 0 0 0 0 1
16:30 0 1 0 0 0 0 0 0 0 0 0 0 1
16:45 0 0 0 0 1 0 0 0 0 0 0 0 1
17:00 0 0 0 0 0 0 1 0 0 0 2 0 3
17:15 0 0 0 3 2 0 0 1 0 0 1 0 7
17:30 0 0 0 0 0 0 0 1 0 0 0 0 1
17:45 0 1 0 0 0 0 0 0 1 0 0 0 2
Ped Total
Bike Total 0 2 1 3 4 0 1 2 1 0 3 0 17
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 1 1 0 0
0 0 0
82 PM
Business Park Drive Poinsettia Avenue Business Park Drive Poinsettia Avenue 0 0 0 0
0 0 0 0
0 0 0 1
0 TotalsSouthboundWestboundNorthbound
0 0
3 1 1 4
0 0
00 9
0 0
0 Eastbound
0 0
1 0
0 2
1 Poinsettia Avenue
Eastbound
Ped
1 0
2 Totals
2 Ped
0 4
00 1
0 Ped
2 0
Ped
0 Poinsettia Avenue
Southbound
0 0
0 1
0 0
Business Park Drive
1 Business Park Drive
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0 0 3 3
Ped
1 0 0 0 1
AM
Thursday June 01, 2023 Quick Quack Car Wash
Ped Ped Ped
2 0 4
0 1 0 0 1
0 1
0 2
#01 ITM-23-050-01
Business Park Drive & Poinsettia Avenue LLG Ref. 3-23-3766 0 04/23/2024 PH1 524 of 747

Location: File Name:

Intersection: Project:

Date of Count:

Poinsettia Avenue 1 / 0
Bu
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PM: 12 170 280 4
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AM: 1 61 162 71
PM: 3 37 246 143
3 / 2 Poinsettia Avenue

4 /

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7 4
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AM = 08:00 to 09:00
PM = 16:00 to 17:00

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#01 ITM-23-050-01
Business Park Drive & Poinsettia Avenue LLG Ref. 3-23-3766 Thursday June 01, 2023 Quick Quack Car Wash
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | 04/23/2024 PH1 525 of 747

1/58 - Mon Jun 12 2023 15:32:52 GMT+0000 (Coordinated Universal Time) Intersection: Business Park @ Poinsettia/Lionshead
Controller: 71
Date/Time: Mon Jun 12 2023 15:32:23 GMT+0000 (Coordinated Universal Time) Device Database: c97692c1-2990-4da2-b93d-1229b75f58b7
Table: Unit Parameters
Extended Mode Startup Flash Mode Startup Flash Auto Ped Clear Red Revert Backup Time Startup Clearance Hold Green Flash Frequency Yellow Flash Frequency Disable Cabinet Disable 5.0 600 60 60
Table: Unit Parameters Continued
Manual Control Sequence Manual Control Enable Start Yellow Override Start Red Override Free Sequence Free Phase Plan Free Overlap Plan Free Veh Det Plan Free Veh Det Options Plan Free Ped Det Plan 1 Enable 14 1 1 1 1 1
Table: Unit Parameters Continued
Free Ped Det Options
Plan
Free Pri/Pre Det
Plan
All Red Flash Entry
Time
All Red Flash Exit
Time
Auto Flash Through
CVM
3-Phase Diamond
Sequence
4-Phase Diamond
Sequence
Separate Diamond
Sequence
Master By
TOD
All Red Local Flash
Sense
1 1 5 Disable Disable Disable
Table: Phase Timing Plans [Timing Plan: 1]
Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Walk 7 7 7
Ped Clear 18 18 18
Min Green 5 10 0 0 5 10 9 9 0 0 0 0 0 0 0 0 0 0 0 0
Passage 2.0 2.0 2.0 2.0 2.5 2.5
Max 1 20 40 0 0 20 40 25 25 0 0 0 0 0 0 0 0 0 0 0 0
Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Change 4.8 4.8 4.8 4.8
Red Clear 1.0 1.0 1.0 1.0 1.0 1.0
Table: Phase Timing Plans [Timing Plan: 1] Continued
Phase 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Walk
Ped Clear
Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Passage
Max 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Change
Red Clear
Table: Phase Timing Plans [Timing Plan: 2]
Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Max 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Table: Phase Timing Plans [Timing Plan: 2] Continued
Phase 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Max 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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APPENDIX B

INTERSECTION METHODOLOGY

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INTERSECTION LOS ANALYSIS

Signalized Intersections:

The analysis of signalized intersections utilizes the operational analysis procedure as outlined in the latest edition of the Highway Capacity Manual (HCM). This method defines LOS in terms of delay, or more specifically, average stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption and lost travel time. This technique uses 1,900 vehicles per hour per lane (VPHPL) as the maximum saturation flow rate of an intersection. This saturation volume is adjusted to account for lane width, on-street parking, pedestrians, traffic composition (i.e., percentage trucks) and shared lane movements (i.e. through and right-turn movements originating from the same lane). With this methodology, the average control delay per vehicle is estimated for each lane group and aggregated for each approach and for the intersection as a whole.

The LOS criteria used for the analysis of signalized intersections are described in Table 10-1, identifying the thresholds of control delays and the associated LOS.

The signalized intersections and signalized project driveways to be analyzed shall be at the discretion of the City Traffic Engineer. Freeway ramp intersections and signalized project driveways shall be analyzed if the project will add 20 or more peak hour (new trips) trips in either direction.

Table 10-1 HCM Level of Service Description for Signalized Intersections Level of
Service
Description of Traffic Conditions Control Delay
(sec/veh)
A Insignificant delays: no approach phase is fully utilized and no vehicle waits longer than one red indication
10 – 20
C Acceptable delays: major approach phase may become fully utilized. Most drivers feel somewhat restricted.
> 25 – 35
D Tolerable delays: Drivers may wait through more than one red indication. Queues may develop but dissipate rapidly without excessive delays. > 35 – 55
E Significant delays: Volumes approaching capacity. Vehicles may wait through several cycles and long vehicle queues form upstream.
> 55 – 80
F Excessive delays: Represents conditions at capacity, with extremely long delays.

Queues may block upstream intersections.
> 80
Source: Highway Capacity Manual, Transportation Research Board, 2010.

Unsignalized Intersections:

Unsignalized intersections, including two-way and all-way stop controlled intersections are analyzed using the latest edition of the Highway Capacity Manual unsignalized intersection analysis methodology. The LOS for a two-way stop controlled (TWSC) intersection is determined by the computed or measured control delay and is defined for each minor movement. Table 10-2 summarizes the LOS criteria for unsignalized intersections.

Unsignalized intersections and unsignalized project driveways to be analyzed shall be at the discretion of the City Traffic Engineer.
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Unsignalized freeway ramp intersections shall be analyzed if the project will add 20 or more peak hour (new trips) trips in either direction.

Table 10-2 HCM Level of Service Description for Unsignalized Intersections Level of
Service Description of Traffic Conditions Control Delay (sec/veh)
A No delay for stop-controlled approaches. 10 – 15
C Operations with moderate delays. > 15 – 25
D Operations with some delays. > 25 – 35
E Operations with high delays and long queues. > 35 – 50 F Operation with extreme congestion, with very high delays and long queues unacceptable to most drivers.
> 50
Source: Highway Capacity Manual, Transportation Research Board, 2010.

Roadway Segments:

Roadway segment Level of Service (LOS) standards and thresholds provide the basis for analysis of roadway segment performance. The analysis of roadway segment LOS is based on the functional classification of the roadway, the maximum capacity, roadway geometrics, and existing or forecast Average Daily Traffic (ADT) volumes. Table 10-3 from the Vista 2030 General Plan Circulation Element presents the City’s roadway segment capacity and LOS standards utilized to analyze roadways.

The standards shown in Table 10-3 are generally used as long-range planning guidelines to determine the functional classification of roadways. The roadway capacities are “rule of thumb” estimates for planning purposes and are affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian bicycle traffic.

The actual capacity of a roadway facility varies according to its physical attributes. Typically, the performance and LOS of a roadway segment is heavily influenced by the ability of the intersections to accommodate peak hour volumes. The more detailed peak hour intersection analysis explicitly accounts for factors that affect roadway capacity. Therefore, roadway segment widening is typically only recommended if the peak hour intersection analysis indicates the need for additional through lanes and/or to meet the street cross sections in the Circulation Element adjacent to the project boundary. Within the City of Vista and the region as a whole, intersection performance, rather than roadway segment performance, is a more accurate and realistic indicator of true traffic operations and is used as the basis for defining traffic impacts.

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APPENDIX C

EXISTING PEAK HOUR INTERSECTION ANALYSIS

WORKSHEETS
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HCM 6th Signalized Intersection Summary Existing AM
1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/26/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 104 17 332 317 58 25 151 176 71 162 61 Future Volume (veh/h) 30 104 17 332 317 58 25 151 176 71 162 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 38 130 21 378 381 67 28 172 200 78 178 67 Peak Hour Factor 0.80 0.80 0.80 0.86 0.86 0.86 0.88 0.88 0.88 0.91 0.91 0.91 Percent Heavy Veh, %333333333333
Cap, veh/h 227 238 192 496 520 428 53 725 312 100 580 208 Arrive On Green 0.13 0.13 0.13 0.28 0.28 0.28 0.03 0.21 0.21 0.06 0.23 0.23 Sat Flow, veh/h 1767 1856 1493 1767 1856 1525 1767 3526 1515 1767 2498 895 Grp Volume(v), veh/h 38 130 21 378 381 67 28 172 200 78 123 122 Grp Sat Flow(s),veh/h/ln 1767 1856 1493 1767 1856 1525 1767 1763 1515 1767 1763 1631 Q Serve(g_s), s 1.3 4.5 0.8 13.3 12.7 2.3 1.1 2.8 8.2 3.0 3.9 4.2 Cycle Q Clear(g_c), s 1.3 4.5 0.8 13.3 12.7 2.3 1.1 2.8 8.2 3.0 3.9 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 227 238 192 496 520 428 53 725 312 100 409 379 V/C Ratio(X) 0.17 0.55 0.11 0.76 0.73 0.16 0.52 0.24 0.64 0.78 0.30 0.32 Avail Cap(c_a), veh/h 316 332 267 809 850 698 130 1356 582 208 756 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 27.8 26.2 22.4 22.2 18.4 32.6 22.6 24.8 31.7 21.6 21.7 Incr Delay (d2), s/veh 0.3 1.9 0.2 2.5 2.0 0.2 7.8 0.2 2.2 12.2 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.9 0.3 5.2 5.1 0.7 0.5 1.1 2.8 1.5 1.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 29.8 26.5 24.9 24.2 18.6 40.3 22.8 27.0 43.9 22.0 22.2 LnGrp LOS CCCCCBDCCDCC
Approach Vol, veh/h 189 826 400 323
Approach Delay, s/veh 28.8 24.1 26.1 27.4
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 19.8 14.5 7.1 21.6 24.9
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 8.0 26.2 12.2 5.0 29.2 31.2 Max Q Clear Time (g_c+I1), s 5.0 10.2 6.5 3.1 6.2 15.3
Green Ext Time (p_c), s 0.0 1.4 0.3 0.0 1.2 3.2
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 531 of 747

HCM 6th TWSC Existing AM
2: Poinsettia Ave & Project Dwy 06/26/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 351 707 0 0 0
Future Vol, veh/h 0 351 707 0 0 0
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 382 768 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 778 0 - 0 969 778
Stage 1 - - - - 778 -
Stage 2 - - - - 191 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 831 - - - 264 393
Stage 1 - - - - 450 -
Stage 2 - - - - 820 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 823 - - - 259 389
Mov Cap-2 Maneuver - - - - 364 -
Stage 1 - - - - 446 -
Stage 2 - - - - 812 -

Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)823 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
04/23/2024 PH1 532 of 747

HCM 6th Signalized Intersection Summary Existing PM
1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/26/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 307 48 259 172 82 12 170 280 143 246 37 Future Volume (veh/h) 50 307 48 259 172 82 12 170 280 143 246 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 54 334 52 242 262 92 13 185 304 172 296 45 Peak Hour Factor 0.92 0.92 0.92 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 Percent Heavy Veh, %333333333333
Cap, veh/h 356 374 305 338 355 289 27 851 367 185 1009 151 Arrive On Green 0.20 0.20 0.20 0.19 0.19 0.19 0.02 0.24 0.24 0.10 0.33 0.33 Sat Flow, veh/h 1767 1856 1514 1767 1856 1512 1767 3526 1520 1767 3053 457 Grp Volume(v), veh/h 54 334 52 242 262 92 13 185 304 172 169 172 Grp Sat Flow(s),veh/h/ln 1767 1856 1514 1767 1856 1512 1767 1763 1520 1767 1763 1747 Q Serve(g_s), s 2.2 15.0 2.4 11.0 11.4 4.5 0.6 3.6 16.3 8.3 6.1 6.3 Cycle Q Clear(g_c), s 2.2 15.0 2.4 11.0 11.4 4.5 0.6 3.6 16.3 8.3 6.1 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 356 374 305 338 355 289 27 851 367 185 583 578 V/C Ratio(X) 0.15 0.89 0.17 0.72 0.74 0.32 0.47 0.22 0.83 0.93 0.29 0.30 Avail Cap(c_a), veh/h 375 393 321 514 540 440 103 1043 450 185 604 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 33.4 28.3 32.5 32.7 29.9 41.9 26.1 30.9 38.1 21.3 21.3 Incr Delay (d2), s/veh 0.2 21.3 0.3 2.8 3.0 0.6 12.1 0.1 10.3 46.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 8.4 0.9 4.7 5.1 1.6 0.4 1.4 6.6 5.8 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 54.6 28.6 35.4 35.7 30.5 54.1 26.2 41.2 84.2 21.5 21.6 LnGrp LOS CDCDDCDCDFCC
Approach Vol, veh/h 440 596 502 513
Approach Delay, s/veh 48.3 34.8 36.0 42.6
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 26.5 23.1 6.3 34.2 22.2
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 25.4 18.2 5.0 29.4 25.0 Max Q Clear Time (g_c+I1), s 10.3 18.3 17.0 2.6 8.3 13.4 Green Ext Time (p_c), s 0.0 1.3 0.3 0.0 1.7 1.9
Intersection Summary
HCM 6th Ctrl Delay 39.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 533 of 747

HCM 6th TWSC Existing PM
2: Poinsettia Ave & Project Dwy 06/26/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 730 513 0 0 0
Future Vol, veh/h 0 730 513 0 0 0
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 793 558 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 568 0 - 0 965 568
Stage 1 - - - - 568 -
Stage 2 - - - - 397 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 996 - - - 266 519
Stage 1 - - - - 564 -
Stage 2 - - - - 646 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 987 - - - 261 514
Mov Cap-2 Maneuver - - - - 390 -
Stage 1 - - - - 558 -
Stage 2 - - - - 640 -

Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)987 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
04/23/2024 PH1 534 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX D
EXISTING + PROJECT PEAK HOUR INTERSECTION

ANALYSIS WORKSHEETS
04/23/2024 PH1 535 of 747

HCM 6th Signalized Intersection Summary Existing + Project AM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/28/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 107 17 337 320 63 25 151 181 76 162 61 Future Volume (veh/h) 30 107 17 337 320 63 25 151 181 76 162 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 38 134 21 382 386 73 28 172 206 84 178 67 Peak Hour Factor 0.80 0.80 0.80 0.86 0.86 0.86 0.88 0.88 0.88 0.91 0.91 0.91 Percent Heavy Veh, %333333333333
Cap, veh/h 224 235 189 497 522 429 53 732 315 108 597 214 Arrive On Green 0.13 0.13 0.13 0.28 0.28 0.28 0.03 0.21 0.21 0.06 0.24 0.24 Sat Flow, veh/h 1767 1856 1492 1767 1856 1525 1767 3526 1515 1767 2499 896 Grp Volume(v), veh/h 38 134 21 382 386 73 28 172 206 84 123 122 Grp Sat Flow(s),veh/h/ln 1767 1856 1492 1767 1856 1525 1767 1763 1515 1767 1763 1632 Q Serve(g_s), s 1.3 4.7 0.9 13.7 13.1 2.5 1.1 2.8 8.6 3.2 4.0 4.3 Cycle Q Clear(g_c), s 1.3 4.7 0.9 13.7 13.1 2.5 1.1 2.8 8.6 3.2 4.0 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 224 235 189 497 522 429 53 732 315 108 421 390 V/C Ratio(X) 0.17 0.57 0.11 0.77 0.74 0.17 0.53 0.23 0.65 0.78 0.29 0.31 Avail Cap(c_a), veh/h 311 327 263 795 835 686 127 1332 573 204 743 687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.0 28.5 26.8 22.8 22.6 18.8 33.1 22.9 25.2 32.1 21.6 21.7 Incr Delay (d2), s/veh 0.4 2.2 0.3 2.5 2.1 0.2 7.9 0.2 2.3 11.3 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.0 0.3 5.4 5.3 0.8 0.5 1.1 3.0 1.6 1.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.4 30.7 27.1 25.4 24.7 19.0 41.0 23.0 27.5 43.4 22.0 22.2 LnGrp LOS CCCCCBDCCDCC
Approach Vol, veh/h 193 841 406 329
Approach Delay, s/veh 29.6 24.5 26.5 27.5
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.2 20.2 14.6 7.1 22.3 25.3
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 8.0 26.2 12.2 5.0 29.2 31.2 Max Q Clear Time (g_c+I1), s 5.2 10.6 6.7 3.1 6.3 15.7
Green Ext Time (p_c), s 0.0 1.5 0.3 0.0 1.2 3.2
Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 536 of 747

HCM 6th TWSC Existing + Project AM
2: Poinsettia Ave & Project Dwy 06/28/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 351 707 5 5 13
Future Vol, veh/h 13 351 707 5 5 13
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 14 382 768 5 5 14

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 783 0 - 0 997 778
Stage 1 - - - - 778 -
Stage 2 - - - - 219 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 827 - - - 254 393
Stage 1 - - - - 450 -
Stage 2 - - - - 794 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 819 - - - 245 389
Mov Cap-2 Maneuver - - - - 353 -
Stage 1 - - - - 438 -
Stage 2 - - - - 786 -

Approach EB WB SB
HCM Control Delay, s 0.3 0 15

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)819 - - - 378
HCM Lane V/C Ratio 0.017 - - - 0.052
HCM Control Delay (s) 9.5 - - - 15
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.2
04/23/2024 PH1 537 of 747

HCM 6th Signalized Intersection Summary Existing + Project PM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/28/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 313 48 271 178 92 12 170 292 154 246 37 Future Volume (veh/h) 50 313 48 271 178 92 12 170 292 154 246 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 54 340 52 252 273 103 13 185 306 186 296 45 Peak Hour Factor 0.92 0.92 0.92 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 Percent Heavy Veh, %333333333333
Cap, veh/h 359 377 308 346 364 296 27 850 366 182 1003 150 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.02 0.24 0.24 0.10 0.33 0.33 Sat Flow, veh/h 1767 1856 1514 1767 1856 1513 1767 3526 1520 1767 3052 457 Grp Volume(v), veh/h 54 340 52 252 273 103 13 185 306 186 169 172 Grp Sat Flow(s),veh/h/ln 1767 1856 1514 1767 1856 1513 1767 1763 1520 1767 1763 1747 Q Serve(g_s), s 2.2 15.6 2.5 11.7 12.1 5.1 0.6 3.7 16.7 9.0 6.2 6.4 Cycle Q Clear(g_c), s 2.2 15.6 2.5 11.7 12.1 5.1 0.6 3.7 16.7 9.0 6.2 6.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 359 377 308 346 364 296 27 850 366 182 579 574 V/C Ratio(X) 0.15 0.90 0.17 0.73 0.75 0.35 0.48 0.22 0.84 1.02 0.29 0.30 Avail Cap(c_a), veh/h 368 387 316 506 531 433 101 1026 442 182 594 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 33.9 28.7 32.9 33.1 30.3 42.6 26.5 31.5 39.1 21.8 21.8 Incr Delay (d2), s/veh 0.2 23.2 0.3 2.9 3.4 0.7 12.2 0.1 11.2 72.2 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 8.9 0.9 5.0 5.4 1.8 0.4 1.5 6.8 7.3 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 57.1 28.9 35.8 36.5 31.0 54.8 26.7 42.7 111.4 22.0 22.1 LnGrp LOS C E CDDCDCDFCC
Approach Vol, veh/h 446 628 504 527
Approach Delay, s/veh 50.4 35.3 37.1 53.6
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 26.8 23.5 6.4 34.5 22.9
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 25.4 18.2 5.0 29.4 25.0 Max Q Clear Time (g_c+I1), s 11.0 18.7 17.6 2.6 8.4 14.1 Green Ext Time (p_c), s 0.0 1.2 0.1 0.0 1.7 2.0
Intersection Summary
HCM 6th Ctrl Delay 43.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 538 of 747

HCM 6th TWSC Existing + Project PM
2: Poinsettia Ave & Project Dwy 06/28/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 730 513 12 12 28
Future Vol, veh/h 29 730 513 12 12 28
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 32 793 558 13 13 30

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 581 0 - 0 1029 568
Stage 1 - - - - 568 -
Stage 2 - - - - 461 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 985 - - - 242 519
Stage 1 - - - - 564 -
Stage 2 - - - - 600 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 976 - - - 229 514
Mov Cap-2 Maneuver - - - - 362 -
Stage 1 - - - - 540 -
Stage 2 - - - - 594 -

Approach EB WB SB
HCM Control Delay, s 0.3 0 13.7

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)976 - - - 456
HCM Lane V/C Ratio 0.032 - - - 0.095
HCM Control Delay (s) 8.8 - - - 13.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
04/23/2024 PH1 539 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX E
EXISTING + CUMULATIVE PROJECTS PEAK HOUR

INTERSECTION ANALYSIS WORKSHEETS
04/23/2024 PH1 540 of 747

HCM 6th Signalized Intersection Summary Existing + Cumulative AM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/26/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 121 32 339 340 84 43 179 180 97 190 75 Future Volume (veh/h) 44 121 32 339 340 84 43 179 180 97 190 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 55 151 40 394 395 98 49 203 205 107 209 82 Peak Hour Factor 0.80 0.80 0.80 0.86 0.86 0.86 0.88 0.88 0.88 0.91 0.91 0.91 Percent Heavy Veh, %333333333333
Cap, veh/h 218 229 184 502 527 433 76 726 312 137 592 222 Arrive On Green 0.12 0.12 0.12 0.28 0.28 0.28 0.04 0.21 0.21 0.08 0.24 0.24 Sat Flow, veh/h 1767 1856 1489 1767 1856 1525 1767 3526 1515 1767 2464 924 Grp Volume(v), veh/h 55 151 40 394 395 98 49 203 205 107 147 144 Grp Sat Flow(s),veh/h/ln 1767 1856 1489 1767 1856 1525 1767 1763 1515 1767 1763 1625 Q Serve(g_s), s 2.0 5.6 1.8 14.9 14.0 3.6 2.0 3.5 9.0 4.3 5.0 5.4 Cycle Q Clear(g_c), s 2.0 5.6 1.8 14.9 14.0 3.6 2.0 3.5 9.0 4.3 5.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.57
Lane Grp Cap(c), veh/h 218 229 184 502 527 433 76 726 312 137 424 391 V/C Ratio(X) 0.25 0.66 0.22 0.79 0.75 0.23 0.64 0.28 0.66 0.78 0.35 0.37 Avail Cap(c_a), veh/h 280 295 236 737 773 636 171 1309 562 220 703 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 30.3 28.6 23.9 23.6 19.9 34.1 24.2 26.4 32.8 22.8 22.9 Incr Delay (d2), s/veh 0.6 3.5 0.6 3.4 2.3 0.3 8.6 0.2 2.3 9.2 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.5 0.6 6.0 5.8 1.2 1.0 1.4 3.1 2.1 1.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 33.8 29.2 27.3 25.9 20.1 42.7 24.4 28.8 42.0 23.3 23.5 LnGrp LOS CCCCCCDCCDCC
Approach Vol, veh/h 246 887 457 398
Approach Delay, s/veh 32.1 25.9 28.3 28.4
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.6 20.7 14.7 8.1 23.2 26.4
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 26.9 11.5 7.0 28.9 30.2 Max Q Clear Time (g_c+I1), s 6.3 11.0 7.6 4.0 7.4 16.9
Green Ext Time (p_c), s 0.1 1.6 0.3 0.0 1.5 3.2
Intersection Summary
HCM 6th Ctrl Delay 27.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 541 of 747

HCM 6th TWSC Existing + Cumulative AM
2: Poinsettia Ave & Project Dwy 06/26/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 398 763 0 0 0
Future Vol, veh/h 0 398 763 0 0 0
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 433 829 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 839 0 - 0 1056 839
Stage 1 - - - - 839 -
Stage 2 - - - - 217 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 788 - - - 233 363
Stage 1 - - - - 421 -
Stage 2 - - - - 796 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 780 - - - 228 360
Mov Cap-2 Maneuver - - - - 337 -
Stage 1 - - - - 417 -
Stage 2 - - - - 788 -

Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)780 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
04/23/2024 PH1 542 of 747

HCM 6th Signalized Intersection Summary Existing + Cumulative PM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/26/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 329 65 264 194 113 31 202 286 173 278 51 Future Volume (veh/h) 66 329 65 264 194 113 31 202 286 173 278 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 72 358 71 258 273 127 34 220 311 208 335 61 Peak Hour Factor 0.92 0.92 0.92 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 Percent Heavy Veh, %333333333333
Cap, veh/h 349 366 299 348 365 298 57 865 373 183 937 168 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.03 0.25 0.25 0.10 0.32 0.32 Sat Flow, veh/h 1767 1856 1513 1767 1856 1513 1767 3526 1521 1767 2960 531 Grp Volume(v), veh/h 72 358 71 258 273 127 34 220 311 208 198 198 Grp Sat Flow(s),veh/h/ln 1767 1856 1513 1767 1856 1513 1767 1763 1521 1767 1763 1729 Q Serve(g_s), s 3.0 16.7 3.4 12.0 12.1 6.4 1.7 4.4 16.9 9.0 7.5 7.7 Cycle Q Clear(g_c), s 3.0 16.7 3.4 12.0 12.1 6.4 1.7 4.4 16.9 9.0 7.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31
Lane Grp Cap(c), veh/h 349 366 299 348 365 298 57 865 373 183 558 547 V/C Ratio(X) 0.21 0.98 0.24 0.74 0.75 0.43 0.60 0.25 0.83 1.14 0.35 0.36 Avail Cap(c_a), veh/h 349 366 299 507 532 434 122 1068 461 183 595 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 34.8 29.5 32.9 32.9 30.7 41.6 26.5 31.2 39.1 22.9 23.0 Incr Delay (d2), s/veh 0.3 40.9 0.4 3.3 3.3 1.0 9.7 0.2 10.4 109.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 11.1 1.2 5.1 5.4 2.3 0.8 1.7 6.8 9.2 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.6 75.7 29.9 36.2 36.3 31.6 51.3 26.6 41.6 148.2 23.3 23.4 LnGrp LOS C E CDDCDCDFCC
Approach Vol, veh/h 501 658 565 604
Approach Delay, s/veh 62.5 35.4 36.3 66.4
Approach LOS E D D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 27.2 23.0 7.8 33.4 23.0
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 26.4 17.2 6.0 29.4 25.0 Max Q Clear Time (g_c+I1), s 11.0 18.9 18.7 3.7 9.7 14.1 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 2.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 49.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 543 of 747

HCM 6th TWSC Existing + Cumulative PM
2: Poinsettia Ave & Project Dwy 06/26/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 788 571 0 0 0
Future Vol, veh/h 0 788 571 0 0 0
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 857 621 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 631 0 - 0 1060 631
Stage 1 - - - - 631 -
Stage 2 - - - - 429 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 944 - - - 232 478
Stage 1 - - - - 527 -
Stage 2 - - - - 623 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 935 - - - 227 473
Mov Cap-2 Maneuver - - - - 361 -
Stage 1 - - - - 522 -
Stage 2 - - - - 617 -

Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)935 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
04/23/2024 PH1 544 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX F
EXISTING + CUMULATIVE PROJECTS + PROJECT PEAK

HOUR INTERSECTION ANALYSIS WORKSHEETS
04/23/2024 PH1 545 of 747

HCM 6th Signalized Intersection Summary Existing + Cumulative + Project AM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/28/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 124 32 344 343 89 43 179 185 102 190 75 Future Volume (veh/h) 44 124 32 344 343 89 43 179 185 102 190 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 55 155 40 400 400 103 49 203 210 112 209 82 Peak Hour Factor 0.80 0.80 0.80 0.86 0.86 0.86 0.88 0.88 0.88 0.91 0.91 0.91 Percent Heavy Veh, %333333333333
Cap, veh/h 215 226 181 505 530 436 76 732 314 143 605 227 Arrive On Green 0.12 0.12 0.12 0.29 0.29 0.29 0.04 0.21 0.21 0.08 0.25 0.25 Sat Flow, veh/h 1767 1856 1488 1767 1856 1525 1767 3526 1515 1767 2464 925 Grp Volume(v), veh/h 55 155 40 400 400 103 49 203 210 112 147 144 Grp Sat Flow(s),veh/h/ln 1767 1856 1488 1767 1856 1525 1767 1763 1515 1767 1763 1626 Q Serve(g_s), s 2.1 5.9 1.8 15.4 14.4 3.8 2.0 3.6 9.4 4.6 5.0 5.4 Cycle Q Clear(g_c), s 2.1 5.9 1.8 15.4 14.4 3.8 2.0 3.6 9.4 4.6 5.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.57
Lane Grp Cap(c), veh/h 215 226 181 505 530 436 76 732 314 143 433 399 V/C Ratio(X) 0.26 0.69 0.22 0.79 0.75 0.24 0.65 0.28 0.67 0.78 0.34 0.36 Avail Cap(c_a), veh/h 276 290 233 725 761 626 168 1288 554 216 692 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 31.0 29.2 24.3 23.9 20.1 34.7 24.5 26.8 33.2 22.9 23.0 Incr Delay (d2), s/veh 0.6 4.6 0.6 3.9 2.6 0.3 8.8 0.2 2.4 10.1 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.7 0.6 6.2 6.0 1.2 1.0 1.4 3.3 2.2 2.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 35.6 29.8 28.2 26.5 20.4 43.5 24.7 29.3 43.3 23.3 23.5 LnGrp LOS CDCCCCDCCDCC
Approach Vol, veh/h 250 903 462 403
Approach Delay, s/veh 33.4 26.6 28.8 28.9
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 21.1 14.7 8.2 23.9 26.8
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 26.9 11.5 7.0 28.9 30.2 Max Q Clear Time (g_c+I1), s 6.6 11.4 7.9 4.0 7.4 17.4
Green Ext Time (p_c), s 0.1 1.6 0.3 0.0 1.5 3.2
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 546 of 747

HCM 6th TWSC Existing + Cumulative + Project AM
2: Poinsettia Ave & Project Dwy 06/28/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 398 763 5 5 13
Future Vol, veh/h 13 398 763 5 5 13
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 14 433 829 5 5 14

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 844 0 - 0 1084 839
Stage 1 - - - - 839 -
Stage 2 - - - - 245 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 785 - - - 224 363
Stage 1 - - - - 421 -
Stage 2 - - - - 771 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 778 - - - 215 360
Mov Cap-2 Maneuver - - - - 327 -
Stage 1 - - - - 409 -
Stage 2 - - - - 763 -

Approach EB WB SB
HCM Control Delay, s 0.3 0 15.9

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)778 - - - 350
HCM Lane V/C Ratio 0.018 - - - 0.056
HCM Control Delay (s) 9.7 - - - 15.9
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.2
04/23/2024 PH1 547 of 747

HCM 6th Signalized Intersection Summary Existing + Cumulative + Project PM 1: Business Park Dr & Lionshead Ave/Poinsettia Ave 06/28/2023 Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 335 65 276 200 123 31 202 298 184 278 51 Future Volume (veh/h) 66 335 65 276 200 123 31 202 298 184 278 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 72 364 71 268 284 138 34 220 297 222 335 61 Peak Hour Factor 0.92 0.92 0.92 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 Percent Heavy Veh, %333333333333
Cap, veh/h 349 367 299 358 376 307 57 842 363 183 918 165 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.03 0.24 0.24 0.10 0.31 0.31 Sat Flow, veh/h 1767 1856 1513 1767 1856 1514 1767 3526 1520 1767 2960 531 Grp Volume(v), veh/h 72 364 71 268 284 138 34 220 297 222 198 198 Grp Sat Flow(s),veh/h/ln 1767 1856 1513 1767 1856 1514 1767 1763 1520 1767 1763 1729 Q Serve(g_s), s 3.0 17.0 3.4 12.4 12.5 7.0 1.7 4.4 16.1 9.0 7.6 7.8 Cycle Q Clear(g_c), s 3.0 17.0 3.4 12.4 12.5 7.0 1.7 4.4 16.1 9.0 7.6 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31
Lane Grp Cap(c), veh/h 349 367 299 358 376 307 57 842 363 183 547 536 V/C Ratio(X) 0.21 0.99 0.24 0.75 0.76 0.45 0.60 0.26 0.82 1.21 0.36 0.37 Avail Cap(c_a), veh/h 349 367 299 508 533 435 122 1070 461 183 596 584 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 34.8 29.4 32.6 32.7 30.4 41.5 26.9 31.3 39.0 23.3 23.4 Incr Delay (d2), s/veh 0.3 44.9 0.4 3.8 3.8 1.0 9.6 0.2 8.9 136.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 11.6 1.2 5.3 5.7 2.5 0.8 1.8 6.4 10.6 3.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.5 79.7 29.8 36.4 36.5 31.5 51.2 27.0 40.2 175.1 23.7 23.8 LnGrp LOS C E CDDCDCDFCC
Approach Vol, veh/h 507 690 551 618
Approach Delay, s/veh 65.6 35.4 35.6 78.1
Approach LOS E D D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 26.6 23.0 7.8 32.8 23.4
Change Period (Y+Rc), s 5.0 5.8 5.8 5.0 5.8 5.8
Max Green Setting (Gmax), s 9.0 26.4 17.2 6.0 29.4 25.0 Max Q Clear Time (g_c+I1), s 11.0 18.1 19.0 3.7 9.8 14.5 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 2.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 04/23/2024 PH1 548 of 747

HCM 6th TWSC Existing + Cumulative + Project PM
2: Poinsettia Ave & Project Dwy 06/28/2023
Business Park & Poinsettia Car Wash Synchro 11 Report
3-23-3766 Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 788 571 12 12 28
Future Vol, veh/h 29 788 571 12 12 28
Conflicting Peds, #/hr 10 0 0 10 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - 150 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 32 857 621 13 13 30

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 644 0 - 0 1124 631
Stage 1 - - - - 631 -
Stage 2 - - - - 493 -
Critical Hdwy 4.145 - - - 6.645 6.245
Critical Hdwy Stg 1 - - - - 5.445 -
Critical Hdwy Stg 2 - - - - 5.845 -
Follow-up Hdwy 2.2285 - - -3.52853.3285
Pot Cap-1 Maneuver 933 - - - 211 478
Stage 1 - - - - 527 -
Stage 2 - - - - 578 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 924 - - - 200 473
Mov Cap-2 Maneuver - - - - 335 -
Stage 1 - - - - 503 -
Stage 2 - - - - 572 -

Approach EB WB SB
HCM Control Delay, s 0.3 0 14.5

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)924 - - - 421
HCM Lane V/C Ratio 0.034 - - - 0.103
HCM Control Delay (s) 9 - - - 14.5
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
04/23/2024 PH1 549 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX G

SERVICE RATE QUEUING INFORMATION

04/23/2024 PH1 550 of 747

04/23/2024 PH1 551 of 747

04/23/2024 PH1 552 of 747

04/23/2024 PH1 553 of 747

04/23/2024 PH1 554 of 747

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3766 Business Park & Poinsettia Car Wash
N:\3766 - Quick Quack Car Wash\Report\3766.LTS_Appendix.doc

APPENDIX H

BUS ROUTE MAP AND SCHEDULE

04/23/2024 PH1 555 of 747

142 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
Destinations/Destinos
• Vista Business Park
• Kaiser Permanente
• Rancho Buena Vista High School
• Madison Middle School
• Vista Courthouse
• Target
• Walmart
M-F • SA
L-V • SÁ
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332 Vista to Buena Creek SPRINTER Station via Vista Business Park Vista a la Estación Buena Creek de SPRINTER vía Vista Business Park 04/23/2024PH1 556 of 747

143Guía de Pasajeros del NORTH COUNTY TRANSIT DISTRICT
Monday - Friday
Eastbound to Buena Creek
Lunes a Viernes • Dirección hacia el este a Buena Creek Vista
Transit
Center
Melrose Dr.
&
Longhorn Dr.

Park Center Dr.
&
Business Park Dr.

La Mirada Dr. &
Poinsettia Ave.

Shadowridge Dr.
&
Watson Way
Buena Creek

SPRINTER
Station
1 2 3 4 5 6
4:36 4:43 4:49 4:55 – 5:05a
5:06 5:13 5:20 5:26 – 5:36
5:36 5:43 5:50 5:56 – 6:07
6:06 6:14 6:22 6:28 – 6:39
6:36 6:44 6:52 6:59 – 7:10
7:06 7:18 7:28 7:35 7:42 7:51
7:36 7:48 7:58 8:05 8:12 8:21
8:06 8:17 8:27 8:33 8:39 8:48
8:36 8:46 8:54 9:00 9:06 9:15
9:06 9:16 9:24 9:30 9:36 9:45
9:36 9:46 9:54 10:00 10:06 10:15
10:06 10:16 10:24 10:30 10:36 10:45
10:36 10:46 10:54 11:00 11:06 11:15
11:06 11:16 11:24 11:30 11:37 11:47
11:36 11:46 11:54 12:00 12:07 12:17p
12:06 12:16 12:24 12:30 12:37 12:47
12:36 12:47 12:55 1:01 1:08 1:18
1:06 1:17 1:25 1:31 1:38 1:48
1:36 1:47 1:55 2:02 2:09 2:19
2:06 2:17 2:25 2:32 2:39 2:49
2:36 2:47 2:55 3:02 3:09 3:21
3:06 3:17 3:25 3:32 3:39 3:54
3:36 3:47 3:55 4:02 4:09 4:24
4:06 4:17 4:25 4:32 4:39 4:54
4:36 4:47 4:55 5:02 5:09 5:23
5:06 5:17 5:24 5:31 5:38 5:52
5:36 5:46 5:53 5:58 – 6:10
6:06 6:16 6:23 6:28 – 6:40
6:36 6:46 6:53 6:58 – 7:10
7:06 7:15 7:22 7:27 – 7:39
7:36 7:45 7:52 7:57 – 8:09
8:06 8:15 8:22 8:27 – 8:39
9:06 9:15 9:22 9:27 – 9:37
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos Route 332 does not operate on Sundays or when a Sunday schedule is operated.

See page 6 (Holiday Transit Schedule) for details.

La ruta 332 no opera los domingos ni cuando haya programado un horario de domingo. Consulte la pág. 270 (calendario de tránsito para días festivos) para obtener más detalles.
332 Vista to Buena Creek SPRINTER Station via Vista Business Park Vista a la Estación Buena Creek de SPRINTER vía Vista Business Park 04/23/2024PH1 557 of 747

144 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos Monday - Friday
Westbound to Vista
Lunes a Viernes • Dirección hacia el oeste a Vista
Buena Creek

SPRINTER
Station
Shadowridge Dr.
&
Watson Way
La Mirada Dr.
&
Poinsettia Ave.

Park Center Dr.
&
Business Park Dr.

Melrose Dr.
&
Longhorn Dr.

Vista
Transit
Center
7 6 5 4 2 1
5:20 – 5:28 5:34 5:42 5:51a
5:49 – 5:57 6:03 6:12 6:21
6:19 – 6:27 6:33 6:42 6:51
6:45 6:50 6:56 7:03 7:12 7:21
7:13 7:18 7:24 7:31 7:41 7:51
7:42 7:47 7:54 8:00 8:10 8:21
8:14 8:19 8:26 8:32 8:40 8:51
8:44 8:49 8:56 9:02 9:10 9:21
9:15 9:20 9:26 9:32 9:40 9:51
9:45 9:50 9:56 10:02 10:10 10:21
10:15 10:20 10:26 10:32 10:40 10:51
10:45 10:50 10:56 11:02 11:10 11:21
11:15 11:20 11:26 11:32 11:40 11:51
11:44 11:50 11:56 12:02 12:10 12:21p
12:13 12:19 12:25 12:31 12:39 12:51
12:43 12:49 12:55 1:01 1:09 1:21
1:13 1:19 1:25 1:31 1:39 1:51
1:43 1:49 1:55 2:01 2:09 2:21
2:13 2:19 2:25 2:31 2:39 2:51
2:39 2:45 2:52 2:58 3:08 3:21
3:07 3:13 3:20 3:26 3:36 3:51
3:38 3:44 3:51 3:58 4:08 4:21
4:09 4:15 4:21 4:28 4:38 4:51
4:42 4:48 4:53 5:00 5:09 5:21
5:12 5:18 5:23 5:30 5:39 5:51
5:47 – 5:56 6:02 6:09 6:21
6:18 – 6:26 6:32 6:39 6:51
6:49 – 6:57 7:03 7:10 7:21
7:19 – 7:27 7:33 7:40 7:51
7:49 – 7:57 8:03 8:10 8:21
8:22 – 8:30 8:36 8:43 8:51
9:22 – 9:30 9:36 9:43 9:51
Route 332 does not operate on Sundays or when a Sunday schedule is operated.

See page 6 (Holiday Transit Schedule) for details.

145Guía de Pasajeros del NORTH COUNTY TRANSIT DISTRICT
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos Route 332 does not operate on Sundays or when a Sunday schedule is operated.

See page 6 (Holiday Transit Schedule) for details.

La ruta 332 no opera los domingos ni cuando haya programado un horario de domingo. Consulte la pág. 270 (calendario de tránsito para días festivos) para obtener más detalles.

Saturday & Sunday
Westbound to Vista
Sábado y Domingo • Dirección hacia el oeste a Vista
Buena Creek

SPRINTER
Station
La Mirada Dr.
&
Poinsettia Ave.

Park Center Dr.
&
Business Park Dr.

Melrose Dr.
&
Longhorn Dr.

Vista
Transit
Center
7 5 4 2 1
6:54 7:01 7:06 7:13 7:21a
8:22 8:30 8:35 8:43 8:51
9:49 9:57 10:02 10:10 10:21
11:19 11:27 11:32 11:40 11:51
12:49 12:57 1:02 1:10 1:21p
2:19 2:27 2:32 2:40 2:51
3:51 3:59 4:04 4:11 4:21
5:21 5:29 5:34 5:41 5:51
7:22 7:30 7:34 7:41 7:51
Saturday & Sunday
Eastbound to Buena Creek
Sábado y Domingo • Dirección hacia el este a Buena Creek Vista
Transit
Center
Melrose Dr.
&
Longhorn Dr.

Park Center Dr.
&
Business Park Dr.

La Mirada Dr.
&
Poinsettia Ave.

Buena Creek

SPRINTER
Station
1 2 4 5 7
6:06 6:13 6:19 6:25 6:33a
7:36 7:44 7:50 7:56 8:04
9:06 9:16 9:23 9:29 9:38
10:36 10:46 10:53 10:59 11:09
12:06 12:17 12:24 12:29 12:39p
1:36 1:47 1:54 1:59 2:09
3:06 3:16 3:23 3:28 3:38
4:36 4:46 4:53 4:58 5:08
6:06 6:16 6:22 6:27 6:36
332 Vista to Buena Creek SPRINTER Station via Vista Business Park Vista a la Estación Buena Creek de SPRINTER vía Vista Business Park 04/23/2024PH1 559 of 747

PLANNING COMMISSION

STAFF REPORT

PUBLIC HEARING
March 5, 2024
P23-0298
REQUEST: Request for a Special Use Permit and a Site Development Plan to construct and operate a 3,363 square foot drive-through car wash to include vacuum stations and associated site improvements on approximately one-acre of vacant land located at the northeast corner of Business Park Drive and Poinsettia Avenue (APN 221-661-03-00) APPLICANT: Newmark Merrill Companies, Inc.

RECOMMENDATION: Adopt Resolution 2024- , granting a Special Use Permit and a Site Development Plan to construct and operate a
3,363 square foot drive-through car wash to include
vacuum stations and associated site improvements on
approximately one-acre of vacant land located at the
northeast corner of Business Park Drive and Poinsettia
Avenue (APN 221-661-03-00)
LOCATION: The project site is located on the northeast corner of Business Park Drive and Poinsettia Avenue, in the southern portion of the City (APN 221-661-03-00) (see Exhibit 2)
LAND AREA: The lot size is 43,266 square feet, which is approximately one acre.

KEY ISSUES: Does the proposed project comply with applicable goals and objectives of the General Plan?
Does the proposed project comply with applicable City Development Code standards and Specific Plan requirements (Vista Business Park Specific Plan Use Area “A” including, but not limited to, setbacks, parking, landscaping, and signs)?
Can the findings be made to grant a Special Use Permit, inclusive of a Site Development Plan, to allow a drive-through car wash facility? I.SITE AND PROJECT DESCRIPTION
A.Site Description
The subject site is triangular in shape and encompasses an area of approximately one acre of vacant land. The subject site is located at the northeast corner of Poinsettia Avenue and Business Park Drive. The site has been previously graded, gently slopes up from east to west. Site elevation ranges from 475 to 466 feet above mean sea level (MSL). 03-05-24 PH 2 1 of 129
Exhibit 2
04/23/2024 PH1 560 of 747
EXHIBIT 2

Adjacent land uses include a Target store beyond a descending slope to the north, a carwash to the west across Business Park Drive, an industrial development to the east across Poinsettia Avenue, and a retail center to the south across Business Park Drive. The General Plan land use designation for the subject property is General Commercial (GC), and the zoning designation on the property is Vista Business Park Specific Plan Use Area “A”. A car wash business can be permitted in the Vista Business Park Specific Plan Use Area “A” Zone upon the granting of a Special Use Permit.

B.Project Description
The proposed project consists of a Special Use Permit, inclusive of a Site Development Plan, to develop a 3,363 square foot drive-through car wash.

The project includes grading, construction of the proposed car wash and vacuum stations, and construction of all required off-site right of way improvements. The submitted site plan indicates the proposed 3,363 square foot drive-through car wash building would be centrally located on the site and parallel to the southern property line, set back approximately 57.5 feet from the Poinsettia Avenue right-of-way and approximately 60 feet from the Business Park Drive right-of-way. The car wash building would contain a 22 foot 8 inch wide by 108 foot long automated wash tunnel as well as supporting equipment rooms, and employee lounge with restroom. The site will also maintain a 249 square employee station referred to as a Quarterback” station.

According to the submitted project description, customers will have the opportunity to utilize nine covered vacuum stations after they exit the car wash. The number and location of the vacuum stalls have been strategically placed to provide the customer with convenient vacuum facilities. Payment for the car wash service will be accepted by an employee at each queuing lane entrance. Hours of operation are generally from 7:00 a.m. to 9:00 p.m. daily. Business operations require a minimum of two to three employees on- site at all times. One employee will man the point of sale to assist customers with transactions. The second employee will be located inside the carwash tunnel guiding customers into the tunnel.

The proposed car wash building would be a one-story structure reaching a maximum height of 29 feet to the top of the tower elements. The proposed architectural style of the building is a Quick Quack Car Wash prototype design featuring split-face and honed masonry block as well as stucco finish.

The proposed building design includes a horizontal parapet with raised tower elements featuring stucco projections at the entrance and exist of the car wash building. Other architectural features include metal canopies, metal reveals, decorative fascia, and storefront windows. The building would conform to all applicable requirements for ADA accessibility.

Access to the project site would be provided via a 32-foot-wide driveway along Poinsettia Avenue. Interior vehicular access would be provided by a 14-foot-wide queuing lane and 26-foot-wide drive aisle providing access to 03-05-24 PH 2 2 of 12904/23/2024 PH1 561 of 747

on-site parking/vacuum facilities. Parking on the site would consist of nine spaces that are serviced by self-service vacuum stations and covered by a canopy system that is integrated within the vacuum stations/systems as well as three standard parking spaces. Vehicular access to the car wash tunnel is taken through a separate queuing lane located at the rear of the site. The car wash queuing lane leads customers to two pay lanes and continues to the entrance of the car wash tunnel.

Landscaping would cover 9,856 square feet of the subject parcel, which equates to approximately 23 percent of the site. New landscape materials would consist of a combination of evergreen and deciduous trees, shrubs, and groundcovers. Other site improvements would include covered trash/recycling enclosures, a 5-foot-wide concrete walkway spanning from Poinsettia Avenue into the site, and a plantable retaining wall along the northern edge of the building site.

A.Zoning/Existing Land Use
Subject property: Vista Business Park Specific Plan Area “A” / Vacant land Surrounding properties:

North: Vista Business Park Specific Plan Area “A” / Target East: Vista Business Park Specific Plan Area “B” / industrial South: Vista Business Park Specific Plan Area “A” / shopping center
West: Vista Business Park Specific Plan Area “A”/ carwash D.General Plan Land Use Designation
Subject property: GC – General Commercial
Surrounding property:

North: GC – General Commercial
East: RLI – Research Light Industrial
South: GC – General Commercial
West: GC – General Commercial
E.Environmental Review
The proposed project is exempt from environmental review under State CEQA Guidelines Section 15332 - In-Fill Development Projects, which is a Class 32 categorical exemption. The proposed car wash project meets the following five conditions of Class 32 exemptions: (a) it would be consistent with the applicable designations and policies of the City's General Plan and Zoning Ordinance; (b) it would be developed within City limits on a site no more than five acres that is substantially surrounded by urban uses; (c) the project site does not contain any habitat for endangered, rare or threatened species; (d) approval of the project would not result in significant effects related to traffic, noise, air quality, or water quality; and (e) the site is adequately served by all required public utilities and services.

The applicant undertook technical reports to verify the project would not 03-05-24 PH 2 3 of 12904/23/2024 PH1 562 of 747

result in any significant effects to the surrounding environment including: a Biological Investigation prepared by Alden Environmental, Inc.; Noise Study prepared by Salem Engineering, Inc.; Air Quality, Greenhouse Gas, and Energy Impact Assessment prepared by Salem Engineering, Inc.; Local Transportation Study prepared by Linscott Law and Greenspan; and a Storm Water Quality Management Plan prepared by Kimley-Horn and Associates, Inc. The conclusions within these reports confirmed the project will not generate significant impacts to traffic, noise, air quality, water quality, and habitat for endangered, rare or threatened species.

II.ANALYSIS
A.Special Use Permit
The City’s Vista Business Park Specific Plan Development Code requires consideration of a Special Use Permit in order to allow a car wash facility in the Use Area “A” zone. The intent of the Special Use Permit process is to minimize potential impacts generated by a car wash. Specific design features and operational restrictions have been included in the project or required as Conditions of Approval to minimize potential impacts. These design features and operational restrictions include: a substantial landscape setback along the northern, eastern, and western property boundary to provide an appropriate buffer between the subject site and the adjacent commercial/industrial uses; architectural enhancements on all four elevations of the building; and limited hours of operation for the facility. These design features, in association with operation restrictions within the attached Conditions of Approval, will ensure compatibility between the proposed project and the adjacent surrounding land uses.

The proposed drive-through car wash queuing lane includes stacking room that would accommodate 11 vehicles before the pay area and six additional vehicles between the pay station and the car wash tunnel, based on queueing spaces 18 feet in length (as per the Development Code), which staff believes is adequate for the proposed use. The proposed driveway along Poinsettia Avenue will provide appropriate vehicular access to accommodate successful on-site circulation movements. With the site improvements proposed, staff believes that the proposed drive-through car wash facility would meet the findings for a Special Use Permit and be compatible with the surrounding development.

B.Site Development Plan
The proposed drive-through car wash building and associated site improvements would comply with all applicable development standards within the Development Code including circulation, access, landscaping, parking, and building design. The proposed drive-through car wash buildings would occupy 3,812 square feet of the 43,266 square feet available on the project site, which equates to less than nine percent of the overall site. Drive aisles, the drive-through lane, and on-site parking would occupy approximately 68 percent of the site. Most of the remaining site area is proposed to be landscaped. At one-story in height, the proposed structure and associated onsite improvements comply with the setback and building 03-05-24 PH 2 4 of 12904/23/2024 PH1 563 of 747

height standards and limitations of the applicable zone (Vista Business Park Specific Plan).

Architecture: The proposed architectural style is described as a Quick Quack Car Wash prototype design featuring split-face and honed masonry block and stucco finish exterior complemented with a horizontal parapet, tower elements, metal canopies, metal reveals, decorative fascia, and storefront windows. Staff believes that this design will integrate with the surrounding commercial uses while complementing new industrial development within the area. Therefore, staff supports the proposed architectural elevations included in Exhibit B to Exhibit 1. The combination of architectural details, colors, and materials, combined with the placement of the building and strategic landscaping would significantly improve the aesthetic quality of the subject parcel. Overall, staff believes the project would result in a significant improvement to the aesthetic quality of the adjacent thoroughfares, consistent with General Plan land use policies.

Landscape Compliance: As described in the project description, proposed landscaping would cover 9,856 square feet of the subject parcel, or 23 percent of the site, which exceeds the City’s minimum requirement of 15 percent of the overall site for commercial and industrial uses. The proposed landscape improvements have been designed to successfully integrate with the building design while improving the visual image of the site along Business Park Drive and Poinsettia Avenue. Therefore, the project would meet the City’s landscape coverage requirements and improve the blighted site to meet current standards for landscape quality.

Parking: Onsite parking must be provided in accordance with the Development Code standards relating to this type of proposed use. Pursuant to Section 18.54.050 of the Development Code, automated car wash uses require a total of 10 parking spaces. The proposed Site Development Plan provides 12 on-site parking spaces in compliance with the Development Code. Nine on-site spaces are equipped with self-service vacuum stations and covered by a canopy system that is integrated within the vacuum stations/systems.

Noise: Potential noise impacts associated with the proposed project are primarily related to construction activities as well as future vehicle and operational noise associated with the proposed car wash. However, there are no noise sensitive land uses (i.e. residential) in the project vicinity. Typical noise associated with operation of the proposed project would include intermittent vehicular traffic entering the site, car wash tunnel operations, and a central vacuum system.

The City has incorporated by reference the provisions of San Diego County Noise Control Ordinance. Section 36.408 states that, except for emergency work, it shall be unlawful for any person to operate or cause to be operated, construction equipment between 7 p.m. and 7 a.m. or on a Sunday or holiday. Section 36.409 states that, “except for emergency work, it shall be 03-05-24 PH 2 5 of 12904/23/2024 PH1 564 of 747

unlawful for any person to operate construction equipment or cause construction equipment to be operated, that exceeds an average sound level of 75 decibels for an eight-hour period, between 7 a.m. and 7 p.m., when measured at the boundary line of the property where the noise source is located or on any occupied property where the noise is being received”. In addition, Section 36.410 limits construction noise to a peak of 82 dB near residential properties.

An Acoustical Assessment Report was prepared for the project by Salem Engineering Group, Inc. dated November 28, 2023. Based on the results of the Acoustical Assessment Repot, project plus ambient noise level projections at commercial and industrial land uses will increase the ambient noise level by up to 1 dB decibels. However, the project noise levels are below the City’s noise limits. The complete Acoustical Assessment report is included as an attachment to this staff report. (See Exhibit 3).

C. Public Policy Consideration:

1. General Plan Conformance: The General Plan designation for the project site is General Commercial (GC). This land use designation allows for uses such as community shopping centers, restaurants, automotive services, and car wash facilities; therefore, the proposed drive-through car wash is consistent with the General Plan. Further, the project would improve a blighted site located along a major thoroughfare in accordance with General Plan policies.

2. Zoning Conformance: The Vista Business Park Specific Plan Use Area “A” zone allows for car wash facilities upon granting of a Special Use Permit. Therefore, if the Planning Commission approves the applicant’s request for a Special Use Permit, inclusive of the Site Development Plan, the proposed drive-through car wash business would be consistent with the land uses permitted in the Vista Business Park Specific Plan. Staff recommends that the Planning Commission make the findings for a Special Use Permit and Site Development Plan, as included in Exhibit 1.

III. REQUIRED FINDINGS:

The draft findings for approval of the Special Use Permit, inclusive of a Site Development Plan, for a new 3,363 square-foot drive-through car wash facility are included in Exhibit 1.

IV. CONCLUSION AND RECOMMENDATION:

Staff recommends granting the Special Use Permit, inclusive of a Site Development Plan, for the drive-through car wash facility because the project is well designed, attractive, and compatible with the existing development in the area.

03-05-24 PH 2 6 of 12904/23/2024 PH1 565 of 747

Respectfully submitted,
Michael Ressler
Principal Planner
EXHIBITS:

1.Resolution 2024- , granting a Special Use Permit and a Site Development Plan to construct and operate a 3,363 square foot drive-through car wash to include vacuum stations and associated site improvements on approximately one-acre of vacant land located at the northeast corner of Business Park Drive and Poinsettia Avenue (APN 221-661-03-00), with Exhibits A and B
A.Conditions of Approval
B.Project Plans

2. Project Location Map

3.Acoustical Assessment Report dated November 28, 2023

4.Large scale plans – limited distribution
03-05-24 PH 2 7 of 12904/23/2024 PH1 566 of 747

PLANNING COMMISSION RESOLUTION NO. 2024-

A RESOLUTION OF THE PLANNING COMMISSION OF THE CHARTERED

CITY OF VISTA, CALIFORNIA, GRANTING A SPECIAL USE PERMIT AND A SITE DEVELOPMENT PLAN TO CONSTRUCT AND OPERATE A 3,363

SQUARE FOOT DRIVE-THROUGH CAR WASH TO INCLUDE VACUUM

STATIONS AND ASSOCIATED SITE IMPROVEMENTS ON

APPROXIMATELY ONE-ACRE OF VACANT LAND LOCATED AT THE

NORTHEAST CORNER OF BUSINESS PARK DRIVE AND POINSETTIA
AVENUE (APN 221-661-03-00)
APPLICANT: Newmark Merrill Companies, Inc. PLANNING CASE NO. P23-0298 The Planning Commission of the City of Vista does resolve as follows:

1.Findings. The Planning Commission hereby finds and declares the following:

A.The applicant, Newmark Merrill Companies, Inc., has submitted an application for a Special Use Permit and a Site Development Plan to construct and operate a 3,363 square foot drive-through car wash to include vacuum stations and associated site improvements on approximately one-acre of vacant land located at the northeast corner of Business Park Drive and Poinsettia Avenue (APN 221-661-03-00); B.On March 5, 2024, the Planning Commission held a duly noticed public hearing on the request to grant the Special Use Permit and Site Development Plan on a property generally described as follows:

A one-acre parcel of vacant land located on the northeast corner of Business Park Drive and Poinsettia Avenue, and also identified as Assessor’s Parcel Number 221-661-03-00;
C.Following the decision of the Planning Commission, the Special Use Permit, inclusive of a Site Development Plan, including the Conditions of Approval attached as Exhibit “A”, may be appealed to the City Council by March 18, 2024. All appeals shall consist of a letter setting forth the reason for the appeal along with the appeal fee of $665.21 pursuant to Development Code Section 18.04.150; D.If no appeal is filed, the decision of the Planning Commission shall become final on March 19, 2024;
E.The proposed project is exempt from environmental review under State CEQA Guidelines Section 15332 - In-Fill Development Projects, which is a Class 32 categorical exemption. The proposed car wash project meets the following five conditions of Class 32 exemptions: (a) it would be consistent with the applicable designations and policies of the City's General Plan and Zoning Ordinance; (b) it would be developed within City limits on a site no more than five acres that is substantially surrounded by urban uses; (c) the project site does not contain any habitat for endangered, rare or threatened species; (d) approval of 03-05-24 PH 2 8 of 12904/23/2024 PH1 567 of 747

the project would not result in significant effects related to traffic, noise, air quality, or water quality; and (e) the site is adequately served by all required public utilities and services.

F.At the public hearing staff reports both written and oral were received in evidence, and all persons desiring to speak on the project were heard. At the conclusion of said hearing, after consideration of all evidence presented, the Planning Commission made certain findings and reached a decision on the project as hereinafter set forth.

2.Action.

A.The above recitations are true and correct.

B.The Planning Commission makes the following findings regarding the request for a Special Use Permit for the drive-through carwash:

1. The proposed use is consistent with the General Plan and any applicable specific plan for the following reason:

The General Plan land use designation for the project site is General Commercial (GC). The GC designation allows for uses such as community shopping centers, restaurants, automotive services, and car wash facilities. A Special Use Permit has been requested for a drive-through car wash facility, and conditions of approval are attached to this resolution to ensure compliance with the City’s Development Code, Vista Business Park Specific Plan, and other requirements. With implementation of the Conditions of Approval (included as Exhibit A), the project would be consistent with the General Plan and the GC land use designation.

2. The proposed use, in the manner to be conducted, is permitted in the applicable zone and will conform to applicable federal, state, and local laws or regulations for the following reason:

The project site is zoned Vista Business Park Specific Plan Use Area “A”, which permits a broad range of commercial uses by right and requires a Special Use Permit for car wash facilities. The applicant has requested a Special Use Permit and staff has included Conditions of Approval to regulate the design and use of the drive-through car wash facility to ensure compatibility with the surrounding development. With approval of a Special Use Permit, the proposed drive-through car wash would be a permitted commercial use; therefore, the project would be consistent with the applicable zoning designation.

3.The site for the proposed use has a size that is sufficient to reasonably accommodate the planned activities and will be served by existing infrastructure and utilities sufficient to serve the neighborhood, inclusive of the proposed use, for the following reason:

The project site is 43,762 square feet in size and the proposed drive- through car wash buildings would occupy 3,812 square feet (9 percent) of the site area; parking would occupy 2,870 square feet of the site (7 percent) and landscaping would 03-05-24 PH 2 9 of 12904/23/2024 PH1 568 of 747

occupy 9,856 square feet (approximately 23%) of the site; therefore, the site is of sufficient size to accommodate the proposed use. The project site is adjacent to public streets to the south and west, and nearby utilities and services are currently available to the project sight and to the surrounding area; therefore, the existing infrastructure and utilities are sufficient to serve the surrounding development inclusive of the proposed project.

4.The design, location, size, and operating characteristics of the proposed use will be compatible with the existing and planned land uses in the vicinity for the following reasons:

The project has been designed to complement the existing commercial and industrial development within the near vicinity by incorporating a combination of features including decorative CMU block, stucco, metal fascia, and metal awnings. The new drive-through development would include landscape areas designed to enhance the project design, while complying with the city’s landscape ordinance requirements. Also, the proposed land use (drive-through car wash) is compatible and consistent with adjacent retail commercial and industrial land uses, as well as similar land uses in the surrounding vicinity.

5. The proposed use, at its location, will provide the neighborhood and/or city with a service or facility that will contribute to its general welfare for the following reason:

The proposed drive-through car wash is conveniently located along a relatively busy commercial corridor along Business Park Drive to the west and Poinsettia Avenue to the south. There are several residential areas in the nearby vicinity of the subject site that will also benefit from the services to be provided by this development. Therefore, the proposed use will provide an additional car wash option that will contribute to the general welfare of the surrounding community and residents.

6.The proposed use, and its operation, will not be unduly detrimental to: (i) the health, safety or general welfare of persons residing or working in the vicinity; (ii)property or improvements in the vicinity; or (iii) the fiscal or economic interests of the City of Vista for the following reasons:

The proposed drive-through car wash would not create a nuisance to surrounding properties because it was designed to operate within the parameters of the site improvements, would integrate with the traffic flow within the existing area, and would provide adequate stacking to maintain safe traffic operations. Further, detailed Conditions of Approval as described in Exhibit A are included to ensure safe operations, site security, and compatibility with surrounding land uses.

C.The Planning Commission makes the following findings with regard to the request for a Site Development Plan to develop a new drive-through car wash and associated site improvements. The project would comply with:

1.All applicable elements of the General Plan, Development Code regulations, Design Review Manual, including the community’s goals and objectives as 03-05-24 PH 2 10 of 12904/23/2024 PH1 569 of 747

established by said documents, and other applicable City codes, ordinances and policies, state laws and applicable safety codes.
i.The General Plan land use designation for the project site is General Commercial (GC), allows for uses such as community shopping centers, restaurants, automotive services, and carwash facilities. Approval of the requested Special Use Permit and Site Development Plan, and the associated project conditions, to construct a drive-through car wash that will serve the residents and commuters in the area, ensures that the proposed project is consistent with the General Plan. ii.The Vista Business Park Specific Plan Use Area “A” Zone establishes the development standards applicable to new construction. Consistent with this requirement, the application is being reviewed for conformity with the City’s development standards and Specific Plan requirements. The applicant has requested a Special Use Permit and Site Development Plan for a drive-through car wash.

Conditions of Approval, as described in Exhibit A, have been prepared for the project to regulate the design and use of the drive-through facility and to ensure compatibility with the surrounding development. With approval of a Special Use Permit, the proposed drive-through car wash would be a permitted commercial use; therefore, the project would be consistent with the applicable Vista Business Park Specific Plan Use Area “A” Zone.
iii.The proposed project is consistent with the requirements of the Design Review Manual because the building design is compatible with existing buildings and development in the surrounding area and incorporates the use of various materials, colors, and architectural enhancements. The architectural design would reflect a modern design with a mixture of textures and finishes. The proposed building materials would incorporate decorative CMU block, stucco, and metal accents. Other architectural features include metal awnings and tower elements which further differentiate the visual planes on all four elevations of the proposed structure. iv.All construction on the site will be required to conform to the applicable building and safety regulations.

2. The Specific conditions of approval that have been levied as a result of any previous discretionary approval(s); examples of which include, but are not limited to the following: subdivision map, specific plan, special use permit, etc. i.There are no specific conditions from previous discretionary approvals that would conflict with the proposed Site Development Plan. The project will be subject to new conditions of approval applicable to the current request for approval of a Special Use Permit and Site Development Plan to construct and operate a 3,363 square-foot drive-through car wash.

3. The proposed project, as conditioned, includes the required on- and off-site improvements to implement the purpose and intent of the Development Code and the City’s design and development standards.
i.The proposed project provides adequate parking,
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stormwater treatment facilities, wet and dry utilities, and other associated facilities to accommodate the proposed land use onsite in accordance with the Development Code standards.
ii.The design of the proposed drive-through building includes articulated building elevations with enhanced features and materials in accordance with the City’s design standards. The Conditions of Approval in Exhibit A require that the construction drawings and building elevations conform to Exhibit B, and any proposed modifications would require staff review to ensure that the intent of the City’s design standards are met.
iii.All required on- and off-site improvements are either included in the project design or imposed as Conditions of Approval in Exhibit A.

D.In view of the necessary findings heretofore made, and considering the applicable law, the decision of the Planning Commission is to grant a Special Use Permit and Site Development Plan to construct and operate a 3,363 square-foot drive- through car wash on approximately one-acre of vacant land located on the northeast corner of Business Park Drive and Poinsettia Avenue (APN 221-661-03-00), a copy of which is attached hereto as Exhibit B, subject to the Conditions of Approval in Exhibit A to this Resolution.

E.Failure to abide by and faithfully comply with any and all conditions of approval included in Exhibit A shall constitute grounds for revocation of the approvals by the Planning Commission.

F.The applicant must execute a written acceptance of these Conditions of Approval no later than thirty (30) days after the permit is approved or the permit shall become null and void.
[Continued next page]
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3.Adoption. PASSED AND APPROVED at a regular meeting held on the 5th day of March, 2024, by the Vista Planning Commission by the following vote:

AYES: COMMISSIONERS:

NOES: COMMISSIONERS:

ABSENT: COMMISSIONERS:

ABSTAIN: COMMISSIONERS:

RICHARD ROSALER, CHAIRMAN
APPROVED AS TO FORM:

Walter Chung, City Attorney
By:

ATTEST:

Secretary
By:

Exhibits:

A.Conditions of Approval
B.Project Plan
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03-05-24 PH 2 14 of 12904/23/2024 PH1 573 of 747

EXHIBIT “A”

CONDITIONS OF APPROVAL
P23-0298

QUICK QUACK CAR WASH
A. SCOPE OF PROJECT
A Special Use Permit and Site Development Plan to construct and operate a 3,363 square foot drive-through car wash facility to include vacuum stations and associated site improvements on approximately one-acre of vacant land located at the northeast corner of Business Park Drive and Poinsettia Avenue (APN 221-661-03-00), subject to these Conditions of Approval. The building and site improvements shall be as shown on Exhibit “B”, as modified by Exhibit “A”.

B. APPLICABLE REGULATIONS
Where not otherwise specified, this project shall be subject to the regulations of the City of Vista Municipal Code and Development Code, as well as other applicable local, state, and federal regulations.

C.PHASING OF SITE DEVELOPMENT PLAN/SPECIAL USE PERMIT

1.The project may not be phased and must be constructed consistent with Exhibit “B.”
D.EXPIRATION OF SPECIAL USE PERMIT/SITE DEVELOPMENT PLAN

1.This Special Use Permit and Site Development Plan shall expire at 11:59 p.m. on the first anniversary of the date of adoption of this Resolution unless a building permit is issued in accordance with Exhibit “B.”

2.Two 1-year extensions may be granted by the City Planner.

3.All construction shall be completed by the third anniversary of the date of adoption of this Resolution.

4.A notice of land use restriction shall be recorded against the deed of the property stating that the facility is subject to all conditions of this Resolution.

E.VIOLATION OF CONDITIONS

1. Should significant violations of conditions be reported to the City, the City may take action pursuant to Sections 18.74.280 of the Development Code.

F.FINAL SITE DEVELOPMENT PLAN

1.Prior to the issuance of any grading or building permits for the project, representatives of the Planning Division, Land Development Engineering, Fire, and Public Works Departments shall sign a final Site Development Plan. The Site Development Plan shall not be signed until all conditions precedent to issuance of a grading or building permit have been completed. 03-05-24 PH 2 15 of 12904/23/2024 PH1 574 of 747

2. The final Site Development Plan shall consist of Exhibit “B,” as modified by Exhibit “A.”

3. The final Site Development Plan shall show compliance with all conditions and other applicable regulations.

G.SHERIFF’S DEPARTMENT

1.Control access to facilities such as public restrooms.

2.All aluminum doors are to be fitted with steel inserts at the lock receptacles.

3.Panic hardware on all exit doors to be of the "push-bar" type.

4.Emergency exits shall be self-closing, self-locking, and alarmed.

5.Double entry doors should be fitted with 3-point locking hardware, with push- bars, as consistent with Fire Department requirements.

6.All secondary exits shall be solid core doors featuring hinge-pin removable deterrence. Secondary exit doors shall have latch guards at least 12 inches in length protecting the locking bolt area. Latch guards shall be of minimum 0.125- inch-thick steel, affixed to the exterior of the door with non-removable bolts, and attached so as to cover the gap between the door and the doorjamb for a minimum of six (6) inches both above and below the area of the latch.

7.All outward opening exterior doors to be provided with hinge stud kits, welded hinges, or setscrew hinge pins.

8.Windows adjacent to doors shall be located on the hinge side of the door, rather than the lock side, and shall be fitted with embedded wire mesh.

9.Install vandal-resistant glazing or affix shatter-resistant film to glass panes.

10.Landscaping shall be of the type and situated in locations so as to maximize observation, while providing the desired degree of aesthetics. Minimize the use of plantings with foliage or screening between 36 inches and 8 feet above grade.

11.Eliminate all means of gaining unauthorized access to building roofs (standpipes, ladders, fences, landscaping, etc.). Secure exterior roof access ladders with locked ladder covers.

12.Eliminate places of concealment (structures, plantings, or other landscape features greater than 30 inches in height) within ten feet of walkways.

13.Secure all skylights or install an interior grid to prevent intrusion. 03-05-24 PH 2 16 of 12904/23/2024 PH1 575 of 747

14.Install LED lighting throughout the project. Activation of exterior lighting shall be either by a photocell or a time clock with battery back-up. Luminaire location and mounting height, fixture type, and lamp intensity must be carefully selected to optimize light distribution and minimize glare. Luminaires shall have vandal resistant fixtures, if accessible, or be not less than eight (8) feet in height from ground level.

15.Darkness, together with unfamiliar surroundings, can incite strong feelings of insecurity. To provide a sense of security, possible hiding places and dense shadows must be minimized by the placement of appropriate lighting fixtures.

Walkway lights should have enough peripheral distribution to illuminate the immediate surroundings. Vertical light distribution over a walkway should overlap at a height of at least seven feet (2 meters) so that visual recognition of other pedestrians is maintained.

16.Install additional secure, non-removable trash receptacles near the building.

17.Design public amenities to discourage misuse. For example, shape benches to be comfortable for sitting, but not for sleeping. Secure all skylights or install interior grid to prevent intrusion. Use graffiti-resistant paint/materials or anti- graffiti coatings on walls, tables, chairs, benches, light poles, signs, etc.

18.Avoid design features that can be easily vandalized. Avoid blank facades at street level. Use color and texture to variegate walls. Use vines, thorny plants along walls and fences to make access more difficult and prevent graffiti.

Exterior wall surfaces adjacent to public rights-of-way must be graffiti resistant:
keystone construction, variegated split- face block, planted with vines or overhanging growth, protected by a minimum three feet wide hedge of "security plants" or similar, or some combination of the foregoing.

19.Consider installation of alarms, cameras, intrusion detectors, intercoms, etc. to protect and control all entrances and exits, including service, loading and unloading, fire, roof, and attic. Make systems visible to potential intruders.

20.Secure electrical service access panel(s).

H. ENGINEERING INFORMATION AND CONDITIONS

1. General
a.Except for the access points shown on the Site Development Plan, vehicular access rights to Poinsettia Avenue and Business Park Drive shall be relinquished to the City from all abutting lots.
b.Prior to acceptance of any building plans, the grading and public improvement plan sets shall be submitted to Land Development Division for the plan check.

Prior to issuance of any building permits, the public improvement plans shall be approved by the Land Development Engineer and bonded for. 03-05-24 PH 2 17 of 12904/23/2024 PH1 576 of 747

c.The approval of the project shall not mean that closure, vacation, or abandonment of any public street, right of way, easement, or facility is granted or guaranteed to the applicant. Section 66434(g) or 66445(j) of the Government Code may be applied at the discretion of the City Engineer. If not applied, the applicant is responsible for applying for all closures, vacations, and abandonments as necessary. The application(s) for such actions shall be reviewed and approved or rejected by the City under separate process per codes, ordinances, and policies in effect at the time of the application.
d.Where proposed off-site improvements, including but not limited to slopes, public utility facilities, and drainage facilities, are to be constructed, the applicant shall, at his own expense, obtain all necessary easements or other interests in real property and shall dedicate the same to the City as required.

The applicant shall provide documentary proof satisfactory to the City that such easements or other interest in real property have been obtained prior to the approval of the public improvement plan. Additionally, the City, may at its sole discretion, require that the applicant obtain at his sole expense a title policy insuring the necessary title for the easement or other interest in real property to have vested with the City of Vista or the applicant, as applicable.

2.Grading
a.A precise grading and private improvement plan shall be prepared, reviewed, secured and approved along with building pad certification prior to the issuance of any building permits. The grading plan shall be prepared by a California Registered Civil Engineer. The plan shall reflect all pavement, flatwork, drainage devices, utility services, landscaped areas, special surfaces, curbs, gutters, walls, medians, striping, signage, streetlights, and footprints of all structures. Parking lot striping and any on-site curbs shall be shown on Precise Grading. An erosion control plan shall be submitted along with the plan set for the site. The Precise Grading and including Private Improvements shall be prepared to the satisfaction of the City Engineer and shall:

1.Include a topographic map prepared by a Registered Civil Engineer or a Licensed Land Surveyor. The topographic map shall indicate property lines, topographic features and existing and/or proposed structures. Said map shall include two-foot contour lines and/or sufficient spot elevations to clearly represent existing and proposed topographical features, and existing and proposed drainage patterns. Survey shall extend minimum 25 feet beyond limits of work. Said map shall also show entire property boundary including any assumed found monuments, and bearings and distances based on record information.

2.Include a grading cost estimate for review, based on the San Diego County’s Unit Price List. These cost estimates should be separated 03-05-24 PH 2 18 of 12904/23/2024 PH1 577 of 747

into Private Grading and improvements, Erosion Control and Public improvements.

3.Depict the limits of grading and provide at least two cross sections through the property and typical edge condition sections.

4.Drainage facilities shall be designed and installed to adequately accommodate the local storm water runoff and shall be in accordance with the City's Development Code and as approved by the City Engineer. Drainage facilities shall include an onsite detention facility to attenuate the peak flows resulting from a 100- year storm event down to a level equal to or less than the pre- development flow.

5.Include mitigation measures and project modifications as recommended in the required Geotechnical Report prepared for the project.

6.Depict the location of existing or proposed easements within the property boundary.

7.Depict the existing, or proposed, sewer and water mains and laterals serving the proposed structure.

8.The following note shall be added to the plans if shoring is required for retaining walls and structure construction: “Unless a shorter duration is recommended by the geotechnical engineer, the proposed temporary shoring shall remain for no longer than 60 calendar days. At the conclusion of the originally allotted time, 30- day extensions may be obtained if acceptable to the City Engineer and the project geotechnical consultant. At the conclusion of the permitted time period, the temporary shoring shall be replaced with an approved permanent structure in accordance with the structural and geotechnical engineer’s recommendation.”. The shoring plan shall be submitted to the Building Division concurrently with the grading plan first submittal.

9.Any retaining wall along the right-of-way or adjacent property boundary shall be depicted in the Grading Plan in both plan and profile for reference. A retaining-wall plan shall be submitted to the City Building Division and retaining wall permit shall be obtained from the Building Division.
b.The owner/developer shall obtain any necessary permits and clearances from all public agencies having jurisdiction over the project due to its type, size, or location, including but not limited to the U. S. Army Corps of Engineers, California Department of Fish & Game, U. S. Fish and Wildlife Service and/or San Diego Regional Water Quality Control Board (including NPDES), San Diego County Health Department, prior to the issuance of grading permits.
c.This project shall provide year-round erosion control including measures for the site required for the phasing of grading. Prior to the issuance of grading permit, an erosion control plan, designed for all proposed stages 03-05-24 PH 2 19 of 12904/23/2024 PH1 578 of 747

of construction, shall be reviewed, secured by the owner/developer with cash securities and approved by the City Engineer. Additionally, the owner/developer shall:

1.Utilize sediment controls only as a supplement to erosion prevention for keeping sediment on-site during construction. The sediment controls shall not be utilized as a single or primary erosion prevention method.

2.Clear and grade only the areas on the project site that are necessary for construction. These areas shall be clearly denoted in the plans.

3.Submit a schedule to the City for review and approval, with proposed dates, demonstrating the minimization of grading during the wet season and coinciding the grading with dry weather periods, permanent revegetation and landscaping as early as feasible, temporary stabilization and reseeding of disturbed soil areas as early as feasible.
d.The drainage design on the Site Plan is conceptual only. The final design shall be based upon a hydrologic/hydraulic study to be approved by the City Engineer during final engineering. All drainage collected in an underground system shall remain underground until it is discharged into an approved MS4 system, or as otherwise approved by the City Engineer.

All public storm drains including profile shall be shown on plan set. All storm drain easements shall be dedicated where required. The owner/developer shall be responsible for obtaining any off-site easements for storm drainage facilities, if required. Public storm drains, water lines and sanitary sewer profiles shall be on separate sheets. e.Prior to granting occupancy, the Engineer of record must submit “As-Built” drawings to construction inspector assigned to his project for final approval. Following construction completion, the project engineer shall inspect as-built improvements. Significant discrepancies, if any, between the approved plans and as-built conditions shall be brought to the attention of the City Inspector and Land Development Engineer. The Inspector will review the “As-Built” drawings, sign and return them to the Engineer of work and return them to the contractor and request that the following be submitted:

1.A PDF of the approved plan with changes in red and bubbled on the plan set shall be submitted to the Land Development Division for review and inspection.

2.Once As-Builts changes are approved by the City, the original plan set shall be amended to reflect those changes.

3.One scanned Tiff Image of the signed as-built plans on a flash drive (400DPI Black and White or 300 DPI Gray Scale tiff image).

4.One copy of the auto-cad base drawings consisting of complete 03-05-24 PH 2 20 of 12904/23/2024 PH1 579 of 747

project in model space in a defined coordinate system NAD83 (California, Zone VI, FEET) and NGVD29.

f. The owner/developer shall monitor, supervise, and control all construction and construction-supportive activities, to prevent these activities from causing a public nuisance, including but not limited to, insuring strict adherence to the following:

1. Dirt, debris and other construction material shall not be deposited on any public street or within the City’s storm water conveyance system.

2. All grading and related site preparation and construction activities shall be limited to the hours of 7 AM to 5 PM, Monday through Friday, and from 8 AM to 4 PM on Saturdays. No Engineering related construction activities shall be conducted on Sundays or legal holidays unless written permission is granted by the City Engineer with specific limitations on the working hours and types of permitted operations. All on-site construction staging areas shall be as far as possible (minimum 100 feet) from any existing residential development. Because construction noise may still be intrusive in the evening or on holidays, the City’s Noise Ordinance also prohibits any disturbing, excessive, or offensive noise which causes discomfort or annoyance to reasonable persons of normal sensitivity.

3. The construction site shall accommodate the on-site parking of all motor vehicles used by persons working at or providing deliveries to the site.

4. A separate Grading Plan shall be submitted and approved, and a separate Grading Permit issued for any off-site borrowing or disposal site, if located within City limits. An Encroachment Permit will be required to identify the haul route proposed for this purpose.

If the borrowing or disposal site is located outside of the City, the owner/developer shall provide evidence of receipt of required permits/authorizations. A haul route shall be submitted and approved by the City Engineer.

5. A log documenting the dates of hauling and the number of trips (i.e. trucks) per day shall always be available on the job site.

6. The owner/developer shall identify a construction
manager/superintendent and provide a telephone number for any inquiries or complaints from residents regarding construction activities. The telephone number shall be posted at the site readily visible to any interested party during site preparation, grading, and construction.

7. There shall be no staging of hauling trucks on any streets adjacent to the project, unless specifically approved as a condition of an approved haul route.

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g. The perpetuation of survey monuments is required and intended to protect both public and private property rights in accordance with federal and state law. Monument perpetuation shall be performed with every Grading Plan and Street Improvement Plan. A land surveyor shall, upon completion of Grading Plan, or new improvements within the right-of-way, reset any monuments that have been destroyed due to the construction of the project and must file a post-construction Corner Record or Record of Survey with the County Surveyor.

h. The grading for the project shall be performed under the observation of a Registered Civil/Geotechnical Engineer whose responsibility shall be to coordinate site inspection and testing to ensure compliance with the approved Grading Plan.

i. It is the responsibility of the owner/developer to evaluate and determine that all soil imported as part of this development is free of hazardous and/or contaminated material as defined by the city and the County of San Diego Department of Environmental Health. Exported or imported soils shall be properly screened, tested, and documented regarding hazardous contamination.

3. Geotechnical
a. Prior to any grading of any part of the project, a comprehensive soils and geologic investigation shall be conducted of the soils, slopes, and formations of the project. All necessary measures shall be taken and implemented to assure slope stability, erosion control, and soil integrity.

No grading shall occur until a detailed grading plan, to be prepared in accordance with the Development Code, is approved by the City Engineer. The report required herein shall:

1. Include all standard information as required by the City’s Grading Ordinance.

2. Evaluate existing site constraints.

3. Evaluate potential effect of proposed construction on nearby slopes, public right-of-way, and neighboring properties.

4. Include a geotechnical evaluation of the long-term stability of proposed slopes.

5. Provide any mitigation measures as necessary.

6. Include the preparation of field tests to be performed at the site during construction, to ensure that field conditions are suitable for the approved construction. The results of such tests may necessitate revisions to the project with such revisions subject to review by the appropriate City entities.

7. Provide recommendations for back-cuts for the construction of retaining walls and possible soil nail wall. These recommendations shall include a time limit that the back-cuts can remain in place either creating a stable backfill or completing construction of the 03-05-24 PH 2 22 of 12904/23/2024 PH1 581 of 747

approved retaining walls.

8. If temporary shoring is required, the geotechnical consultant shall provide necessary geotechnical parameters and recommendations, including maximum cuts and time limits.

9. Address the feasibility of long-term infiltration of stormwater runoff onsite, and if subdrains will be required for any proposed infiltration BMPs.

4. Improvements
a. All public improvements are required for this development shall be under construction to the satisfaction of the City Engineer prior to the issuance of the first building permit, excluding retaining wall permits. All public improvements including wet utilities, underground conversion of overhead utilities (if required) shall be completed prior to issuance of any Certificate(s) of Occupancy.

b. Public improvements for this development shall be prepared and submitted by a California Registered Civil Engineer for plan check and approval of the City Engineer.

c. The owner/developer shall construct a new 5-foot-wide sidewalk, curb and gutter along the entire property frontage with Poinsettia Avenue and Business Park Drive, together with and new pedestrian ramp, and other improvements as deemed necessary by the City Engineer. Sidewalk improvements shall comply with ADA requirements. A separate cost estimate is required for the work within the public right-of-way.

d. Business Park Drive shall be improved with a 10 feet parkway including landscape and 5 feet PCC sidewalk as depicted on the civil plans, along the property frontage. The street pavement shall be improved with Type II slurry seal full width, along the property frontage.

e. Poinsettia Avenue shall be improved with a 10 feet parkway including landscape and 5 feet PCC sidewalk extending to the existing driveway ADA curb ramp to the east and west, along the property frontage. The street pavement shall be improved with 2-inch grind and overlay, half of paved street plus 12 feet, along the property frontage.

f. Prior to public improvement plan approval, a restriping plan for Poinsettia Avenue along the property frontage shall be provided to the City Engineer and the City Traffic Engineer for approval. The restriping plan along the property frontage shall accommodate 5 feet bike lanes in both directions.

As part of the public improvement plan, provide a signage and striping plan showing all existing and proposed signs and striping to implement the restriping needed to accommodate the bike lanes on Poinsettia Avenue. The city has an AutoCAD template sheet for signage and striping plans, which includes border & title and notes.
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g. A traffic control plan and right of way encroachment permit is required for any construction work within the City right of way. Traffic control devices shall be built to City standards and as required by the City Engineer and the Traffic Engineer.

h. Sight distance requirements at the proposed driveway along Poinsettia Avenue, and at the northeast corner of Poinsettia Avenue and Business Park Drive, shall conform to the Cal Trans intersectional sight distance criteria. Landscaping features such as slopes, fencing, retaining walls, trees, shrubs, and signage shall be designed to conform to the Cal Trans sight distance criteria.

i. The design and construction of all improvements shall be in accordance with the City of Vista standard plans and requirements and subject to approval by the City Engineer.

j. Public and private sidewalks and hardscape designated as “ADA path of travel” shall comply with ADA requirements.

k. Any existing broken pavement, concrete curb, gutter or sidewalk or any damaged during construction along the frontage of the project, shall be repaired or replaced as directed by the City Engineer.

l. Pavement sections for all driveways and parking areas shall be based upon approved soil tests and traffic indices. The pavement design is to be prepared by the owner/developer's soil engineer and must be approved by the City Engineer, prior to paving.

m. All new extension services for the development of the project, including but not limited to, electrical, cable and telephone, shall be placed underground per City Code requirements and as required by the City Engineer and current City policy.

n. The City of Vista does not provide water service for projects within our city limits. A separate submittal and/or permits, fees, bonds, agreements, and other conditions may be required to be attained by Vista Irrigation District.

o. If required, the plan check and inspection for private water lines by a third party shall be paid for by the owner/developer as part of the Engineering review, plan approval and construction process.

5. Dedications and Improvements
a. Prior to grading permit issuance, a Public Utility Easement shall be dedicated accommodating a 5 feet PCC sidewalk along the project frontage with Business Park Drive as depicted on the civil plans and recorded per separate document by the owner/developer.
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6. Stormwater
a. The owner/developer shall prepare and submit an Operations & Maintenance (O&M) Plan to the Engineering Division with the first submittal of engineering plans. The O&M Plan shall be prepared by the owner/developer’s Civil Engineer. As part of the Storm Water Quality Management Plan (SWQMP), O&M Plan shall be directly based on the project’s approved SWQMP. The O&M Plan shall be approved by the Land Development Division prior to approval of precise grading plans. At a minimum the O&M Plan shall include the designated responsible parties to manage the storm water Best Management Practices BMPs, employee’s training program and duties, operating schedule, maintenance frequency, routine service schedule, specific maintenance activities, copies of resource agency permit, and any other necessary elements. An easement shall be granted to the City for inspection of post-construction treatment control BMPs as needed.

b. The owner/developer shall enter into a City-Standard Stormwater Facilities Maintenance Agreement with the City obliging the future owner(s) to maintain, repair and replace the storm water BMPs identified in the project’s approved SWQMP, as detailed in the O&M Plan into perpetuity. The Agreement shall be approved by the City Attorney and shall be recorded at the County Recorder’s Office prior to issuance of any precise grading permit.

c. At a minimum, maintenance agreements shall require the staff training, inspection and maintenance of all BMPs on an annual basis. The project proponent shall complete and maintain O&M forms to document all maintenance activities. Parties responsible for the O&M plan shall retain records at the subject property for at least 5 years. These documents shall be made available to the City for inspection upon request at any time.

d. The Agreement shall include a copy of executed onsite and offsite access easements necessary for the operation and maintenance of BMPs that shall be binding on the land throughout the life of the project to the benefit of the party responsible for the O&M of BMPs, until such time that the storm water BMP requiring access is replaced, satisfactory to the City Engineer.

e. The project shall provide a separate sheet as part of the grading plan showing all construction BMPs required. This construction BMP sheet shall be phased as needed and required by the City of Vista, alterations and or updated plans may be required during construction. Additional BMP’s when requested by the City of Vista shall be implemented at least before the next rain event or within 48 hours of request whichever comes first.
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f. The BMPs described in the project’s approved SWQMP shall not be altered in any way, shape, or form without formal approval by the project’s final approving authority at a public City hearing, any modifications to the stormwater basins that alters the parking, landscaping, and building configuration will require Planning Department approval and associated review fees. A hearing may be required for the approval of the project.

g. This project will be required to implement post construction BMPs in accordance with the City of Vista BMP Design Manual and the San Diego Regional Water Quality Control Board (SDRWQCB) MS4 permit reissued as order no R9-2013-0001. A separate sheet shall be provided as part of the grading plan that indicates all site design, source control and treatment control BMP’s. It shall show construction level details for all BMP’s as required by the City Engineer.

h. All post construction BMPs shall be surveyed by a professional land surveyor. A written certification signed and stamped by the Civil Engineer of record shall be submitted prior to final inspection and occupancy release. The certification shall include language that the civil engineer has personally visited the site and confirms the BMPs as constructed are in conformance with the approved SWQMP and Hydrology & Hydraulics reports and that all water quality requirements have been satisfied.

i. The owner/developer shall apply for and obtain a WDID permit number (facility identification number) which will be noted on the grading plan for proposed development.

j. The development shall comply with all applicable regulations established by the United States Environmental Protection Agency (USEPA) as set forth in the National Pollutant Discharge Elimination System (N.P.D.E.S.) permit requirements for urban runoff and storm water discharge and any regulations adopted by the City pursuant to the N.P.D.E.S. regulations or requirements. Further, the owner/developer is required to file a Notice of Intent with the State Water Resources Control Board to obtain coverage under the N.P.D.E.S. General Permit for Storm Water Discharges Associated with Construction Activity and implement a Storm Water Pollution Prevention Plan (SWPPP) concurrent with the commencement of grading activities. SWPPPs shall include construction pollution prevention and pollution control measures. The owner/developer shall comply with all the provisions of the State of California Clean Water Program during and after all phases of the development process, including but not limited to: mass grading, rough grading, construction of street, landscaping improvements, and construction of onsite structures.

k. Prior to issuance of Development Permits, the applicant shall submit a Priority SWQMP for City review and approval that addresses the 03-05-24 PH 2 26 of 12904/23/2024 PH1 585 of 747

following:
i. Control the post-development peak storm water run-off discharge rates and velocities to maintain or reduce pre-development downstream erosion.
ii.. Conserve natural areas.
iii.. Minimize pollutants of concern from urban runoff through implementation of source control BMPs.
iv. Remove pollutants of concern from urban runoff through implementation of structural BMPs.
v. Avoid directly connected impervious areas where feasible. vi. Protect slopes and channels from eroding.
vii. Include storm drain stenciling and signage.
viii. Include properly designed trash storage areas.
ix. Identify affected receiving water bodies.
x. Include an exhibit that clearly shows the limits and quantities of impervious area in both the pre and post development conditions.

l. A detailed stormwater harvest and use evaluation shall be completed to conclusively determine the feasibility of using captured onsite stormwater runoff for wet season car washing.

7. Miscellaneous
a. Traffic control during the construction of streets which have opened to public travel shall be in accordance with construction signing, marking and other protection as required by the State Department of Transportation (CalTrans) Traffic Manual.

b. Water improvements are separately approved by and bonded with the Vista Irrigation District prior to approval of the grading plan. Please submit with VID concurrently to avoid project delays.

c. A Right-of-Way permit shall be required prior to commencement of any work within the City right-of-way.

I. SANITATION DEPARTMENT

1. The proposed Commercial development project is within the City of Vista Sewer Service Area V35(193) as determined by the current ‘2017-Sewerage Master Plan’ and the ‘Sewer Facility Maps’. And the proposed density is in compliance with the current General Plan and zoning requirements. Therefore, the Project proposed sewer capacity is within the allowable sewer capacity and available for these parcels as determined by the current ‘2017-Sewerage Master Plan’.

2. The peak sewer capacity estimate for this project, based on the Site Development Plan submittal dated November - 2023 , will be calculated based on the current City of Vista Municipal Codes.

3. Developer shall obtain a ‘Sewer Discharge’ permit from the City of Vista, and pay all related fees and charges, prior to obtaining a Building permit. Commitment to provide 03-05-24 PH 2 27 of 12904/23/2024 PH1 586 of 747

sewer services is made by the District’s Board and/or City Council, and is subject to compliance with Sewer District’s conditions, terms, rules, and regulations, posting required securities/bonds, and payment of all pertinent fees and charges.

4. An existing 10-inch VCP (Dwg-3009, 1988-Yr) public sewer main along Business Park Drive is available for connection.

5. Developer shall install an 8-inch ‘private’, PVC, SDR35 (GREEN) sewer lateral into the site to provide sewer service to the proposed commercial development. The lateral pipe shall be designed to maintain a self-cleaning velocity of a minimum of two feet per second (2 fps) to avoid deposition of solids and odor. Otherwise, maintain a minimum

1.00% slope. Plan and profile are required to be included as part of the civil plans.

6. Developer shall reconstruct the existing sewer manhole #V35.193 to accept the proposed private 8-inch lateral from the carwash building. Reconstruction of the manhole shall be per current city standards. NOTE, CONNECTION OF THE

PROPOSED PRIVATE SEWER LATERAL INTO ANOTHER SEWER MANHOLE WILL NOT BE PERMITTED.

7. The Trash Enclosure Surface area may drain or discharge into a public sewer system.

Installation of a private separate dedicated sewer lateral is required.

8. Construction Sewer Improvement Plans (‘PRIVATE AND PUBLIC’) are to be designed and prepared by a Registered Professional Civil Engineer, per Public Standards and/or as directed by the City Engineer.

9. Construction and inspection of the ‘private’ sewer main/lateral is to be done per Public Standards and/or as directed by the City Engineer, including Pre- & Post-CCTV inspection. Add note to the Plans. All (6-in or larger) sewer pipes are to be inspected by the City of Vista Engineering Inspector. All work done without proper inspection will be rejected. Add note to the Plans.

10. The Construction Grading and Improvement Plan As-Built Signature blocks shall include a sanitation signature block for review/approval of the as-builts as noted below.

11. ‘Sewer Pipe Sizing Calculation’ Report is required and is to be prepared by an experienced and qualified Ca. Registered Engineer. A signed and stamped report is to be submitted for review and approval of the sanitation engineer. Calculations to be “AS BUILTS”

PROJECT ENGINEER___________________ ___________
RCE ___________ EXP __________ DATE

REVIEWED BY:

INSPECTION: ___________________ DATE: ___________

SANITATION: ___________________ DATE: ___________

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done both ways – with and without the water recycling system. The ‘Sewer Pipe Sizing Calculations Report’ is limited to the on-site proposed private sewer lateral.

12. Unless otherwise noted, ALL proposed sewer facilities within this project are ‘PRIVATE’, and shall be labeled as such on the plans. All sewer manhole covers shall have “PRIVATE SEWER” cast into the lid, unless otherwise noted.

13. Developer to request a VID Water Supply report for this site – provide copy to the sanitation engineer for review.

14. Developer to provide a 3-year water meter readings from another similar carwash facility.

15. Developer shall prepare, file, execute, and record a ‘Private Sewer Facility Maintenance’ Agreement.

16. Two (2) water meters (min) are required to be installed and labeled separately. One separate, individual, dedicated water meter for interior commercial/domestic use and for the carwash operation use. Another separate, individual, dedicated water meter for landscape irrigation use. Note: The separate irrigation meter requirement was included as part of a state mandate regarding the City’s Water Efficient Landscape Ordinance. There is no opportunity for variance regarding this issue.

17. Construction Grading, Improvement Plans and Building Plans should be sent to EWA for review, comments, and approval. A copy of EWA responses should be sent to Sanitation Engineering for review. The applicants and/or occupants of the building are required to contact the Encina Wastewater Authority (EWA) to apply and obtain an ‘Industrial Wastewater Discharge’ Permit. EWA may require the construction of monitoring or testing sewer discharge facilities, other discharge control devices. The application and any preliminary discharge conditions may be acquired from the EWA at:
6200 Avenida Encinas, CA. 92011; 760.438
3941; website: http://www.encinajpa.com ,

18. As a minimum, installation of an adequately sized sand/grease/oil interceptor is required. Also, installation of a water recycling system is required for the carwash operation.

19. The Restroom and the Trash Enclosure plumbing shall connect downstream of the proposed recycling system and the proposed oils/sand/grease interceptor.

20. As part of the SWRCB Order No. 2006-003DWQ and the City of Vista Sewer System Management Plan (SSMP), developer is to prepare and file an ‘Operations and Maintenance (O&M) Plan, which should include a Sewer Spill Prevention Plan (SSPP).

The O&M Plan is to be prepared by an experienced and qualified Ca. Registered Engineer. The report is to be signed, stamped, and submitted to the sanitation engineer for review and approval.

21. The Construction Grading and Improvement Plan As-Built Signature blocks shall include a sanitation signature block for review/approval of the as-builts as noted below. 03-05-24 PH 2 29 of 12904/23/2024 PH1 588 of 747

22. All Construction Landscape Plans should be on City approved AutoCAD Templates similar to the Grading Plans CAD templates available at the city website. As a minimum, the Title Sheet is to be in City of Vista approved format and it shall have a Sanitation Conflict Review block for sanitation’s signature, and an As-Built block signature for sanitation’s review/inspection and signature.

23. Statewide General Discharge Requirements for Sanitary Systems Compliance:

Developer is to comply with the SWRCB requirements to prevent Sanitary Sewer Overflows (SSOs) and Spills. Compliance can be met by complying with the conditions and requirements noted above, and by performing the required pre- and post-CCTV inspection, and installing approved sewer manholes.

24. For questions regarding sewer design and/or these sanitation terms, requirements, and/or conditions, please, contact Mr. Tony Tirado, P.E, at 1.760.643.5432, or email:
[email protected],
J. FIRE DEPARTMENT CONDITIONS AND REQUIREMENTS

1. Fire Department Access
a. All fire access roadways must be maintained unobstructed and drivable by fire apparatus throughout the construction process. If the roadway becomes undrivable, a Stop Work Order may be issued until access is restored.

b. Any gate or barrier across a fire access roadway whether manual or automatic, must meet Vista Fire Department standards and have specific plans reviewed and approved prior to installation.

c. Fire access roadways are required to within 150 feet hose line pull of all portions of exterior walls of every building. The minimum unobstructed paved width is 24 feet.

2. Street Address Numbers/Signs
Permanent three-dimensional street numbers, minimum 12" in height, shall be provided at approved locations, visible from either direction of approach.

3. Hydrants & Waterlines
If any hydrants are taken out of service, the Fire Marshal's office shall be notified in advance and the hydrants clearly marked OUT OF SERVICE per department

ENCINA WASTEWATER AUTHORITY (EWA)

REVIEWED BY:

EWA ENGINEER: ______________ RCE: _________ DATE:
________
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policies.

4. Extinguishers
Fire extinguishers are to be provided at exits and at additional approved locations. Fire Department policies, California Fire Code and State Fire Marshal regulations (CCR Title 19) shall be met.

5. Building Access
Knox-Vault 4400 series emergency access key box is required at the building, with specific mounting location approved by VFD prior to construction of walls.

Recessed mount is required. Premises keys for all building areas (grand master system keys) labeled with approved key tags identifying the door or area served, shall be provided for the box. The building owner or occupant shall provide replacement keys whenever locks are changed. (Application and processing through Fire Marshal's office.)

6. Fire Sprinklers
a. All structures built on the subject property are required to have fire sprinkler systems meeting NFPA 13 standard, latest edition and local VFD sprinkler policy.

b. All Building Plan framing and floor plan pages shall include the following statement in bold type:

"BUILDING SHALL NOT BE ENCLOSED UNTIL FIRE DEPARTMENT
APPROVES FIRE SPRINKLER HYDROSTATIC TEST."

K. VISTA UNIFIED SCHOOL DISTRICT INFORMATION AND CONDITIONS The applicant must mitigate the impact of this development before a building permit is issued. Fees may be paid at the Vista Unified School District Office, 1222 Arcadia Avenue, Vista, California, 92084 between the hours of:

Monday through Thursday 9 a.m. to 1 p.m.

Monday through Thursday 1 p.m. to 4 p.m. by appointment only Fridays 9 a.m. to 4 p.m. by appointment only
Appointments can be made by telephone at 760-726-2170 ext. 2893 or 2820.

L. BUILDING AND STRUCTURAL INFORMATION AND CONDITIONS

1. All construction and designs are to comply with the model codes adopted by the City of Vista at the time permit applications are filed, and a complete set of construction documents are submitted for plan check.

2. Provide accessible features per the requirements of chapter 11B of the California building code.

3. The trash enclosure must be on an accessible path of travel.

4. An accessible path from the main building to the public way must be provided. 03-05-24 PH 2 31 of 12904/23/2024 PH1 590 of 747

5. The project must comply with the Electrical Vehicle charging station per the requirements of the California Green Building Code.

6. A soil report prepared by a licensed geotechnical engineer must be provided for this site.

M. VISTA IRRIGATION DISTRICT

1. Totally within the Vista Irrigation District.

2. Payment to the Vista Irrigation District for this Water Availability Letter has not been made and will be due when payment for all other processing fees are made.

3. All Grading and Improvement plans are required to be submitted to District for review and approval, including all City/County conditioned offsite improvements that are required in proximity to existing waterlines. All offsite improvements must be disclosed to the District and may require waterline replacement or relocation due to resulting encroachments.

4. One or more of the following requirements apply in order for the District to supply water to this project:
i. A public waterline extension
ii. Installation of a reduced pressure detector assembly (RPDA) to serve your private system
iii. Installation of water facilities off existing District Waterlines(s) iv. All lots being created must be adjacent to a public water main and served through individual water meter(s) and/or RPDA(s).

5. District Blanket Easement No. C35 encumbers the property.

6. An existing District waterline crosses or is adjacent to the land being developed (see-attached plat) and should be shown on the construction drawings. These waterlines may need to be replaced or relocated due to the grading operations or project configuration.

7. Service is not being provided via existing water meters. Additional meters or water facilities may be needed.

8. This project is subject to payment of the District’s Capacity Fee as well as the San Diego County Water Authority’s Capacity Charge at the time application is made for water service.

9. A complete hydraulic analysis and design study will be required to determine available domestic service pressures, fire flow availability, on-site and/or off-site system improvements required to serve the project. The owner is to contact the District’s Engineering Department to make arrangements for the study.
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10. When the required fire flow amount and fire hydrant locations are known, the developer and his engineer must meet with District staff to discuss water service to the site.

11. The District’s water system design criteria recommends that a minimum residual pressure of 40 psi during peak hour conditions be provided at each water meter required for the project. Additionally, required fire flows for the project must maintain a minimum of 20 psi during maximum day conditions. The District has 12-inch size waterlines in Business Park Drive and Poinsettia Avenue, both with a maximum hydraulic gradient of 707 feet.

The owner shall contact the Fire Agency having jurisdiction over this project to obtain fire flow requirements and fire control facilities needed to serve the project and inform the District to determine if a fire flow analysis is necessary.

12. The San Diego County Water Authority (SDCWA) has a 54-inch waterline in Poinsettia Avenue; contact them for location and requirements. Do not use Vista Irrigation District maps for design purposes.

13. Meters serving commercial, industrial, agricultural, governmental, or multi- family residential zoned lands; any property with a well, private pumping system, auxiliary water supply, where substances harmful to health have the potential to enter the water supply, or where cross-connections are likely to occur; and dedicated fire protection and irrigation uses are required to have a District approved backflow prevention device. The project may trigger the requirement under District Rules and Regulations for existing water service facilities of private customers in proximity to the project to install a District approved backflow prevention device as a result of this development. Notice to all affected District customers of this potential requirement must be provided by the project applicant in connection with public noticing requirements for the project and prior to project approval, and the applicant may obtain addresses and contact information from the District to accomplish such notice. If fire hydrants are required which are not adjacent to any District waterlines or which are adjacent to undersized waterlines, a waterline extension may be required which may also require specific easements.

N. NORTH COUNTY TRANSIT DISTRICT

1. North County Transit District (NCTD) requests stop improvements to provide accessible transit connections for this development and adjacent businesses at the existing BREEZE 332 bus stop (ID: 22361 Poinsettia Av & Business Park Dr). The subject stop is defined at as “Bench Stop” in the NCTD bus stop manual and the required improvements include a new bench, trash receptacle, and an Americans with Disabilities Act (ADA) accessible area. Final design and configuration of said bus stop must be submitted to NCTD for review and approval prior to installation of improvements.
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O. PLANNING INFORMATION AND CONDITIONS

1. Elevations and Floor Plans
a. The elevations shall conform to Exhibit “B” and be consistent with the color elevations submitted by the applicant and on file with the Planning Division, as determined by the City Planner.

b. Floor Plan shall conform to the floor plans included in Exhibit “B.”

c. Any proposed modifications to the building elevations and/or floor plan shall be submitted for review by the City Planner. The City Planner shall only approve those modifications that do not adversely affect the architectural quality and appearance of the buildings. Under the discretion of the City Planner, submittal of an application for Substantial Conformance Review may be required depending on the extent of any proposed modifications.

2. Site Plan and Parking
a. The site shall conform to Exhibit “B” as modified herein.

b. Open parking space shall be marked using two 4-inch strips separated by 10-inches, for a total width of 18-inches, and joined by a semi- circular arc at the incoming end so as to form an elongated “U”, with all markings to be continuous. A detail must be provided on the final Site Plan.

c. All open parking spaces shall be a minimum of 9 feet in width by 19 feet in depth. A 2.5-feet of overhang is acceptable per City’s parking code requirements.

d. Bicycle parking/storage spaces shall be provided on the building site per Chapter 18.54 of the Development Code.

e. The parking area must be lighted to the specification of the City Planner. All lighting for security, walkways and parking areas are to be designed and located so that direct lighting is confined to the building site, with a minimum of reflectance off-site. The location of all lighting shall be shown on the Site Development Plan and the type of proposed fixtures is to be submitted. A minimum illumination of one-foot candle is required in the parking area. All parking lot lighting shall be reduced at or no later than 11:00 p.m. to provide only the minimum amount of light necessary for security purposes. The nighttime security light levels on the site shall be subject to review and approval of the City Planner prior to occupancy of any building on the site.

3. Traffic
a. If the project should create any traffic impacts to the public right-of-way, 03-05-24 PH 2 34 of 12904/23/2024 PH1 593 of 747

the Director of Community Development shall have the option to require that the drive-through carwash tenant prepare and submit a traffic management plan subject to review by the city’s traffic engineer.

4. Setbacks
a. All setbacks shall be as shown on Exhibit “B.”

5. Hours of Operation
a. The drive-through carwash may be operated from 7:00 a.m. to 9:00 p.m. The Planning Commission shall have the authority to require that the tenant apply for an Amendment to the Special Use Permit for a change in hours of operation if the carwash operation should create any nuisance conditions in violation of the Municipal Code.

6. Signage
a. The applicant shall obtain a sign permit prior to installation of any signage. The sign permit shall address all signage proposed for the property, including, but not limited to, wall signs, monument signs, directional signs, menu boards, parking signs, etc.

7. General Requirements
a. All mechanical equipment, air conditioners, and ducting, including roof mounted equipment, shall be completely screened from view with colors and material that are compatible with the architectural styling and detailing of the building. Details on roof mounted equipment and screening must be submitted as part of the building plan review to ensure conformity with this requirement.

b. All electrical and communication conduits and conductor service facilities shall be installed underground within the boundaries of any lot or building site or any half street abutting said lot or building site. The owner of each such lot or building site shall make the necessary arrangements with each of the serving utilities for underground installation.

c. The location of all easements as described in the Policy of Title Insurance must be delineated on the final Site Development Plan mylar and a copy must be provided prior to final approval.

d. All subsequent development permits, including but not limited to building and grading, shall be in compliance with the site plan(s) and elevations in Exhibit “B”. All contemplated changes must be submitted and approved by the Planning Division prior to construction. Any changes not authorized by appropriate Site Development Plan amendment may be cause to withhold occupancy until the matter is rectified.

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e. The final SDP/SUP site plan must demonstrate that the development complies with all Conditions of Approval in Exhibit “A” to the Resolution.

f. It is the applicant’s responsibility to ensure that no new utilities will obstruct any driveway area or required parking spaces. If conflicts with utilities are encountered, final clearance will be withheld by the City.

The department has forwarded a copy of your final Site Plan to an area planner at San Diego Gas & Electric Company.

g. It shall be the responsibility of the applicant, owner, and/or developer to contact the appropriate utility agencies, advising them of their proposed improvements and making direct arrangements for the relocation of any conflicting utilities at the expense of the applicant.

h. Notice shall be served (signs posted) prohibiting loitering on the premises (including the parking area) in accordance with the Vista Municipal Code Section 9.20.030. The location of loitering signs shall be indicated on the final plot plan.

i. No outside storage is permitted.

j. All information and changes required herein must be included on the final Site Plan.

k. Any retaining walls five (5) feet or more in height must be designed as plantable walls. No chain link fencing, barbed wire, or razor wire is permitted. The use of unfinished CMU as a wall material is not permitted. All fencing materials are subject to approval of the City Planner.

8. Development Fees
a. The proposed project requires development impact fees be paid at the time of building permit issuance. Please check with the Development Services Center for the current City fee schedule.

9. To evidence these conditions, prior to the issuance of a building permit, a Notice of Land Use Restrictions and Covenant Agreement in a form approved by the City Attorney shall be executed by the property owner and recorded against the property. The notice and agreement shall include provisions for enforcement of all conditions, methods to recover abatement costs and/or costs of enforcement, and provisions for an award of attorney fees to the prevailing party in the event of litigation. All documents shall be recorded in the Official Records for the County of San Diego.

Landscape
Special Conditions:
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10. The landscape architect shall provide a Water Conservation Plan, Estimated Total Water Use and Water Budget Calculations in accordance with the requirements of the City of Vista’s Water Efficient Landscaping Ordinance (Chapter 18.56) and The City of Vista’s Landscape Manual.

11. All plants shall be designated using hydro-zones according to WUCOLS in Region 3.

12. All street trees shall be installed from 24” box containers.

13. All specimen trees (Quercus englemannii) shall be installed from 36” box containers.

14. Vines for narrow areas shall be appropriately selected and be without thorns.

15. No plants with sharp thorns shall be designed.

Standard Conditions:

16. Except where noted above, the construction drawings shall be consistent with the conceptual plans and shall contain complete planting and irrigation plans, details & specifications to meet the requirements of the City of Vista’s Water Efficient Landscaping Ordinance (Chapter 18.56) and The City of Vista’s Landscape Manual.

17. All areas that are graded or disturbed as a result of the project must be re- landscaped to the requirements of the City of Vista’s Water Efficient Landscaping Ordinance (Chapter 18.56) and the City of Vista’s Landscape Manual.

18. Following grading put prior to the commencement of the irrigation system’s installation, a soils management report must be submitted to the City for review and approval. It shall contain the following: An analysis of the soil for the proposed landscape area of the project including soil texture, soil infiltration rate, pH, total soluble salts, plant sodium, percent organic matter, horticultural suitability, and recommendations for soil amendments and mulch that may be necessary to provide for healthy plant survival and growth.

19. The project Landscape Architect shall supervise the installation to insure that the work is installed per the plans approved by the City. This shall include an observation of the irrigation system of all points of connection (prior to backfill), backflow protection devices, mainlines, electrical connections, automatic controllers, control valves, as well as all soil amendments, root barriers, existing and proposed plantings, tree staking and mulch. The completed irrigation system must be tested to verify adequate coverage and that no overspray or runoff is occurring.

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20. Prior to the request of the applicant for review and approval by the City of the project’s completion, provide an irrigation schedule showing the time period when irrigation will be scheduled and confirm that no overhead irrigation shall be used between the hours of 10:00 a.m. and 8:00 p.m. and also in compliance with current Vista Irrigation District’s limitations.

21. Prior to the request of the applicant for review and approval by the City of the project’s completion, identify the entity who will be responsible for maintenance and provide a landscape and irrigation maintenance schedule to include the following:

A. Adjustments and repair of the irrigation system to prevent runoff and erosion and to detect irrigation system failure,
B. Replacement of dead, dying and diseased vegetation,
C. Eradication of invasive species,
D. Addition of soil amendments when necessary to support and maintain healthy plant growth,
E. Replenishment of wood bark mulch until full coverage of planting is achieved,
F. Fertilizing, pruning, weeding and maintaining turf areas, and G. Maintenance to avoid obstruction of motorists' view.

22. The submission by the project landscape architect’s Certificate of Completion shall serve as a formal request for final observation by the City.

The Certificate of Completion shall include:

A. Conformance with the approved plans and specifications with any deviations noted,
B. An updated irrigation schedule,
C. Irrigation and maintenance schedule, and
D. Soils management report.

23. The City’s inspection shall include, but not be limited to conformance with the approved irrigation and planting plans. Tentative approval shall be granted when the City is satisfied that the installation of the landscaping and irrigation system has been satisfactorily installed per the approved plans.

24. Final approval of landscape installation shall require an additional field observation of the landscaping and irrigation system by the City no sooner than one year from the date of tentative approval. Prior to the request for final approval, the owner is required to obtain an irrigation audit report prepared by a certified landscape irrigation auditor, certifying satisfactory testing for the following: distribution uniformity, over spray and runoff control, and that water use does not exceed the MAWA once landscaping has been established. This report must be submitted prior to the requested final inspection by the City.

25. All plantings shall be maintained in a healthy and thriving condition and relatively weed free. All plants which fail to thrive because of disease, 03-05-24 PH 2 38 of 12904/23/2024 PH1 597 of 747

damage, accident or other cause shall be immediately replaced with a plant of the same species and size as originally approved. At the discretion of the City planner, replacement of any plant materials that have been improperly maintained shall be required at a size equal to the size of the plant had it been properly cared for.

26. All trees shall be maintained in a manner that retains the natural form of the species. Topping and aggressive pruning will not be allowed.

27. Where applicable, all screening shrubs shall be maintained at a height that effectively screens the area that they were planted to obscure (ex: walls, parking areas, trash enclosures, loading areas).

28. Slopes with grades 4:1 or steeper shall be planted and irrigated. Reinforced straw matting shall be provided.

29. Provide root barriers for all street trees located within six feet of hardscape and underground utilities. Root barriers shall be a minimum of 10 feet long and 24 inches deep.

P. STANDARD ENVIRONMENTAL CONDITIONS

1. During grading activities, the on-site construction superintendent shall ensure implementation of standard best management practices (BMPs) to reduce the emission of fugitive dust, including but not limited to the following actions:

a. Water any exposed soil areas a minimum of twice per day, or as allowed under any imposed drought restrictions. On windy days or when fugitive dust can be observed leaving the construction site, additional water will be applied at a frequency to be determined by the on-site construction superintendent.
b. Graded areas on slopes will provide temporary hydroseeding and irrigation of cleared vegetation and graded slopes as soon as possible following grading activities in areas that will remain in disturbed condition (but will not be subject to further construction activities) for a period greater than three months during the construction phase.
c. Pave or periodically water all on-site access points or apply chemical stabilizer to construction sites.
d. Securely cover all transported material to prevent fugitive dust. e. Operate all vehicles on the construction site at speeds less than 15 miles per hour.
f. Cover all stockpiles that will not be utilized within three days with 03-05-24 PH 2 39 of 12904/23/2024 PH1 598 of 747

plastic or equivalent material, to be determined by the on-site construction superintendent, or spray them with a non-toxic chemical stabilizer.

2. The following actions shall be implemented throughout construction to minimize emissions of 03 precursors (NOx and VOCs):

a. Turn off all diesel-powered vehicles and gasoline-powered equipment when not in use for more than five minutes.
b. Use electric or natural gas-powered construction equipment in lieu of gasoline or diesel-powered engines, where feasible. c. Require 10 percent of construction fleet to use any combination of diesel catalytic converters, diesel oxidation catalysts, diesel particulate filters, and/or GARB-certified Tier Ill equipment or better.
d. Support and encourage ridesharing and transit incentives for the construction crew.

3. The following measures would ensure that architectural coatings comply with SDAPCD Rule 67:
a. Use pre-coated/natural colored building materials.
b. Use water-based or low VOE coatings with a VOE content of 100 grams per liter or less.
c. Use spray equipment with high transfer efficiency, such as the electrostatic spray gun method or apply coatings using manual tools, such as paintbrushes, hand rollers, trowels, spatulas, daubers, rags, or sponges.

4. Prior to the issuance of building permits, the applicant and/or contractor shall demonstrate that the project shall exceed the requirements of Title 24 of the California Energy Efficiency Standards for Residential and/or Non-residential Buildings. These requirements shall be incorporated into the project to reduce indirect emissions from energy use in the project area, including 03 precursors.

5. Cultural resource monitoring shall be conducted on the site to provide for the identification, evaluation, treatment, and protection of any cultural resources that are affected by or may be discovered during the construction of the proposed project. The monitoring shall consist of the full-time presence of a Qualified Archaeologist and a TCA (traditionally and culturally affiliated) Native American Monitor for, but 03-05-24 PH 2 40 of 12904/23/2024 PH1 599 of 747

not limited to, any clearing or grubbing of vegetation, tree removal, demolition and/or removal of remnant foundations, pavements, abandonment and/or installation of infrastructure; grading or any other ground disturbing or altering activities, including the placement of any imported fill materials (note: all fill materials shall be absent of any and all cultural resources); and related road improvements, including, but not limited to, the installation of infrastructure. Other tasks of the monitoring program shall include the following:

a. The requirement for cultural resource monitoring shall be noted on all applicable construction documents, including demolition plans, grading plans, etc.

b. The Qualified Archaeologist and TCA Native American Monitor shall attend all applicable pre-construction meetings with the Contractor and/or associated Subcontractors to present the archaeological monitoring program

c. The Qualified Archaeologist shall maintain ongoing collaborative consultation with the TCA Native American Monitor during all ground disturbing or altering activities, as identified above. The Applicant, and/or Owner, and/or Grading Contractor shall notify the Director of Community Development, preferably through e- mail, of the start and end of all ground-disturbing activities.

d. The Qualified Archaeologist and/or TCA Native American Monitor may halt ground-disturbing activities if archaeological artifact deposits or cultural features are discovered. In general, ground- disturbing activities shall be directed away from these deposits for a short time to allow a determination of potential significance, the subject of which shall be determined by the Qualified
Archaeologist and the TCA Native American Monitor. Ground disturbing activities shall not resume until the Qualified Archaeologist, in consultation with the TCA Native American Monitor, deems the cultural resource or feature has been appropriately documented and/or protected. At the Qualified Archaeologist's discretion, the location of ground disturbing activities may be relocated elsewhere on the project site to avoid further disturbance of cultural resources.

e. The avoidance and protection of discovered unknown and significant cultural resources and/or unique archaeological resources is the preferable procedure for the proposed project.

If avoidance is not feasible, a Data Recovery Plan may be authorized by the City as the Lead Agency under CEQA. If data recovery is required, then the TCA Native American Monitor shall be notified and consulted in drafting and finalizing any such 03-05-24 PH 2 41 of 12904/23/2024 PH1 600 of 747

recovery plan.

6. Prior to the issuance of a Grading Permit, and subject to approval of terms by the City, the Applicant, and/or Owner, and/or Contractor shall enter into a Pre-Excavation Agreement with a Traditionally and Culturally Affiliated Native American Tribe (“TCA Tribe”). A copy of the agreement shall be included in the Grading Plan Submittals for the Grading Permit.

The purpose of this agreement shall be to formalize protocols and procedures between the Applicant, and/or Owner, and/or Contractor, and the TCA tribe for the protection and treatment of, including but not limited to, Native American human remains, funerary objects, cultural and religious landscapes, ceremonial items, traditional gathering areas and cultural items, located and/or discovered through a monitoring program in conjunction with the construction of the proposed project, including additional archaeological surveys and/or studies, excavations, geotechnical investigations, off-site infrastructure installation, grading, and all other ground disturbing activities.

7. Prior to the release of the Grading Bond, a Monitoring Report and/or Evaluation Report, which describes the results, analysis and conclusions of the cultural resource monitoring efforts (such as, but not limited to, the Research Design and Data Recovery Program) shall be submitted by the Qualified Archaeologist, along with the TCA Native American Monitor's notes and comments, to the City's Director of Community Development for review and approval.

8. All cultural materials that are associated with burial and/or funerary goods will be repatriated to the Most Likely Descendant as determined by the Native American Heritage Commission per California Public Resources Code Section 5097.98.

9. Recovered cultural material of historic significance shall be curated with accompanying catalog, photographs, and reports to a San Diego curation facility that meets federal standards per 36 CFR Part 79.

Recovered cultural material of tribal cultural significance shall be repatriated as stipulated in the pre-excavation agreement as described above.

10. 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 San Diego County Coroner's office by telephone. No further excavation or disturbance of the discovery or any nearby area reasonably suspected to overlie adjacent remains (as determined by the Qualified Archaeologist and/or the TCA Native American Monitor) shall occur 03-05-24 PH 2 42 of 12904/23/2024 PH1 601 of 747

until the Coroner 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 (as determined by the Qualified Archaeologist and/or the TCA Native American Monitor), and consultation and treatment could occur as prescribed by law. As further defined by State law, the Coroner would determine within two working days of being notified if the remains are subject to his or her authority. If the Coroner recognizes the remains to be Native American, he or she shall contact the Native American Heritage Commission (NAHC) within 24 hours.

The NAHC would make a determination as to the Most Likely Descendent. If Native American remains are discovered, the remains shall be kept "in situ" (in place), or in a secure location in close proximity to where they were found, and the analysis of the remains shall only occur on-site in the presence of the TCA Native American Monitor.

11.Equipment storage, fueling, and staging areas shall be located either off- site or on-site, in an area with minimal risks of direct drainage into the City's storm drain system. These designated areas shall be located in such a manner as to prevent any runoff from entering the storm drain system. All necessary precautions shall be taken to prevent the release of cement or other toxic substances into the storm drain system and downstream surface waters. All project related spills of hazardous materials shall be reported to appropriate entities including, but not limited to, the City of Vista, County of San Diego, USFWS, CDFW, RWQCB, and shall be cleaned up immediately and contaminated soils removed to approved disposal areas.

12.The project is required to comply with the City's Municipal Code Title 8 Health and Safety, under Chapter 8.32 Noise Control, which addresses construction noise through the adoption of the County of San Diego's noise regulations. County Code Sections 36.408 and 36.409 restricts the operation of construction equipment between 7:00 p.m. and 7:00 a.m. on Sundays and holidays, and except for emergency work, operating construction equipment that exceeds an average level of 75 decibels for an eight-hour period, between the hours of 7:00 a.m. and 7:00 p.m. measured at the property line. The construction contractor shall implement the following measures to minimize short-term noise levels caused by construction activities. Measures to reduce
construction/demolition noise shall be included in contractor plans and specifications submitted for review prior to receiving a Grading and/or Demolition Permit, and shall include, but not be limited to, the following:
a.Properly outfit and maintain construction equipment with 03-05-24 PH 2 43 of 12904/23/2024 PH1 602 of 747

manufacturer- recommended noise-reduction devices to minimize construction- generated noise.
b.Operate all diesel equipment with closed engine doors and equip with factory recommended mufflers.
c.Use electrical power to operate air compressors and similar power tools, if possible.
d.The noise level requirement would apply to the equipment on the job or related to the job, including but not limited to trucks, transit mixer, or transient equipment that may or may not be owned by the contractor.
e.Select quieter alternate equipment for a particular task if feasible (e.g. use a backhoe instead of an excavator; choose a generator specially designed for quiet operation over a standard model, etc.). f.Prohibit idling engines, particularly near sensitive receivers (e.g., homes, schools, hospitals, libraries, etc.).
g.Conduct noisy operations off-site if possible (e.g. rock crushing). h.Maintain equipment in good operational condition to minimize noise emissions; lubricate moving parts to eliminate squealing and reduce engine load, tighten cabinet panels to stop vibration, maintain noise- control features such as exhaust mufflers and vibration dampers. i.Locate staging and maintenance areas away from sensitive receivers; perform equipment maintenance off-site if feasible. j.The grading/demolition or general contractor shall designate a "construction liaison" that will be responsible for responding to any local complaints about construction noise. A telephone number for the liaison shall be conspicuously posted at the construction site.

The liaison will determine the cause of the noise complaints (e.g., starting too early, bad muffler, etc.) and institute reasonable measures to correct the problem. If a resolution is not found, the contractor shall hire and retain a Qualified Noise Consultant to conduct noise monitoring for the activity that is the source of the complaint. The Qualified Noise Consultant shall document any construction noise violations (including all measurements and calculation data), the measures selected by the contractor to reduce noise levels to the maximum extent feasible, and verification that the selected measure(s) were implemented and whether they were successful or not. A copy shall be sent to the City Planner and 03-05-24 PH 2 44 of 12904/23/2024 PH1 603 of 747

City Engineer for their respective files.

k. At least one week prior to the start of demolition and/or grading/excavation activities, the grading/demolition or general contractor shall notify all adjacent residential property owners (or other noise sensitive land uses) that are located within 50 feet of the property line of the construction of the anticipated start of construction. The notification shall describe the activities anticipated, provide dates and hours, and provide contact information of the construction liaison, with a description of a noise complaint and response procedure.

Q. INDEMNIFICATION

1. By accepting the permit or approval, applicant agrees to accept responsibility for defending against any third-party challenge to the grant of this permit or approval. Except as otherwise provided by state or federal law, the applicant shall defend, indemnify and hold the City harmless from any costs, claims, penalties, fines, judgments, or liabilities arising from the approval, including without limitation, any award or attorney’s fees that might result from the third-party challenge. Upon the occurrence of a challenge, or prior to a challenge, the City may require the applicant to execute an indemnity agreement and provide such security as the City may reasonably require.

2. For this purposes of this indemnity, the term “City” shall include the City of Vista, its officers, officials, employees, agents and representatives. For purposes of this section, the term “challenge” means any legal or administrative action to dispute, contest, attack, set aside, limit, or modify the approval, project conditions, or any act upon which the approval is based, including any action alleging a failure to comply with the California Environmental Quality Act or other laws.

3. For this permit or approval to become effective, the applicant must, within thirty business days of the grant of the permit or approval, execute a form accepting the permit or approval with all conditions. Upon executing the form, the applicant may not challenge the imposition of any condition, except as otherwise provided by law.

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