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Parcel Map 28530-1 Lot 22 WQMP
City of Temecula WATER QUALITY MANAGEMENT PLAN (WQMP) PROJECT NAME & PERMIT NO: Temecula Express Carwash LD22-6355 PROJECT ADDRESS: 26478 Ynez Rd. PROJECT APN: 910-032-048 PREPARED BY: Name __Kevin J. Richer___________________ Address __2313 E. Philadelphia St., Ste. F______ __Ontario, CA 91760________________ Phone __(909) 930-1466___________________ Email __kevin.richer@lddc.net______________ PREPARED FOR: Name _Petrossi & Associates _ Address _1300 Bristol Street North, Suite 270_ _ Newport Beach, CA 92660_______ Phone _(949) 833-3240 _________ Email __hp@petrossiassoc.com__________ DATE OF WQMP: February 27,2023 APPROVED BY: APPROVAL DATE: CLEARED BY CITY OF TEMECULA PUBLIC WORKS david.pina 05/03/2023 05/03/2023 05/03/2023 05/03/20 Exhibit A City of Temecula PRIORITY DEVELOPMENT PROJECT REQUIREMENTS PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 7 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ Step 1: Site Information Checklist Step 1.1: Description of Existing Site Condition and Drainage Patterns Project Watershed (Complete Hydrologic Unit, Area, and Subarea Name with Numeric Identifier; e.g., 902.52 Santa Margarita HU, Pechanga HA, Wolf HSA) Long Canyon-Murrieta Creek HU 180703020407 Current Status of the Site (select all that apply): ☒ Existing development ☐ Previously graded but not built out ☐ Demolition completed without new construction ☐ Agricultural or other non-impervious use ☐ Vacant, undeveloped/natural Description / Additional Information: Existing Land Cover Includes (select all that apply and provide each area on site): ☒ Pervious Area _0.27___ Acres (_11,848__ Square Feet) ☒ Impervious Areas _______ Acres (_41,561______Square Feet) Description / Additional Information: 8 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 How is stormwater runoff conveyed from the site? At a minimum, this description should answer: (1) Whether existing drainage conveyance is natural or urban; (2) Is runoff from offsite conveyed through the site? If yes, describe the 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, stormwater 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. Reference the Drainage report Attachment for detailed calculations. Describe existing site drainage patterns: Stormwater runoff is conveyed through the existing site as surface runoff. The project site does not accept run-on from adjacent properties and right-of-ways. The project site is one drainage area. Storm water sheets across existing landscape areas, AC pavement, and concrete hardscape in a southwesterly direction. Two existing concrete gutters convey flows westerly, discharging at the site’s westerly boundary into the drive aisle of the retail center. Storm water also sheets across the southerly boundary of the project site into said drive aisle. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 9 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ Step 1.2: Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes to develop the site for use as a car wash facility and parking lot. Proposed Land Cover Includes (select all that apply and provide each area on site): Existing to Remain ☐ Pervious Area _______ Acres (_______ Square Feet) ☒ Impervious Areas _0.13______ Acres (_5,804______ Square Feet) Existing to Be Replaced ☐ Pervious Area __0.18_____ Acres (_7,809______ Square Feet) ☒ Impervious Areas _0.82______ Acres (_35,757______ Square Feet) Newly Created ☒ Pervious Area ____ Acres (___ Square Feet) ☒ Impervious Areas ____ Acres (_4,039__ Square Feet) Total ☒ Pervious Area _0.18___ Acres (_7,809__ Square Feet) ☒ Impervious Areas _1.05___ Acres (_45,600__ Square Feet) Description / Additional Information: Pervious land cover proposed by the project is landscaping with native and drought-tolerant plants. Impervious land cover proposed by the project is AC pavement, concrete hardscape, and roofs. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Impervious land cover proposed by the project is AC pavement, concrete hardscape, and roofs. List/describe proposed pervious features of the project (e.g., landscape areas): Pervious land cover proposed by the project is landscaping with native and drought-tolerant plants. Describe any grading or changes to site topography: Grading will follow the existing topography of the project site. 10 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Provide details regarding the proposed project site drainage conveyance network, including storm drains, concrete channels, swales, detention facilities, stormwater 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: The building roof drains Westerly towards roof drains that discharge into the landscape area to the west of the building. These flows continue southerly toward the paved areas. The north portion of the site and the exit from the car wash tunnel slope towards a trench drain and storm drain box inlet that collect flows and convey said flows through a storm drain pipe towards an underground infiltration system located on the south portion of the easterly parking lot. The south entrance to the car wash tunnel slopes southerly towards a curb and gutter. There are box inlets that collect the flows and convey them easterly through a storm drain pipe towards said infiltration system. The westerly box inlet also intercepts the flows that are directed through said landscape located west of the car wash building. The easterly parking lot flows southerly on the surface through a flowline troweled in the concrete pavement towards a box inlet located in the southerly curb and gutter. This box inlet connects to the storm drain system. The storm drain flows enter a the underground infiltration system. All box inlets upstream of the underground infiltration system are fitted with Flexstorm filters to pre-treat storm flows prior to entering the underground infiltration system. Once the underground system is full the water level will rise in the storm drain system and rise to the level of the grate opening for the lowest box inlet located towards the southwesterly corner of the site. The drive around the box will pond for 2” before cresting the invert of the underwalk drain structure that discharges to the existing private drive aisle. These treated flows will continue south and east towards Ring Road. Step 1.3: Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence stormwater 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. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 11 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ 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. 12 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Step 2: Strategy for Meeting PDP Performance Requirements PDPs must implement BMPs to control pollutants in stormwater that may be discharged from a project (see Chapter 5). PDPs subject to hydromodification management requirements must implement flow control BMPs to manage hydromodification (see Chapter 6). Both stormwater pollutant control and flow control can be achieved within the same BMP(s). Projects triggering the 50% rule must address stormwater requirements for the entire site. Structural BMPs must be verified by the City 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 Chapter 1.12). Structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Chapter 7). Provide a narrative description of the general strategy for pollutant control and flow control at the project site in the box below. This information must describe how the steps for selecting and designing stormwater pollutant control BMPs presented in Chapter 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate. At the end of this discussion, provide a summary of all the BMPs within the project including the type and number. Describe the general strategy for BMP implementation at the site. The roof drains are located along the west side of the building and discharge into a landscape planter (DMA 1A). This landscape planter allows for dispersal of the stormflows from the roof- but no volume has been calculated for this area. It has been assumed for calculation and sizing purposes that the entire volume will flow over the surface to the storm drain inlets and be conveyed to the underground infiltration system. This is a conservative approach that requires a larger storm drain system. The flows continue through the paved areas to box inlets that are fitted with Flexstorm filters. These filters will further reduce the pollutant load prior to entering the underground infiltration system. The project site stormwater runoff is to be stored and infiltrated into native soils by proposed BMPs, prior to discharge from the site. Infiltration has been deemed to be feasible. A Stormtech Chamber system is proposed to store runoff underground and infiltrate it into native soils. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 13 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ ATTACHMENT 1 STORMWATER POLLUTANT CONTROL BMP SELECTION Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Special Considerations for Redevelopment Projects (50% Rule) see chapter 1.7 and Step 4 of Appendix A.1. ☐ Less than or equal to fifty percent (50%) ☒ Greater than fifty percent (50%) Refer to Figure 5-1: Stormwater Pollutant Control BMP Selection Flow Chart Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this form. See Chapter 3.3.3 for guidance ☒ Included ☐ Entire project is designed with Self-Mitigating and De-Minimis DMAs. The project is compliant with Pollution Control BMP sizing requirements. STOP * Attachment 1b Figure B.1-1: 85th Percentile 24-hour Isohyetal Map with project location ☒ Included Attachment 1c Worksheet B.2-1 DCV 1 ☒ Included Attachment 1d Applicable Site Design BMP Fact Sheet(s) from Appendix E ☒ Included ☐ Entire project is designed with Self-Retaining DMAs. The project is compliant with Pollution Control BMP sizing requirements. STOP * Attachment 1e Structural Pollutant Control BMP Checklist(s) ☒ Included Attachment 1f Is Onsite Alternative Compliance proposed?2 ☒ No ☐ Yes - Include WQE worksheets Attachment 1g Offsite Alternative Compliance Participation Form - Pollutant Control Refer to Figure 1-3:Pathways to Participating in Offsite Alternative Compliance Program ☐ Full Compliance Onsite ☐ Partial Compliance Onsite with Offsite Alternative Compliance or Full Offsite Alternative Compliance. Document onsite structural BMPs and complete - Pollutant Control Offsite Alternative Compliance Participation Form, and - WQE worksheets * If this box is checked, the remainder of Attachment 1 does not need to be filled out. 1 All stormwater pollutant control worksheets have been automated and are available for download at: https://www.sandiegocounty.gov/content/sdc/dpw/watersheds/DevelopmentandConstruction/BMP_Design_Manual. html 2 Water Quality Equivalency Guidance and automated worksheets for Region 9: http://www.projectcleanwater.org/water-quality-equivalency-guidance/ 14 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Atachmnet 1a: DMA Exhibit Checklist See Chapter 3.3.3 for guidance ☒ Point(s) of Compliance ☒ Project Site Boundary ☒ Project Disturbed Area Footprint ☒ Drainage management area (DMA) boundaries, DMA ID numbers, DMA areas (square footage or acreage), DMA land use and pollutants of concern, and DMA type (i.e., drains to structural BMP, self-retaining, self-mitigating, or de-minimis) Note on exhibit de-minimis areas and discuss reason they could not be included in Step 1.3 per section 5.2.2 of the manual. Include offsite areas receiving treatment to mitigate Onsite Water Quality Equivalency. ☒ Include summary table of worksheet inputs for each DMA. ☐ Include description of self-mitigating areas. ☒ Potential pollutant source areas and corresponding required source control BMPs (see Chapter 4, Appendix E.1, and Step 3.5) ☐ Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show sections, details, and dimensions of site design BMP’s per chapter 5.2.3 (tree wells, dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.) ☐ Proposed Harvest and Use BMPs ☒ Underlying hydrologic soil group (Web Soil Survey) ☒ Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake) ☒ Existing topography and impervious areas ☒ Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots show pervious and impervious totals for each lot. ☒ Existing and proposed site drainage network and connections to drainage offsite ☐ Potable water wells, onsite wastewater treatment systems (septic), underground utilities ☒ Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail) ☒ Approximate depth to groundwater at each structural BMP ☒ Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at each structural BMP ☒ Critical coarse sediment yield areas to be protected and or conveyed through the project site, if applicable. ☒ Temporary Construction BMPs. Include protection of source control, site design and structural BMPs during construction. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ Attachment 1e: Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart DMA ID No. 1 Structural BMP ID No.INF-1 Construction Plan Sheet No. Precise Grading Plan ☒ Worksheet B.3-1 Structural BMP Feasibility: Project-Scale BMP Feasibility Analysis ☒ Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. ☐ Not included because the entire project will use harvest and use BMPs ☒ Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5) complete an include the applicable worksheet(s) found in appendix B and design criteria checklists from the associated fact sheets found in appendix E for selected Structural BMP(s): ☐ Worksheet B.6-1 - Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) ☐ Retention by harvest and use (HU-1) ☐ Continuous simulation Model ☒ Worksheet B.4-1 ☒ Underground Infiltration basin (INF-1) ☐ Bioretention (INF-2) ☐ Permeable pavement (INF-3) ☐ Worksheet B.5-1 ☐ Biofiltration with partial retention (PR-1) ☐ Biofiltration (BF-1) ☐ Biofiltration with Nutrient Sensitive Media Design (BF-2) ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Proprietary Biofiltration (BF-3) ☐ Appendix F checklist ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Worksheet B.5-3 Minimum Footprint ☐ Worksheet B.5-4 Biofiltration + Storage ☒ Selected BMPs have been designed to address the entire DCV. The DMA is compliant with Pollution Control BMP sizing requirements. STOP * ☐ Other (describe in discussion section below) ☐ Worksheet B.6-1 - Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) ☐ Describe in discussion section below why the remaining BMP size could not fit on site. ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness ☐ FT-1 Vegetated swales ☐ FT-2 Media Filters ☐ FT-3 Sand Filters ☐ FT-4 Dry Extended Detention Basin ☐ FT-5 Proprietary flow-thru treatment control ☐ Pollutant Control Offsite Alternative Compliance Participation form ☐ Water Quality Equivalency Worksheets20 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Purpose: ☐ Pre-treatment/forebay for another structural BMP ☐ Pollutant control only ☐ Combined pollutant control and hydromodification control (see Attachment 2) ☐ Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Kevin Richer Who will be the final owner of this BMP? ☐ HOA ☒ Property Owner ☐ City ☐ Other (describe) Who will maintain this BMP into perpetuity? ☐ HOA ☒ Property Owner ☐ City ☐ Other (describe) Discussion (as needed): (Continue on subsequent pages as necessary) * If this box is checked, Worksheet B.6-1 does not need to be filled out. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 17 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ Identification and Narrative of Receiving Water and Pollutants of Concern Describe flow path of stormwater 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): List any 303(d) impaired water bodies3 within the path of stormwater 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 (see BMP Design Manual Appendix B.6.1): 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs / WQIP Highest Priority Pollutant Murrieta Creek Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Toxicity None Listed Santa Margarita River Toxicity, Enterococcus, Fecal Coliform, Phosphorus, Total Nitrogen as N None Listed Santa Margarita Lagoon Eutrophic None Listed Identification of Project Site Pollutants* *Identification of project site pollutants below 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 Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment ☐ ☒ ☐ Nutrients ☐ ☒ ☒ Heavy Metals ☐ ☒ ☒ Organic Compounds ☐ ☒ ☐ Trash & Debris ☐ ☒ ☐ Oxygen Demanding Substances ☐ ☒ ☐ Oil & Grease ☐ ☒ ☐ Bacteria & Viruses ☐ ☒ ☐ Pesticides ☐ ☒ ☐ 3 The current list of Section 303(d) impaired water bodies can be found at http://www.waterboards.ca.gov/water_issues/programs/water_quality_assessment/#impaired 18 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Attachment 1g: Offsite Alternative Compliance Participation Form - Pollutant Control Refer to Chapter 1.8 Onsite Project Information Record ID: Assessor's Parcel Number(s) [APN(s)] Quantity of Pollutant Control Debits or Credits (cubic feet) ☐ Debits ☐ Credits *See Attachment 1 of the PDP WQMP Offsite Project Information – Projects providing or receiving credits (add rows as needed) Record ID: APN(s) Project Owner/Address Credit/Debit Quantity (cubic feet) 1. ☐ Credit ☐ Debit 2. ☐ Credit ☐ Debit 3. ☐ Credit ☐ Debit 4. ☐ Credit ☐ Debit 5. ☐ Credit ☐ Debit 6. ☐ Credit ☐ Debit Total sum of Credits and Debits (∑Credits -∑Debits) (cubic feet) Additional Information Are offsite project(s) in the same credit trading area as the onsite project? ☐ Yes ☐ No Will projects providing credits be completed prior to completion of projects receiving credits? ☐ Yes ☐ No Are all deficits accounted for? If No, onsite and offsite projects must be redesigned to account for all deficits. ☐ Yes ☐ No Provide Alternative Compliance In-Lieu Fee Agreement and supporting WQE calculations as part of this attachment. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 19 Template Date: September 26, 2019 Preparation Date:_December 20, 2022___ ATTACHMENT 2 HYDROMODIFICATION CONTROL MEASURES Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Do Hydromodification Management Requirements apply? See Chapter 1.6 and Figure 1-2. ☒ Hydromodification management controls required. ☐ Green Streets Project (Exempt from hydromodification management requirements) STOP * ☐ Exempt from hydromodification management requirements ☐ Include Figure 1-2 and document any “NO” answer STOP * Attachment 2b HMP Exhibits (Required) See Checklist on the back of this Attachment cover sheet. see Chapter 6.3.1 ☒ Combined with DMA Exhibit ☐ Included Attachment 2c Management of Critical Coarse Sediment Yield Areas See Chapter 6.2 and Appendix H of the BMP Design Manual. ☒ Exhibit depicting onsite/ upstream CCSYAs (Figure H.1-1) AND, documentation that project avoids CCSYA per Appendix H.1. OR ☐ Sediment Supply BMPs implemented. Attachment 2d Structural BMP Design Calculations, Drawdown Calculations, & Overflow Design. See Chapter 6 & Appendix G of the BMP Design Manual ☒ Included ☐ Project is designed entirely with De-Minimus, Self–Mitigating, and/or qualifying Self-Retaining Areas. STOP * Attachment 2e Geomorphic Assessment of Receiving Channels. See Chapter 6.3.4 of the BMP Design Manual. ☐ low flow threshold is 0.1Q2 ☐ low flow threshold is 0.3Q2 ☐ low flow threshold is 0.5Q2 Attachment 2f Vector Control Plan (Required when structural BMPs will not drain in 96 hours) ☐ Included ☒ Not required because BMPs will drain in less than 96 hours Attachment 2g Hydromodification Offsite Alternative Compliance form. Refer to Figure 1-3: Pathways to Participating in Offsite Alternative Compliance Program ☒ Full Compliance Onsite ☐ Offsite ACP. Document onsite structural BMPs and complete Hydromodification Offsite Alternative Compliance Participation Form, and WQE worksheets * If this box is checked, the remainder of Attachment 2 does not need to be filled out. SC-740 24" BOTTOM CORED END CAPSC-740 CHAMBER (TYP.) PERIMETER STONE 24" 12" (300 mm) MIN100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm).PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 END CAP SUBGRADE SOILS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 60" (1525 mm) 30" Ø NYOPLAST MAINTENANCE ACCESS SC-740 END CAP (TYP.) 71.87' 69.87' 10 . 3 3 ' 8. 3 3 ' 20 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: _December 20, 2022_____ Template Date: September 26, 2019 Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: ☒ Point(s) of Compliance with name or number ☒ Project Site Boundary ☒ Project Disturbed Area Footprint ☒ Drainage management area (DMA) boundaries, DMA ID numbers, DMA areas (square footage or acreage), and DMA type (i.e., drains to structural BMP, self-retaining, self- mitigating, or de-minimis) Note on exhibit De-minimis areas and reason they could not be included. Include offsite areas receiving treatment to mitigate Onsite Water Quality Equivalency. ☒ Potential pollutant source areas and corresponding required source control BMPs (see Chapter 4, Appendix E.1, and Step 3.5) ☒ Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show sections, details, and dimensions of site design BMP’s (tree wells, dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.) ☐ Proposed Harvest and Use BMPs ☒ Underlying hydrologic soil group (Web Soil Survey) ☐ Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake) ☒ Existing topography and impervious areas ☒ Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots show pervious and impervious totals for each lot. ☒ Existing and proposed site drainage network and connections to drainage offsite ☒ Potable water wells, onsite wastewater treatment systems (septic), underground utilities ☒ Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail) ☒ Approximate depth to groundwater at each structural BMP ☒ Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at each structural BMP ☒ Critical coarse sediment yield areas to be protected and or conveyed through the project site. ☒ Temporary Construction BMPs. Include protection of source control, site design and structural BMPs during construction. ☐ Onsite and Offsite Critical coarse sediment yield areas to be protected ☒ Proposed design features and surface treatments used to minimize imperviousness ☒ Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) ☒ Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) Ju l y 2 0 1 8 B- 3 Ap p e n d i x B : S t o r m W a t e r P o l l u t a n t C o n t r o l H y d r o l o g i c C a l c u l a t i o n s a n d S i z i n g M e t h o d s Fi g ur e B . 1 - 1 : 8 5 t h P e r c e n t i l e 2 4 - h o u r I s o h y e t a l M a p PR O J E C T S I T E Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV Design Capture Volume Worksheet B-2.1 1 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.88 inches 2 Area tributary to BMP (s) A= 1.226 acres 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) C= 0.768 unitless 4 Tree well volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction RCV= 0 cubic-feet 6 Calculate DCV = (3630 x C x d x A) – TCV - RCV DCV= 3,008 cubic-feet B-8 July 2018 A StormTech Chamber System has been designed by the manufacturer to provide storage and infiltration of the entire DCV. See Manufacturer's design sheet in Attachment 1e, showing the system design volume to be 3,075 cubic-feet. Construction sheets are provided by the manufacturer in Attachment 1e, as well, showing dimensions of the proposed system. 18 stormtech mc-4500 chamber StormTech MC-4500 Chamber (not to scale) Nominal Chamber Specifications Size (Lx W x H)52” x 100” x 60” (1,321 x 2,540 x 1,524 mm) Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage*162.6 ft 3 (4.60 m3) Weight 120 lbs (54.4 kg) *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. StormTech MC-4500 End Cap (not to scale) Nominal Chamber Specifications Size (Lx W x H)35.1” x 90.2” x 59.4” (891 x 2,291 x 1,509 mm) end Cap Storage 35.7 ft 3 (1.01 m3) Min. Installed Storage*108.7 ft 3 (3.08 m3) Weight 120 lbs (54.4 kg) *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below, 12” (300 mm) of stone perimeter, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. THe INSTALLed CHAMBeR SySTeM SHALL pRovIde THe LoAd fACToRS SpeCIfIed IN THe AASHTo LRfd BRIdge deSIgN SpeCIfICATIoNS SeCTIoN 12.12 foR eARTH ANd LIve LoAdS, WITH CoNSIdeRATIoN foR IMpACT ANd MuLTIpLe veHICLe pReSeNCeS. 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) TYP100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) MC-4500 END CAP PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".ADS GEOSYTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. Shipping 7 chambers/pallet 7 end caps/pallet 11 pallets/truck INF-1 UNDERGROUND INFILTRATION BASIN 19 Storage voLume Per Chamber ft 3 (m3) Note: Assumes 9” (230 mm) of separation between chamber rows, 12” (300 mm) of perimeter in front of the end caps, and 24” (600 mm) of cover. The volume of excavation will varyas depth of cover increases. Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above and includes the bare chamber/end cap volume. end cap volume assumes 12” (300 mm) stone perimeter. ENGLISH TONS (yds3)Stone Foundation Depth 9” 12” 15” 18” MC-4500 Chamber 7.4 (5.2)7.8 (5.5)8.3 (5.9)8.8 (6.2) MC-4500 end Cap 9.6 (6.8)10.0 (7.1) 10.4 (7.4)10.9 (7.7) METRIC KILOGRAMS (m3)230 mm 300 mm 375 mm 450 mm MC-4500 Chamber 6,681 (4.0)7,117 (4.2) 7,552 (4.5)7,987 (4.7) MC-4500 end Cap 8,691 (5.2)9,075 (5.4)9,460 (5.6)9,845 (5.9) Note: Assumes 12” (300 mm) of stone above and 9” (230 mm) row spacing and 12” (300 mm) of perimeter stone in front of end caps. amount of Stone Per Chamber Stone Foundation Depth 9” (230 mm)12” (300 mm)15” (375mm) 18” (450 mm) MC-4500 Chamber 10.5 (8.0)10.8 (8.3)11.2 (8.5) 11.5 (8.8) MC-4500 end Cap 9 .3 (7.1) 9.6 (7.3) 9.9 (7.6) 10.2 (7.8) voLume e xCavation Per Chamber yd3 (m3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 9” (230 mm)12” (300 mm)15” (375 mm) 18” (450 mm) MC-4500 Chamber 106.5 (3.02)162.6 (4.60)166.3 (4.71)169.6 (4.81)173.6 (4.91) MC-4500 end Cap 3 5.7 (1.0)108.7 (3.08)111.9 (3.17)115.2 (3.26)118.4 (3.35) 20 stormtech IsoLator row An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) removal and provide easy access for inspection and maintenance . The Isolator Row is a row of StormTech chambers that is typically surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for settling and filtration of sediment as stormwater rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC-310- 3, and SC-740 models) allow stormwater to flow both vertically and horizontally out of the chambers . Sediments are captured in the Isolator Row, protecting the storage areas of the adjacent stone and chambers from sediment accumulation. Two different fabrics are used for the Isolator Row . A woven geotextile fabric is placed between the stone and the Isolator Row chambers . The tough geotextile provides a media for stormwater filtration and provides a durable surface for maintenance operations . It is also designed to prevent scour of the underlying stone and remain intact during high pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber . The non-woven fabric is not required over the DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls . The Isolator Row is typically designed to capture the “first flush” and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row, but typically includes a high flow weir such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row crest the weir and discharge through a manifold to the other chambers . An alternative design using a “high/low” concept is an acceptable method . This creates a differential between the Isolator Row and the manifold thus allowing for settlement time in the Isolator Row . The Isolator Row may also be part of a treatment train . By treating stormwater prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured . Pre-treatment best management practices can be as simple as deep sump catch basins and oil- water separators or can be innovative stormwater treatment devices . The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row . StormTech Isolator Row with Overflow Spillway (not to scale) note: Non-woven fabric is only required over the inlet pipe connection into the end cap for DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. 21 inspection The frequency of Inspection and Maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, public, residential) anticipated pollutant load, percent imperviousness, climate, rain fall data, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices . At a minimum, StormTech recommends annual inspections . Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition . The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If, upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment . When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed . Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products.) maintenance The Isolator Row was designed to reduce the cost of periodic maintenance. By “isolating” sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed . If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for confined space entries. Maintenance is accomplished with the jetvac process. The jetvac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming . Most sewer and pipe maintenance companies have vacuum/jetvac combination vehicles. Selection of an appropriate jetvac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable . Rear facing jets with an effective spread of at least 45” are best. Most jetvac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The jetvac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. Source Control BMP Requirements E-4 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP Shall Consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in WQMP Operation and Maintenance Agreement SC-A. Onsite storm drain inlets Not Applicable Locations of inlets. Mark all inlets with the words “No Dumping! Drains to Waterways” or similar. Maintain and periodically repaint or replace inlet markings. Provide storm water pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.” Source Control BMP Requirements E-5 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-B. Interior floor drains and elevator shaft sump pumps Not Applicable State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer. State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. SC-C. Interior parking garages Not Applicable State that parking garage floor drains will be plumbed to the sanitary sewer. State that parking garage floor drains will be plumbed to the sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. SC-D1. Need for future indoor & structural pest control Not Applicable Note building design features that discourage entry of pests. Note building design features that discourage entry of pests. Provide Integrated Pest Management information to owners, lessees, and operators. Source Control BMP Requirements E-6 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-D2. Landscape/ Outdoor Pesticide Use Not Applicable Show locations of existing trees or areas of shrubs and ground cover to be undisturbed and retained. Show self-retaining landscape areas, if any. Show storm water treatment facilities. State that final landscape plans will accomplish all of the following. Preserve existing drought tolerant trees, shrubs, and ground cover to the maximum extent possible. Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to storm water pollution. Where landscaped areas are used to retain or detain storm water, specify plants that are tolerant of periodic saturated soil conditions. Consider using pest-resistant plants, especially adjacent to hardscape. To ensure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. Maintain landscaping using minimum or no pesticides. See applicable operational BMPs in Fact Sheet SC-41, “Building and Grounds Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. Provide IPM information to new owners, lessees and operators. Source Control BMP Requirements E-7 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-E. Pools, spas, ponds, decorative fountains, and other water features. Not Applicable Show location of water feature and a sanitary sewer cleanout in an accessible area within 10 feet. If the local municipality requires pools to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. If the local municipality requires pools to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. See applicable operational BMPs in Fact Sheet SC-72, “Fountain and Pool Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. SC-F. Food service Not Applicable For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to ensure that the largest items can be accommodated. Source Control BMP Requirements E-8 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-G. Refuse areas Not Applicable Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and other details of refuse areas. If dumpsters or other receptacles are outdoors, show how the designated area will be covered, graded, and paved to prevent run- on and show locations of berms to prevent runoff from the area. Also show how the designated area will be protected from wind dispersal. Any drains from dumpsters, compactors, and tallow bin areas shall be connected to a grease removal device before discharge to sanitary sewer. State how site refuse will be handled and provide supporting detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. State how the following will be implemented: Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. Post “no hazardous materials” signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control materials available on- site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. Source Control BMP Requirements E-9 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative Table and Narrative SC-H. Industrial processes. Not Applicable Show process area. If industrial processes are to be located onsite, state: “All process activities to be performed indoors. No processes to drain to exterior or to storm drain system.” See Fact Sheet SC-10, “Non- Stormwater Discharges” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. SC-I. Outdoor storage of equipment or materials. (See rows J and K for source control measures for vehicle cleaning, repair, and maintenance.) Not Applicable Show any outdoor storage areas, including how materials will be covered. Show how areas will be graded and bermed to prevent run-on or runoff from area and protected from wind dispersal. Storage of non-hazardous liquids shall be covered by a roof and/or drain to the sanitary sewer system, and be contained by berms, dikes, liners, or vaults. Storage of hazardous materials and wastes must be in compliance with the local hazardous materials ordinance and a Hazardous Materials Management Plan for the site. Include a detailed description of materials to be stored, storage areas, and structural features to prevent pollutants from entering storm drains. Where appropriate, reference documentation of compliance with the requirements of local Hazardous Materials Programs for: Hazardous Waste Generation Hazardous Materials Release Response and Inventory California Accidental Release Prevention Program Aboveground Storage Tank Uniform Fire Code Article 80 Section 103(b) & (c) 1991 Underground Storage Tank See the Fact Sheets SC-31, “Outdoor Liquid Container Storage” and SC-33, “Outdoor Storage of Raw Materials” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. Source Control BMP Requirements E-10 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-J. Vehicle and Equipment Cleaning Not Applicable Show on drawings as appropriate: (1) Commercial/industrial facilities having vehicle /equipment cleaning needs shall either provide a covered, bermed area for washing activities or discourage vehicle/equipment washing by removing hose bibs and installing signs prohibiting such uses. (2) Multi-dwelling complexes shall have a paved, bermed, and covered car wash area (unless car washing is prohibited onsite and hoses are provided with an automatic shut- off to discourage such use). (3) Washing areas for cars, vehicles, and equipment shall be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system. Wastewater from the facility shall discharge to the sanitary sewer, or a wastewater reclamation system shall be installed. If a car wash area is not provided, describe measures taken to discourage onsite car washing and explain how these will be enforced. Describe operational measures to implement the following (if applicable): Washwater from vehicle and equipment washing operations shall not be discharged to the storm drain system. Car dealerships and similar may rinse cars with water only. See Fact Sheet SC-21, “Vehicle and Equipment Cleaning,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Source Control BMP Requirements E-11 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-K. Vehicle/Equipment Repair and Maintenance Not Applicable Accommodate all vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to protect from rainfall, run-on runoff, and wind dispersal. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid- containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains shall not be installed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained. State that no vehicle repair or maintenance will be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. In the report, note that all of the following restrictions apply to use the site: No person shall dispose of, nor permit the disposal, directly or indirectly of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal shall be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking vehicle fluids shall be contained or drained from the vehicle immediately. No person shall leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Source Control BMP Requirements E-12 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-L. Fuel Dispensing Areas Not Applicable Fueling areas1 shall have impermeable floors (i.e., portland cement concrete or equivalent smooth impervious surface) that are (1) graded at the minimum slope necessary to prevent ponding; and (2) separated from the rest of the site by a grade break that prevents run-on of storm water to the MEP. Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover’s minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area1.] The canopy [or cover] shall not drain onto the fueling area. The property owner shall dry sweep the fueling area routinely. See the Business Guide Sheet, “Automotive Service—Service Stations” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. 1. The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater. Source Control BMP Requirements E-13 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-M. Loading Docks Not Applicable Show a preliminary design for the loading dock area, including roofing and drainage. Loading docks shall be covered and/or graded to minimize run-on to and runoff from the loading area. Roof downspouts shall be positioned to direct storm water away from the loading area. Water from loading dock areas should be drained to the sanitary sewer where feasible. Direct connections to storm drains from depressed loading docks are prohibited. Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device, which shall be kept closed during periods of operation. Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. Move loaded and unloaded items indoors as soon as possible. See Fact Sheet SC-30, “Outdoor Loading and Unloading,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. Source Control BMP Requirements E-14 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls— Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-N. Fire Sprinkler Test Water Not Applicable Provide a means to drain fire sprinkler test water to the sanitary sewer. See the note in Fact Sheet SC- 41, “Building and Grounds Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. SC-O. Miscellaneous Drain or Wash Water Boiler drain lines Condensate drain lines Rooftop equipment Drainage sumps Roofing, gutters, and trim Not Applicable Boiler drain lines shall be directly or indirectly connected to the sanitary sewer system and may not discharge to the storm drain system. Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. Condensate drain lines may not discharge to the storm drain system. Rooftop mounted equipment with potential to produce pollutants shall be roofed and/or have secondary containment. Any drainage sumps onsite shall feature a sediment sump to reduce the quantity of sediment in pumped water. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. Source Control BMP Requirements E-15 July 2018 If These Sources Will Be on the Project Site … … Then Your WQMP shall consider These Source Control BMPs 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on Drawings 3 Permanent Controls—List in Table and Narrative 4 Operational BMPs—Include in Table and Narrative SC-P. Plazas, sidewalks, and parking lots. Not Applicable Plazas, sidewalks, and parking lots shall be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing shall be collected to prevent entry into the storm drain system. Washwater containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to a storm drain. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Template Date: September 26, 2019 Preparation Date: October 6, 2022 Attachment 1e: Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart DMA ID No. 1 Structural BMP ID No.INF-1 Construction Plan Sheet No. Precise Grading Plan ☒ Worksheet B.3-1 Structural BMP Feasibility: Project-Scale BMP Feasibility Analysis ☒ Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. ☐ Not included because the entire project will use harvest and use BMPs ☒ Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5) complete an include the applicable worksheet(s) found in appendix B and design criteria checklists from the associated fact sheets found in appendix E for selected Structural BMP(s): ☐ Worksheet B.6-1 - Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) ☐ Retention by harvest and use (HU-1) ☐ Continuous simulation Model ☒ Worksheet B.4-1 ☒ Underground Infiltration basin (INF-1) ☐ Bioretention (INF-2) ☐ Permeable pavement (INF-3) ☐ Worksheet B.5-1 ☐ Biofiltration with partial retention (PR-1) ☐ Biofiltration (BF-1) ☐ Biofiltration with Nutrient Sensitive Media Design (BF-2) ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Proprietary Biofiltration (BF-3) ☐ Appendix F checklist ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Worksheet B.5-3 Minimum Footprint ☐ Worksheet B.5-4 Biofiltration + Storage ☒ Selected BMPs have been designed to address the entire DCV. The DMA is compliant with Pollution Control BMP sizing requirements. STOP * ☐ Other (describe in discussion section below) ☐ Worksheet B.6-1 - Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) ☐ Describe in discussion section below why the remaining BMP size could not fit on site. ☐ Identification and Narrative of Receiving Water Pollutants of Concern ☐ Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness ☐ FT-1 Vegetated swales ☐ FT-2 Media Filters ☐ FT-3 Sand Filters ☐ FT-4 Dry Extended Detention Basin ☐ FT-5 Proprietary flow-thru treatment control ☐ Pollutant Control Offsite Alternative Compliance Participation form ☐ Water Quality Equivalency Worksheets20 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 Purpose: ☐ Pre-treatment/forebay for another structural BMP ☐ Pollutant control only ☐ Combined pollutant control and hydromodification control (see Attachment 2) ☐ Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Kevin Richer Who will be the final owner of this BMP? ☐ HOA ☒ Property Owner ☐ City ☐ Other (describe) Who will maintain this BMP into perpetuity? ☐ HOA ☒ Property Owner ☐ City ☐ Other (describe) Discussion (as needed): (Continue on subsequent pages as necessary) * If this box is checked, Worksheet B.6-1 does not need to be filled out. Worksheet B.3-1. Project-Scale BMP Feasibility Analysis Category #Description Value Units 0 Design Capture Volume for Entire Project Site 3,043 cubic-feet 1 Proposed Development Type Car Wash unitless 2 Number of Residents or Employees at Proposed Development 2 # 3 Total Planted Area within Development 7,809 sq-ft 4 Water Use Category for Proposed Planted Areas low unitless 5 Is Average Site Infiltration Rate Less than 0.5 Inches per Hour?no yes/no 6 Is Retention of the Full DCV Anticipated to Produce Negative Impacts?no yes/no 7 Is Retention of Any Volume Anticipated to Produce Negative Impacts?no yes/no 8 36-Hour Toilet Use Per Resident or Employee 0.7 cubic-feet 9 Subtotal: Anticipated 36 Hour Toilet Use 1.4 cubic-feet 10 Anticipated 1 Acre Landscape Use Over 36 Hours 52.1 cubic-feet 11 Subtotal: Anticipated Landscape Use Over 36 Hours 9.3 cubic-feet 12 Total Anticipated Use Over 36 Hours 11 cubic-feet 13 Total Anticipated Use / Design Capture Volume 0.00 cubic-feet 14 Are Full Capture and Use Techniques Feasible for this Project?no unitless 15 Is Full Retention Feasible for this Project?yes yes/no 16 Is Partial Retention Feasible for this Project?yes yes/no Result 17 Feasibility Category 3 1, 2, 3, 4, 5 Worksheet B.3-1 General Notes: B-16 February 26, 2016 Capture & Use Inputs Infiltration Inputs Calculations A. Applicants may use this optional worksheet to determine the feasibility of implementing capture and use techniques on their project site. Applicants should provide inputs for yellow shaded cells and calculate appropriate values for unshaded cells. Projects demonstrating feasibility or potential feasibility via this worksheet are encouraged to incorporate capture and use features in their project. An automated version of this worksheet is available for download at the County of San Diego Department of Public Works website. B. Negative impacts associated with retention may include geotechnical, groundwater, water balance, or other issues identified by a geotechnical engineer and substantiated through completion of Form I-8. H. PDPs participating in an offsite alternative compliance program are not held to the feasibility categories presented herein. C. Feasibility Category 1: Applicant must implement capture & use, retention, and/or infiltration elements for the entire DCV. D. Feasibility Category 2: Applicant must implement capture & use elements for the entire DCV. E. Feasibility Category 3: Applicant must implement retention and/or infiltration elements for the entire DCV. F. Feasibility Category 4: Applicant must implement partial retention BMPs. G. Feasibility Category 5: Applicant must implement biofiltration BMPs. Appendix C: eotechnical and groundwater Investigation Requirements February 26, 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? Note that it is not necessary to investigate each and every criterion in the worksheet if infiltration is precluded. Instead a letter of justification from a geotechnical professional familiar with the local conditions substantiating any geotechnical issues will be required. Criteria 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 must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: Page 17 of Soil and Foundation Evaluation Report of project site prepared by Soil Pacific inc., dated May 25, 2021 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Onsite infiltration should be designed for an infiltration rate of 4 inches/hour. 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 must be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: Page 17 of Soil and Foundation Evaluation Report of project site prepared by Soil Pacific inc., dated May 25, 2021 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Onsite infiltration should be designed for an infiltration rate of 4 inches/hour. The ifiltration basin shall be placed with a minimum 15 foot setback from foundations, property lines or rights of way. Appendix C: eotechnical and groundwater Investigation Requirements February 26, 2016 Worksheet C.4-1 Page 2 of 4 Criteria 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 must be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Page 9 of Soil and Foundation Evaluation Report of project site prepared by Soil Pacific inc., dated May 25, 2021 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. There are no groundwater wells onsite. No groundwater was encountered during investigation to a depth of 55 feet. 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 must be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Page 9 of Soil and Foundation Evaluation Report of project site prepared by Soil Pacific inc., dated May 25, 2021 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. The report indicates the site is within the Temecula Valley Groundwater Basin area. No seasonal depths were indicated other than no groundwater was encountered during to a depth of 55 feet. Report indicates there can be some seasonal fluctuations. 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 Full infiltration *To be completed using gathered site information and best professional judgment considering the definition of MEP in the Regional MS4 Permit. Additional testing and/or studies may be required by City staff to substantiate findings. Appendix D: Approved Infiltration Rate Assessment Methods D-19 July 2018 Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet Factor of Safety and Design Infiltration Rate Worksheet Worksheet D.5-1 Factor Category Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 Predominant soil texture 0.25 Site soil variability 0.25 Depth to groundwater / impervious layer 0.25 Suitability Assessment Safety Factor, SA = 6p B Design Level of pretreatment/ expected sediment loads 0.5 Redundancy/resiliency 0.25 Compaction during construction 0.25 Design Safety Factor, SB = 6p Combined Safety Factor, Stotal= SA x SB Observed Infiltration Rate, inch/hr, Kobserved (corrected for test-specific bias) Design Infiltration Rate, in/hr, Kdesign = Kobserved / Stotal Supporting Data Briefly describe infiltration test and provide reference to test forms: 1 1 1 1 0.25 0.25 0.25 0.25 1.0 2 1 1 1 0.25 0.25 1.5 1.5 4 2.7 Worksheet B.4-1: Sizing Infiltration BMPs Category # Description Value Units BMP Inputs 0 Drainage Basin ID or Name DA1 unitless 1 Design Capture Volume Tributary to BMP 3,008 cubic-feet 2 Provided Infiltration Surface Area 742.4 sq-ft 3 Provided Surface Ponding Depth 0 inches 4 Provided Soil Media Thickness 0 inches 5 Provided Gravel Storage Thickness 84 inches 6 Native Soil Infiltration Rate 2.7 in/hr Infiltration Calculations 7 Volume Infiltrated Over 6 Hour Storm 1,002 cubic-feet 8 Soil Media Pore Space 0.40 unitless 9 Gravel Pore Space 0.40 unitless 10 Effective Depth of Infiltration Storage 69.6 inches 11 Drawdown Time for Surface Ponding (Post-Storm) 0 hours 12 Drawdown Time for Entire Infiltration Basin (Including 6 Hour Storm) 25.5 hours 13 Volume Infiltrated by BMP 5,307.9 cubic-feet 14 Fraction of DCV Infiltrated 1.76 ratio 15 Percentage of Performance Requirement Satisfied 1.0 ratio Result 16 Deficit of Effectively Treated Stormwater 0 cubic-feet Worksheet B.4-1 General Notes: A. Applicants may use this worksheet to size Infiltration-Only BMPs (INF-1). Applicants must provide inputs for yellow shaded cells and calculate appropriate values for unshaded cells. Notes corresponding with each line item are provided below. An automated version of this worksheet is available for download at the County of San Diego Department of Public Works website and is included in Appendix I. 0. Populated per result of Worksheet B.1-1 1. Populated per result of Worksheet B.1-1 2. User Input 3. User Input 4. User Input 5. User Input, use a value of zero if gravel does not cover entire bottom 6. User Input from Worksheet D.5-1 of BMP Design Manual. 7. Minimum between Line 1 or [Line 2 x (Line 6/12) x 6] 8. Default = 0.40 for Infiltration-Only BMPs 9. Default = 0.40 10. [Line 3 + (Line 4 x Line 8) + (Line 5 x Line 9)] 11. [Line 3 / Line 6]. Must be less than 96 hours for vector control. 12. [Line 10 / Line 6] + 6.0. Must be between 6 and 120 hours. 13. [Line 2 x (Line 10/12) + Line 7] 14. [Line 13/Line 1]. Maximum of 3.00 15. Look up value from Retention Percent Capture Curves and divide by 0.80. Maximum result of 1.00. 16. [Line 1 x Line 15] - Line 1 User Inputs Chamber Model: MC-4500 Outlet Control Structure: No Project Name: JN6373 Engineer: Jen Quiroz Project Location: California Measurement Type: Imperial Required Storage Volume: 3043 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 9 in. Stone Above Chambers: 12 in. Average Cover Over Chambers: 24 in. Design Constraint Dimensions:(15 ft. x 100 ft.) Results System Volume and Bed Size Installed Storage Volume: 3074.88 cubic ft. Storage Volume Per Chamber: 106.50 cubic ft. Number Of Chambers Required: 16 Number Of End Caps Required: 2 Chamber Rows: 1 Maximum Length:71.87 ft. Maximum Width: 10.33 ft. Approx. Bed Size Required: 742.62 square ft. System Components Amount Of Stone Required: 119.62 cubic yards Volume Of Excavation (Not Including Fill): 185.66 cubic yards Advanced Drainage Systems, Inc. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SiteASSIST IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-4500. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER JN6373 TEMECULA, CA St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : J Q PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . RE V D R W C H K D E S C R I P T I O N JN 6 3 7 3 TE M E C U L A , C A SHEET OF2 5 NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. CONCEPTUAL ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.75MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):8.25MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):7.75MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):7.75MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):7.75 TOP OF STONE:6.75 TOP OF MC-4500 CHAMBER:5.75 24" ISOLATOR ROW PLUS INVERT:0.94 BOTTOM OF MC-4500 CHAMBER:0.75 BOTTOM OF STONE:0.00 PROPOSED LAYOUT 16 STORMTECH MC-4500 CHAMBERS 2 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 3075 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 743 SYSTEM AREA (SF) 164.4 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC4500IEPP24B / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC450024RAMPBFLAMP (DESIGN BY ENGINEER / PROVIDED BY OTHERS)CCONCRETE STRUCTURE ISOLATOR ROW PLUS (SEE DETAIL) NO WOVEN GEOTEXTILE BED LIMITS 71.87' 10 . 3 3 ' 69.87' 8. 3 3 ' 20 ' 10 ' 0 B C A St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : J Q PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . RE V D R W C H K D E S C R I P T I O N JN 6 3 7 3 TE M E C U L A , C A SHEET OF3 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. CATCH BASIN OR MANHOLE MC-4500 ISOLATOR ROW PLUS DETAIL NTS STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-4500 CHAMBER OPTIONAL INSPECTION PORT MC-4500 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC4500REPE24BC OR MC4500REPE24BW ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC450024RAMP 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : J Q PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . RE V D R W C H K D E S C R I P T I O N JN 6 3 7 3 TE M E C U L A , C A SHEET OF4 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MC-4500 TECHNICAL SPECIFICATION NTS PART #STUB B C MC4500IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC4500IEPP06B ---0.86" (22 mm) MC4500IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC4500IEPP08B ---1.01" (26 mm) MC4500IEPP10T 10" (250 mm)38.37" (975 mm)--- MC4500IEPP10B ---1.33" (34 mm) MC4500IEPP12T 12" (300 mm)35.69" (907 mm)--- MC4500IEPP12B ---1.55" (39 mm) MC4500IEPP15T 15" (375 mm)32.72" (831 mm)--- MC4500IEPP15B ---1.70" (43 mm) MC4500IEPP18T 18" (450 mm) 29.36" (746 mm)---MC4500IEPP18TW MC4500IEPP18B ---1.97" (50 mm)MC4500IEPP18BW MC4500IEPP24T 24" (600 mm) 23.05" (585 mm)---MC4500IEPP24TW MC4500IEPP24B ---2.26" (57 mm)MC4500IEPP24BW MC4500IEPP30BW 30" (750 mm)---2.95" (75 mm) MC4500IEPP36BW 36" (900 mm)---3.25" (83 mm) MC4500IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m³) MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³) WEIGHT (NOMINAL)125.0 lbs.(56.7 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" CUSTOM PARTIAL CUT INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT B C 52.0" (1321 mm) 48.3" (1227 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : J Q PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . RE V D R W C H K D E S C R I P T I O N JN 6 3 7 3 TE M E C U L A , C A SHEET OF5 5 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 17 Template Date: September 26, 2019 Preparation Date: October 6, 2022 Identification and Narrative of Receiving Water and Pollutants of Concern Describe flow path of stormwater 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): List any 303(d) impaired water bodies3 within the path of stormwater 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 (see BMP Design Manual Appendix B.6.1): 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs / WQIP Highest Priority Pollutant Murrieta Creek Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Toxicity Santa Margarita River Toxicity, Enterococcus, Fecal Coliform, Phosphorus, Total Nitrogen as N Santa Margarita Lagoon Eutrophic Identification of Project Site Pollutants* *Identification of project site pollutants below 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 Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment ☐ ☒ ☐ Nutrients ☐ ☒ ☒ Heavy Metals ☐ ☒ ☒ Organic Compounds ☐ ☒ ☐ Trash & Debris ☐ ☒ ☐ Oxygen Demanding Substances ☐ ☒ ☐ Oil & Grease ☐ ☒ ☐ Bacteria & Viruses ☐ ☒ ☐ Pesticides ☐ ☒ ☐ 3 The current list of Section 303(d) impaired water bodies can be found at http://www.waterboards.ca.gov/water_issues/programs/water_quality_assessment/#impaired PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 19 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 2 HYDROMODIFICATION CONTROL MEASURES Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Do Hydromodification Management Requirements apply? See Chapter 1.6 and Figure 1-2. ☒ Hydromodification management controls required. ☐ Green Streets Project (Exempt from hydromodification management requirements) STOP * ☐ Exempt from hydromodification management requirements ☐ Include Figure 1-2 and document any “NO” answer STOP * Attachment 2b HMP Exhibits (Required) See Checklist on the back of this Attachment cover sheet. see Chapter 6.3.1 ☒ Combined with DMA Exhibit ☐ Included Attachment 2c Management of Critical Coarse Sediment Yield Areas See Chapter 6.2 and Appendix H of the BMP Design Manual. ☒ Exhibit depicting onsite/ upstream CCSYAs (Figure H.1-1) AND, documentation that project avoids CCSYA per Appendix H.1. OR ☐ Sediment Supply BMPs implemented. Attachment 2d Structural BMP Design Calculations, Drawdown Calculations, & Overflow Design. See Chapter 6 & Appendix G of the BMP Design Manual ☒ Included ☐ Project is designed entirely with De-Minimus, Self–Mitigating, and/or qualifying Self-Retaining Areas. STOP * Attachment 2e Geomorphic Assessment of Receiving Channels. See Chapter 6.3.4 of the BMP Design Manual. ☐ low flow threshold is 0.1Q2 ☐ low flow threshold is 0.3Q2 ☐ low flow threshold is 0.5Q2 Attachment 2f Vector Control Plan (Required when structural BMPs will not drain in 96 hours) ☐ Included ☒ Not required because BMPs will drain in less than 96 hours Attachment 2g Hydromodification Offsite Alternative Compliance form. Refer to Figure 1- 3: Pathways to Participating in Offsite Alternative Compliance Program ☒ Full Compliance Onsite ☐ Offsite ACP. Document onsite structural BMPs and complete Hydromodification Offsite Alternative Compliance Participation Form, and WQE worksheets * If this box is checked, the remainder of Attachment 2 does not need to be filled out. 20 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: ☒ Point(s) of Compliance with name or number ☒ Project Site Boundary ☒ Project Disturbed Area Footprint ☒ Drainage management area (DMA) boundaries, DMA ID numbers, DMA areas (square footage or acreage), and DMA type (i.e., drains to structural BMP, self-retaining, self- mitigating, or de-minimis) Note on exhibit De-minimis areas and reason they could not be included. Include offsite areas receiving treatment to mitigate Onsite Water Quality Equivalency. ☒ Potential pollutant source areas and corresponding required source control BMPs (see Chapter 4, Appendix E.1, and Step 3.5) ☒ Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show sections, details, and dimensions of site design BMP’s (tree wells, dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.) ☐ Proposed Harvest and Use BMPs ☒ Underlying hydrologic soil group (Web Soil Survey) ☐ Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake) ☒ Existing topography and impervious areas ☒ Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots show pervious and impervious totals for each lot. ☒ Existing and proposed site drainage network and connections to drainage offsite ☒ Potable water wells, onsite wastewater treatment systems (septic), underground utilities ☒ Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail) ☒ Approximate depth to groundwater at each structural BMP ☒ Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at each structural BMP ☒ Critical coarse sediment yield areas to be protected and or conveyed through the project site. ☒ Temporary Construction BMPs. Include protection of source control, site design and structural BMPs during construction. ☐ Onsite and Offsite Critical coarse sediment yield areas to be protected ☒ Proposed design features and surface treatments used to minimize imperviousness ☒ Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) ☒ Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas July 2018 H-7 Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas Figure H.2-1: Potential Critical Coarse Sediment Yield Areas and Potential Sediment Source Areas PROJECT SITE PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 23 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 3 Structural BMP Maintenance Information Indicate which Items are Included behind this cover sheet: Maintenance Responsibility has been assigned to: ☒ Property Owner ☐ Special District ☐ City of Temecula ☐ Attachment 3 is not required because the project does not propose structural BMPs ☐ Not applicable at this time – Discretionary Project Attachment Sequence Contents Checklist Attachment 3 Standard Structural BMP Water Quality Management Plan Operation and Maintenance Agreement (BMP Design Manual Appendix A.3) ☒ Included ☐ Signed, Notarized, and Recorded* ☐ City Maintained – Do Not Record, must be reviewed & accepted by City Maintenance Dept. Exhibit A Legal Description ☒ Included Exhibit B Individual Structural BMP DMA Mapbook (WQMP Exhibits) ☒ Included ☒ Place each map on 8.5”x11” paper ☒ BMP Site layout – Clearly depict location of each BMP ☒ Legible construction details of each BMP. Exhibit C Structural BMP Maintenance Plan (Required) ☒ Included See Structural BMP Maintenance Information Checklist on the back of this Attachment cover sheet. Exhibit D Structural BMP Design Fact Sheets (Appendix E) ☒ Included Note* Do not notarize & record until City staff has reviewed and approved the final Water Quality Management Plan Operation and Maintenance Agreement. 24 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Plan Exhibit: Attachment 3 Exhibit C must identify: ☒ Purpose of the Operation and Maintenance Manual ☒ General description and function of all Structural BMPs implemented ☒ Inspection & Maintenance Documentation. Refer to Chapter 7.4 ☒ Inspection, Maintenance, & Reporting Frequency: Refer to Chapter 7.5 ☒ Measures to Control Maintenance Costs. Refer to Chapter 7.6 ☒ Maintenance indicators and actions for structural BMP(s). Refer to Chapter 7.7 ☒ Structural BMP Life Cycle Cost Analysis including Inspection, Maintenance, documentation, reporting, and replacement. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 25 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 4 City of Temecula PDP Structural BMP Verification for Permitted Land Development Projects ☒ Not applicable at this time – Discretionary Project ☐ Attachment 4 is not required because the project does not propose structural BMPs 26 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 This page was left intentionally blank. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 27 Template Date: September 26, 2019 Preparation Date: October 6, 2022 City of Temecula Structural BMP Verification Form Project Summary Information Project Name Record ID (e.g., grading/improvement plan number) Project Address Assessor's Parcel Number(s) (APN(s)) Project Watershed (Complete Hydrologic Unit, Area, and Subarea Name with Numeric Identifier) Responsible Party for Construction Phase Developer's Name Address Email Address Phone Number Engineer of Work Engineer's Phone Number Responsible Party for Ongoing Maintenance Owner's Name(s)* Address Email Address Phone Number *Note: If a corporation or LLC, provide information for principal partner or Agent for Service of Process. If an HOA, provide information for the Board or property manager at time of project closeout. 28 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 City of Temecula Structural BMP Verification Form Page 2 of 4 Stormwater Structural Pollutant Control & Hydromodification Control BMPs* (List all from WQMP) Description/Type of Structural BMP Plan Sheet # STRUCT- URAL BMP ID# Maintenance Agreement Recorded Doc # Revisions Note: If this is a partial verification of Structural BMPs, provide a list and map denoting Structural BMPs that have already been submitted, those for this submission, and those anticipated in future submissions. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 29 Template Date: September 26, 2019 Preparation Date: October 6, 2022 City of Temecula Structural BMP Verification Form Page 3 of 4 Checklist for Applicant to submit to City inspector: ☐ Photograph of each completed Structural BMP. ☐ Photograph(s) of each Structural BMP during the construction process to illustrate proper construction as described in the Structural BMP Fact sheets. ☐ Certificates of compliance for materials as required in the Structural BMP Fact sheets. ☐ Infiltration Tests as required in the Structural BMP Fact sheets. By signing below, I certify that the Structural BMP(s) for this project have been constructed and all BMPs are in substantial conformance with the approved plans and applicable regulations. I understand the City reserves the right to inspect the above BMPs to verify compliance with the approved plans and City Ordinances. Should it be determined that the BMPs were not constructed to plan or code, corrective actions may be necessary before permits can be closed. Please sign your name and seal. Professional Engineer's Printed Name: Professional Engineer's Signed Name: Date: 30 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 City of Temecula Structural BMP Verification Form Page 4 of 4 City - OFFICIAL USE ONLY: For City Inspector: Verification Package #: __________ City Inspector: Date Project has/expects to close: Date verification received from EOW: By signing below, City Inspector concurs that every noted Structural BMP has been installed per plan. City Inspector’s Signature: _______________________________ Date: For Land Development Staff: Date Received from City Inspector: Land Development Submittal Reviewer: Land Development Reviewer concurs that the information provided for the following Structural BMPs is acceptable to enter into the Structural BMP Maintenance verification inventory: List acceptable Structural BMPs: Land Development Reviewer’s Signature: Date: PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 31 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 5 Copy of Plan Sheets Showing Permanent Stormwater BMPs, Source Control, and Site Design Use this checklist to ensure the required information has been included on the plans: The plans must identify: ☒ Structural BMP(s) with ID numbers ☒ The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit ☐ Improvements within City Public Right-of-Way have been designed in accordance with Appendix K: Guidance on Green Infrastructure. ☒ Details and specifications for construction of structural BMP(s). ☒ Manufacturer and part number for proprietary parts of structural BMP(s) when applicable. ☒ Signage indicating the location and boundary of source control, site design, and structural BMP(s) as required by City staff. ☒ How to access the structural BMP(s) to inspect and perform maintenance. ☒ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, benchmarks or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) ☒ Include landscaping plan sheets showing vegetation and amended soil requirements for vegetated structural BMP(s), amended soil areas, dispersion areas, tree-wells, and self- mitigating areas ☒ All BMPs must be fully dimensioned on the plans ☒ Include all Construction stormwater, source control, and site design measures described in the WQMP. Can be included as separate plan sheets as necessary. ☒ When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number must be provided. Photocopies of general brochures are not acceptable. 32 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 This page was left intentionally blank. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 33 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 6 Copy of Project's Drainage Report Use this checklist to ensure the required information has been included on the Drainage Report: ☒ The project is required to prepare and submit a CEQA Drainage Study in compliance with Riverside County Flood Control and Water Conservation District Hydrology Manual: http://rcflood.org/downloads/Planning/Hydrology%20Manual%20-%20Complete.pdf In addition to the guideline, the study shall include the following but not limited to: ☒ The final CEQA Drainage report shall be signed, stamped and dated by the responsible Registered Civil Engineer. ☒ In the narrative of the report please provide a summary table of: pre- and post- development C, Tc, I, A, V100, Q100 without mitigation and Q100 with mitigation for each area (or point) where drainage discharges from the project. Peak runoff rates (cfs), velocities (fps) and identification of all erosive velocities (at all points of discharge) calculations for pre-development and post-development. The comparisons should be made about the same discharge points for each drainage basin affecting the site and adjacent properties. ☒ Summary/Conclusion: Please discuss whether the proposed project would substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or off-site? Provide reasons and mitigations proposed. ☒ Discuss whether the proposed project would substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site? Provide reasons and mitigations proposed. ☒ Discuss whether the proposed project would create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems. Provide reasons and mitigations proposed. ☒ Discuss whether the proposed project would place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map, including County Floodplain Maps. Provide reasons and mitigations proposed. ☒ Discuss whether the proposed project would place structures within a 100-year flood hazard area, which would impede or redirect flood flows. ☒ Discuss whether the proposed project would expose people or structures to a significant risk of loss, injury or death involving flooding as a result of the failure of a levee or dam. 34 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 ☒ Provide existing and proposed Hydrology Maps for each phase. The maps shall show existing and proposed culverts, discharge point with A & Q, flow path direction for each drainage basin. Show existing FEMA floodplain/floodway which flow through the property. A minimum map size is 11"x17". ☒ Provide Hydrologic Soil Group Map. ☒ Provide Rainfall Isopluvials for 100 Year Rainfall Event - 6 Hours and 24 Hours Maps. ☒ The report should have numbered pages and a corresponding Table of Contents. ☒ Improvements within City Public Right-of-Way have been designed in accordance with Appendix K: Guidance on Green Infrastructure. BMP’s have been designed to safely convey the 100-year flood If hardcopy or CD is not attached, the following information should be provided: Title: Prepared By: Date: PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 35 Template Date: September 26, 2019 Preparation Date: October 6, 2022 ATTACHMENT 7 Copy of Project's Geotechnical and Groundwater Investigation Report ☐ This attachment is empty because a geotechnical and groundwater report is not required. If hardcopy or CD is not attached, the following information should be provided: Title: Soil and Foundations Evaluation Report Prepared By: Soil Pacific Inc. Date: May 25, 2021 The geotechnical and groundwater investigation report must address the following key elements, and where appropriate, mitigation recommendations must be provided. ☒ Identify areas of the project site where infiltration is likely to be feasible and provide justifications for selection of those areas based on soil types, slopes, proximity to existing features, etc. Include completed and signed Worksheet C.4-1 (see Appendix I). ☒ Investigate, evaluate and estimate the vertical infiltration rates and capacities in accordance with the guidance provided in Appendix D which describes infiltration testing and appropriate factor of safety to be applied for infiltration testing results. The site may be broken into sub-basins, each of which has different infiltration rates or capacities. ☒ Describe the infiltration/ percolation test results and correlation with published infiltration/ percolation rates based on soil parameters or classification. Recommend providing design infiltration/percolation rate(s) at the sub-basins. Use Worksheet D.5-1 (see Appendix I). ☒ Investigate the subsurface geological conditions and geotechnical conditions that would affect infiltration or migration of water toward structures, slopes, utilities, or other features. Describe the anticipated flow path of infiltrated water. Indicate if the water will flow into pavement sections, utility trench bedding, wall drains, foundation drains, or other permeable improvements. ☒ Investigate depth to groundwater and the nature of the groundwater. Include an estimate of the high seasonal groundwater elevations. ☒ Evaluate proposed use of the site (industrial use, residential use, etc.), soil and groundwater data and provide a concluding opinion whether proposed storm water infiltration could cause adverse impacts to groundwater quality and if it does cause impacts whether the impacts could be reasonably mitigated or not. ☒ Estimate the maximum allowable infiltration rates and volumes that could occur at the site that would avoid damage to existing and proposed structures, utilities, slopes, or other features. In addition the report must indicate if the recommended infiltration rate is appropriate based on the conditions exposed during construction. ☒ Provide a concluding opinion regarding whether or not the proposed onsite storm water infiltration/percolation BMP will result in soil piping, daylight water seepage, slope instability, or ground settlement. 36 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Preparation Date: October 6, 2022 Template Date: September 26, 2019 ☒ Recommend measures to substantially mitigate or avoid any potentially detrimental effects of the storm water infiltration BMPs or associated soil response on existing or proposed improvements or structures, utilities, slopes or other features within and adjacent to the site. For example, minimize soil compaction. ☒ Provide guidance for the selection and location of infiltration BMPs, including the minimum separations between such infiltration BMPs and structures, streets, utilities, manufactured and existing slopes, engineered fills, utilities or other features. Include guidance for measures that could be used to reduce the minimum separations or to mitigate the potential impacts of infiltration BMPs. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 37 Template Date: September 26, 2019 Preparation Date: October 6, 2022 This page was left intentionally blank.