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Appendix G - Water Quality Management Plan
❖ APPENDICES ❖ APPENDIX G PRELIMINARY WATER QUALITY MANAGEMENT PLAN WQMP Project Information Form WQMP Inventory Please provide the following information for the WQMP site. WQMP Project Information Form General Information WQMP ID Reference/File No. 22-000006 MC22-011, DR22-055,CUP Project Name Midland Plaza Date Initially Prepared Date Re-Submitted Final Approval Date 01/14/2021 05/12/2022 Click here to enter a date. Includes Waivers Maintenance Agreement Recorded Who will maintain BMPs? No No Private Who will Fund BMPs? Site Owner, See below Owner Responsible Party License ID Midland Investments, LLC Contact Person Contact Phone No. Paul Dhaliwal 909-466-9000 Street Address 3270 Inland Empire Blvd, Suite 430 City State Zip Code Ontario CA 91764 Project Description Development Type ☐ Significant re-development involving the addition or replacement of 5,000 or more ft2 of impervious surface on an already developed site ☒ New development involving the creation of 10,000 or more ft2 of impervious surface collectively over entire site ☐ Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, 7532-7534, 7536-7539 ☒ Restaurants (with SIC code 5812) where the land area of development is 5,000 ft2 or more ☐ Hillside developments of 5,000 ft2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more ☐ Developments of 2,500 ft2 of impervious surface or more adjacent to (within 200 ft) or discharging directly into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters ☒ Parking lots of 5,000 ft2 or more exposed to storm water ☒ Retail gasoline outlets that are either 5,000 ft2 or more, or have a projected average daily traffic of 100 or more vehicles per day ☐ Qualifying Transportation Project ☐ Non-Category WQMP Project Information Form WQMP Inventory WQMP Project Information Form Re-Development Area New Development Area Area Units 0 284,280 sf Onsite; 19,975 sf Offsite; 304,255 sf Total SF Land Use Type Number of Dwelling Units Commercial 0 Primary SIC Code Other SIC Codes Primary NAICS Code Other NAICs Codes 5411, 5541, 5812, 5912, 5999, 7542 447110, 722511, 722513, 811192, 453998, 446110 Is Project going to be phased? Does Project include Roads Party Responsible for Operation and Maintenance Documentation No No Corporation Responsible Party Description Midland Investments, LLC, Site Owner & Developer Operations and Maintenance Notes Project Location Street Address SW Corner of Baseline & Sierra Ave City State Zip Code Fontana CA 92336 Cross Street Map Reference GIS ID Baseline & Sierra Ave, Montgomery Ave Latitude Longitude 34.120169 -117.437210 APN(s) 0241-051-01 0241-051-02 0241-051-16 0241-051-17 32-0-00 Project Description Mixed Commercial Development of 6.53 ac of currently undeveloped land. Car wash, gas station/C-store, QSR, restaurant, pharmacy, 2 retail bldgs, & road widening. Watershed(s) ☒ Santa Ana River Reach 3 ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed ☐ Name Of Watershed Permitting Permit No(s). Condition No(s). WDID No(s). (if applicable) MC 22-011 TBD Water Quality Pollutants of Concern Potential Expected NA Fecal Indicator Bacteria ☐ ☒ ☐ Phosphorus ☐ ☒ ☐ Nitrogen ☐ ☒ ☐ Total Dissolved Solids (TDS) ☐ ☒ ☐ WQMP Project Information Form WQMP Inventory WQMP Project Information Form Sediment ☐ ☒ ☐ Copper ☐ ☒ ☐ Zinc ☐ ☒ ☐ Oil and Grease ☐ ☒ ☐ Trash/Debris ☐ ☒ ☐ Herbicides/Pesticides ☐ ☒ ☐ pH ☐ ☒ ☐ Other ☐ ☐ ☐ Pollutant Comments: Receiving Water(s) Immediate Receiving Water Name Sub Reach Number West Fontana Channel 3 Is immediate receiving water 303D listed? Distance from Immediate Receiving Water Are downstream receiving waters 303D listed? No 1.75 Miles Yes 303D Pollutants Potential Expected NA Bacterial Indicators/Pathogens ☐ ☒ ☐ Metals ☐ ☒ ☐ Nutrients ☐ ☒ ☐ Sedimentation/Siltation ☐ ☒ ☐ Noxious Aquatic Plants ☐ ☒ ☐ Total Suspended Solids (TSS) ☐ ☒ ☐ PCBs (Polychlorinated biphenls) ☐ ☒ ☐ 303D Pollutants Comments: BMPs Hydrodynamic Separation Pre-Treatment, Infiltration Chamber Retention Special Project Comments Water Quality Management Plan For: Midland Commercial Development MASTER CASE NO. 22-011, DESIGN REVIEW NO. 22-055, CONDITIONAL USE PERMIT NO. 22-002, MINOR USE PERMIT NO. 22-001, GRADING PERMIT NO. TBD, BUILDING PERMIT NO. TBD., WQMP NO. 22-000006 APN: 0241-051-01, 02, 16, 17 AND 32-0-00 Prepared for: Midland Investments, LLC 3270 Inland Empire Blvd, Suite 430 Ontario, CA 91764 Prepared by: Barghausen Consulting Engineers, Inc 18215 72nd Ave South Kent, WA 98032 425.251.6222 Submittal Date: January 14, 2022 Revision Date: May 12, 2022 Preliminary for Entitlements Complete Date: TBD Construction WQMP Complete Date: TBD Final WQMP Approved Date: TBD Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Midland Investments, LLC by Barghausen Consulting Engineers, Inc. The WQMP is intended to comply with the requirements of the City of Fontana, California and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” . Project Data Permit/Application Number(s): WQMP #: 22-000006 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD – Tentative Parcel Map Submitted for Review Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 0241-051-01, 02, 16, 17, 32-0-00 Master Case: 22-011 Design Review: 22-055 Conditional Use: 22-002 Minor Use: 22-001 Owner’s Signature Owner Name: Paul Dhaliwal Title Partner Company Midland Investments, LLC Address 3270 Inland Empire Blvd, Suite 430, Ontario, CA 91764 Email Jpsdhaliwal9@yahoo.com Telephone # 909-466-9000 Signature ATTESTATION TO BE PROVIDED AFTER PROJECT APPROVAL Date Later Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): WQMP #: 22-000006 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD – Tentative Parcel Map Submitted for Review Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 0241-051-01, 02, 16, 17, 32-0-00 Master Case: 22-011 Design Review: 22-055 Conditional Use: 22-002 Minor Use: 22-001 “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0036.” Engineer: Hal Grubb, PE; Mason Mendel PE Stamp Below Title Director of Engineering Company Barghausen Consulting Engineers, Inc Address 18215 72nd Ave South, Kent, WA 98032 Email hgrubb@barghausen.com; mmendel@barghausen.com Telephone # 425-251-6222 Signature Date 5-12-2022 05/12/22 Water Quality Management Plan (WQMP) Contents ii Table of Contents Section 1 Discretionary Permits ......................................................................................... 1-1 Section 2 Project Description ............................................................................................... 2-1 2.1 Project Information ........................................................................................ 2-1 2.2 Property Ownership / Management .............................................................. 2-2 2.3 Potential Stormwater Pollutants ................................................................... 2-3 2.4 Water Quality Credits ........ ……………………………………………………………………………. 2-4 Section 3 Site and Watershed Description ......................................................................... 3-1 Section 4 Best Management Practices ................................................................................ 4-1 4.1 Source Control BMP ....................................................................................... 4-1 4.1.1 Pollution Prevention ................................................................................... 4-1 4.1.2 Preventative LID Site Design Practices ....................................................... 4-6 4.2 Project Performance Criteria......................................................................... 4-7 4.3 Project Conformance Analysis ....................................................................... 4-12 4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-14 4.3.2 Infiltration BMP .......................................................................................... 4-16 4.3.3 Harvest and Use BMP .................................................................................. 4-18 4.3.4 Biotreatment BMP....................................................................................... 4.19 4.3.5 Conformance Summary ............................................................................... 4-23 4.3.6 Hydromodification Control BMP ............................................................... 4-24 4.4 Alternative Compliance Plan (if applicable) ................................................. 4-25 Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ................. 5-1 Section 6 Site Plan and Drainage Plan ................................................................................ 6-1 6.1. Site Plan and Drainage Plan.......................................................................... 6-1 6.2 Electronic Data Submittal ............................................................................. 6-1 Forms Form 1-1 Project Information ............................................................................................... 1-1 Form 2.1-1 Description of Proposed Project ......................................................................... 2-1 Form 2.2-1 Property Ownership/Management ..................................................................... 2-2 Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3 Form 2.4-1 Water Quality Credits ......................................................................................... 2-4 Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1 Form 3-2 Hydrologic Characteristics .................................................................................... 3-2 Form 3-3 Watershed Description .......................................................................................... 3-3 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-4 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-6 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-7 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-8 Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-9 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-10 Water Quality Management Plan (WQMP) Contents iii Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-11 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-13 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-14 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-17 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-18 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-19 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-20 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-21 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-22 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-23 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-24 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 Appendix A – Supporting Information Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Midland Investments, LLC Commercial Development Project Owner Contact Name: Mason Mendel Mailing Address: 18215 72nd Ave South, Kent, WA 98032 E-mail Address: mmendel@barghausen.com Tel: 425-251-6222 Ext 7449 Permit/Application Number(s): WQMP #: 22-000006 Tract/Parcel Map Number(s): TBD – Tentative Parcel Map Submitted for Review Additional Information/ Comments: Description of Project: This project is a Mixed Commercial Development of 284,280 square feet (6.53) acres of currently undeveloped fallow land. Development will include a car wash, gas station with convenience store, QSR, restaurant, pharmacy, and two commercial retail buildings, along with ROW dedication and roadway widening along Montgomery Avenue. The existing site is a fallow grass field, with a slope of approximately 2.5% from north to south. Existing drainage from the site is minimal, and sheet flows to Montgomery Avenue, which has no formal drainage system and minimal longitudinal slope to convey stormwater. Stormwater from the proposed conditions will be collected in catch basins and conveyed via pipes to hydrodynamic separators for pre-treatment prior to soil infiltration via underground infiltration chambers. The design capture volume (DCV) will be managed onsite, including system oversizing for the new pavement and sidewalk areas within Montgomery Ave ROW, which will drain to the onsite treatment and retention system via the under sidewalk drain proposed along Montgomery Avenue, which also functions as an emergency overflow. This system oversizing was per direction from Henry Pham of the City of Fontana via an email confirmation on 2-17-2022. Overflow from the proposed site will be directed to its natural discharge location, which is to Montgomery Avenue, south of the site. Discharge to Montgomery Avenue will be only for storm events that overflow the onsite infiltration system. Discharge will be via a piped conveyance to an under sidewalk drain, per City standard drawing #3001. Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. NONE, This is the Preliminary for Entitlements WQMP Submittal. Water Quality Management Plan (WQMP) 2-1 Section 2 Project Description 2.1 Project Information This section of the WQMP should provide the information listed below. The information provided for Conceptual/ Preliminary WQMP should give sufficient detail to identify the major proposed site design and LID BMPs and other anticipated water quality features that impact site planning. Final Project WQMP must specifically identify all BMP incorporated into the final site design and provide other detailed information as described herein. The purpose of this information is to help determine the applicable development category, pollutants of concern, watershed description, and long term maintenance responsibilities for the project, and any applicable water quality credits. This information will be used in conjunction with the information in Section 3, Site Description, to establish the performance criteria and to select the LID BMP or other BMP for the project or other alternative programs that the project will participate in, which are described in Section 4. Form 2.1-1 Description of Proposed Project 1 Development Category (Select all that apply): Significant re-development involving the addition or replacement of 5,000 ft2 or more of impervious surface on an already developed site New development involving the creation of 10,000 ft2 or more of impervious surface collectively over entire site Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, 7532- 7534, 7536-7539 Restaurants (with SIC code 5812) where the land area of development is 5,000 ft2 or more Hillside developments of 5,000 ft2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more Developments of 2,500 ft2 of impervious surface or more adjacent to (within 200 ft) or discharging directly into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters. Parking lots of 5,000 ft2 or more exposed to storm water Retail gasoline outlets that are either 5,000 ft2 or more, or have a projected average daily traffic of 100 or more vehicles per day Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements. 2 Project Area (ft2): 284,280 sf Onsite 19,975 sf Offsite 304,255 sf Total 3 Number of Dwelling Units: 0 4 SIC Code: 5411, 5541, 5812, 5912, 5999, 7542 5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion. 6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP) Water Quality Management Plan (WQMP) 2-2 2.2 Property Ownership/Management Describe the ownership/management of all portions of the project and site. State whether any infrastructure will transfer to public agencies (City, County, Caltrans, etc.) after project completion. State if a homeowners or property owners association will be formed and be responsible for the long-term maintenance of project stormwater facilities. Describe any lot-level stormwater features that will be the responsibility of individual property owners. Form 2.2-1 Property Ownership/Management Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities: The entirety of the site is owned by Midland Investments, LLC, who will be responsible for the long-term maintenance of the proposed stormwater facilities under the proposed arrangement. The frontage improvements along Montgomery Avenue, including the right-of-way dedication, will be transferred to the City of Fontana. The project proposes to divide the property into five individual lots for flexibility in management and ownership. In the event that the desire to sell an individual lot comes up, the stormwater treatment and infiltration facilities will be placed into a joint community facility district or other maintenance covenant. Until then, the owner will retain ownership and responsibility for all stormwater facilities. Onsite stormwater facilities will include catch basins, roof drains, conveyance piping, hydrodynamic separator pre-treatment, and an underground infiltration facility. The owner contact information is as listed below: Owner Name: Paul Dhaliwal Title Partner Company Midland Investments, LLC Address 3270 Inland Empire Blvd, Suite 430, Ontario, CA 91764 Email Jpsdhaliwal9@yahoo.com Telephone # 909-466-9000 Water Quality Management Plan (WQMP) 2-3 2.3 Potential Stormwater Pollutants Determine and describe expected stormwater pollutants of concern based on land uses and site activities (refer to Table 3-3 in the TGD for WQMP). Form 2.3-1 Pollutants of Concern Pollutant Please check: E=Expected, N=Not Expected Additional Information and Comments Pathogens (Bacterial / Virus) E N Commercial Development, Restaurant, Parking Lot Nutrients - Phosphorous E N Commercial Development, Restaurant, Parking Lot Nutrients - Nitrogen E N Commercial Development, Restaurant, Parking Lot Noxious Aquatic Plants E N Commercial Development, Restaurant, Parking Lot Sediment E N Commercial Development, Restaurant, Parking Lot Metals E N Commercial Development, Restaurant, Parking Lot, Retail Gas Outlet Oil and Grease E N Commercial Development, Restaurant, Parking Lot, Retail Gas Outlet Trash/Debris E N Commercial Development, Restaurant, Parking Lot, Retail Gas Outlet Pesticides / Herbicides E N Commercial Development, Restaurant, Parking Lot, Retail Gas Outlet Organic Compounds E N Commercial Development, Restaurant, Parking Lot, Retail Gas Outlet Other: E N Other: E N Other: E N Other: E N Other: E N Water Quality Management Plan (WQMP) 2-4 2.4 Water Quality Credits A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project. Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) Not applied for, due to underground infiltration chamber being feasible for the full DCV. Water Quality Management Plan (WQMP) 3-1 Section 3 Site and Watershed Description Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect flow from a portion of the site and describe how runoff from each DA (and sub-watershed DMAs) is conveyed to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example. Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one drainage area for stormwater management, then complete additional versions of these forms for each DA / outlet. Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude 34.120311 Longitude -117.436753 Thomas Bros Map page 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Conveyance Onsite conveyance brings stormwater to the proposed hydrodynamic separator pre-treatment, then the onsite underground infiltration chamber, which will overflow to the Montgomery Ave swale for large events. Montgomery Ave will drain west via the proposed curb and gutter and flow to the onsite system for treatment and infiltration, and overflow via reverse flow out of the proposed curb inlet. A minor basin of proposed roadway widening on the east side of Montgomery will flow east to Sierra Ave via the proposed curb & gutter. The onsite system has been oversized to include this area, even though existing road centerline grade prevents surface drainage to the proposed system. DA1 DMA A flows to Outlet DMA A is the proposed site, which flows to the proposed treatment and underground infiltration chamber. This overflows to Montgomery Ave via piped outlet to the proposed gutter. Montgomery Ave drains west to the existing undefined drainage along the roadside. DA1 DMA B flows to Outlet Proposed pavement and sidewalks within the Montgomery Ave ROW will generally drain west via the proposed curb and gutter and flow to the proposed onsite system for treatment and infiltration. The system overflows back to the proposed Montgomery Ave inlet via reverse pipe flow for large events, where it will drain west to the existing undefined drainage along the roadside. The eastern 125 feet of the north half of Montgomery Avenue will drain via the proposed curb and gutter to the gutter flowline along Sierra Avenue. Outlet 1 DA1 DMA B DA1 DMA A Water Quality Management Plan (WQMP) 3-2 For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A DMA B DMA C 1 DMA drainage area (ft2) 284,280 sf onsite 19,975 sf offsite 2 Existing site impervious area (ft2) 6,577 sf 5400 sf 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/20100412_map.pdf 1 1 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ Group A Group A 5 Longest flowpath length (ft) 600 500 6 Longest flowpath slope (ft/ft) .025 .002 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Fallow Fallow 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating Poor Poor Water Quality Management Plan (WQMP) 3-3 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - http://permitrack.sbcounty.gov/wap/ See ‘Drainage Facilities” link at this website Undefined surface drainage from Montgomery Ave to Juniper Ave to Miller Ave to Cypress Ave to West Fontana Channel to San Sevaine Channel to Santa Ana River Reach 3 to Prado Basin to Santa Ana River Reach 2 to Santa Ana River Reach 1 to Pacific Ocean (per City flow chart & City Master Storm Drainage Plan). Applicable TMDLs Refer to Local Implementation Plan 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ and State Water Resources Control Board website – http://www.waterboards.ca.gov/santaana/water_iss ues/programs/tmdl/index.shtml Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ None within 200’, see WAP Report. Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ West Fontana Channel, Santa Ana River (All Reaches) Hydrologic Conditions of Concern Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms 4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal No (EXEMPTIONS 1 & 3) See Figure 2-2 HCOC Exempt Areas Map Watershed–based BMP included in a RWQCB approved WAP Yes Attach verification of regional BMP evaluation criteria in WAP • More Effective than On-site LID • Remaining Capacity for Project DCV • Upstream of any Water of the US • Operational at Project Completion • Long-Term Maintenance Plan No Water Quality Management Plan (WQMP) 4-1 Section 4 Best Management Practices (BMP) 4.1 Source Control BMP 4.1.1 Pollution Prevention Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities. The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities. The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms 4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project. Water Quality Management Plan (WQMP) 4-2 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs The owner’s property manager will distribute educational materials available from local agencies and applicable to the individual tenants. N2 Activity Restrictions CCRs will be prepared by the manager and approved by the AHJ prior to building occupancies. N3 Landscape Management BMPs The manager will prepare a landscape management plan, which will be included in the final WQMP. N4 BMP Maintenance The manager will develop a maintenance plan and schedule for maintaining structural BMPs, and implementation of non-structural BMPs. N5 Title 22 CCR Compliance (How development will comply) The manager will prepare a compliance plan for Title 22 CCR Compliance, which will be included in the final WQMP. N6 Local Water Quality Ordinances The manager will prepare and administer a compliance plan. N7 Spill Contingency Plan The manager will prepare and administer a compliance plan. N8 Underground Storage Tank Compliance The manager Lwill prepare and administer a compliance plan for the fueling station. N9 Hazardous Materials Disclosure Compliance The MANAGER will prepare and administer a compliance plan. Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N10 Uniform Fire Code Implementation The MANAGER will prepare and administer a compliance plan. N11 Litter/Debris Control Program The MANAGER will prepare and administer a compliance plan. N12 Employee Training The MANAGER will prepare and administer a compliance plan. N13 Housekeeping of Loading Docks The MANAGER will prepare and administer a compliance plan. N14 Catch Basin Inspection Program The MANAGER will prepare and administer a compliance plan. N15 Vacuum Sweeping of Private Streets and Parking Lots The MANAGER will prepare and administer a compliance plan. N16 Other Non-structural Measures for Public Agency Projects Not applicable. N17 Comply with all other applicable NPDES permits A SWPPP and TESC plan will be included with the final WQMP. Water Quality Management Plan (WQMP) 4-4 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) BMP Compliance will be in accordance with CASQA Handbook SD-13. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) BMP Compliance will be in accordance with CASQA Handbook SD-34. S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) BMP Compliance will be in accordance with CASQA Handbook SD-32. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Statewide Model Landscape Ordinance; CASQA New Development BMP Handbook SD-12) BMP Compliance will be in accordance with CASQA Handbook SD-12. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement Landscape areas will be graded as described here. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Slopes will be protected by landscaping shown in landscaping plans. S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Not applicable S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) Not applicable S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) BMP Compliance will be in accordance with CASQA Handbook SD-31. S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) Not applicable Water Quality Management Plan (WQMP) 4-5 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S11 Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) Not applicable S12 Fueling areas (CASQA New Development BMP Handbook SD-30) BMP Compliance will be in accordance with CASQA Handbook SD-30. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) BMP Compliance will be in accordance with CASQA Handbook SD-10. S14 Wash water control for food preparation areas Food prep will be in accordance with all applicable codes, including SHSC 27520. S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) Not Applicable Water Quality Management Plan (WQMP) 4-6 Water Quality Management Plan (WQMP) 4-7 4.1.2 Preventative LID Site Design Practices Site design practices associated with new LID requirements in the MS4 Permit should be considered in the earliest phases of a project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification control BMP by reducing runoff generation. Describe site design and drainage plan including: Refer to Section 5.2 of the TGD for WQMP for more details. Form 4.1-3 Preventative LID Site Design Practices Checklist Site Design Practices If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No Explanation: Landscaping buffers and islands are provided in accordance with City code. Maximize natural infiltration capacity: Yes No Explanation: The underground infiltration chambers can be shifted some to more infiltrative areas, when further information is discovered by geotechnical exploration. Preserve existing drainage patterns and time of concentration: Yes No Explanation: The existing site fully infiltrates smaller storms and drains south, which will be mimicked by the proposed drainage and underground infiltration chambers, with increase infiltration provided. Disconnect impervious areas: Yes No Explanation: The landscape buffers for this site are all slopes uphill from the site, and are not allowed for infiltration by City code. Protect existing vegetation and sensitive areas: Yes No Explanation: No vegetation or sensitive areas onsite exist. Re-vegetate disturbed areas: Yes No Explanation: Landscaping will be provided in non-paved areas. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: The underground infiltration chambers will be excavated to a depth below severe compaction during grading. Additionally, the area shall be flagged and has been located to minimize construction traffic. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Stormwater swales within landscaping setbacks is not allowed by City code, so this was not proposed. The other landscape buffers have landscaping berms that were required by the DAB for visual screening. Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Landscape buffers will be flagged to minimize disturbance after initial site rough grading. A narrative of site design practices utilized or rationale for not using practices A narrative of how site plan incorporates preventive site design practices Include an attached Site Plan layout which shows how preventative site design practices are included in WQMP Water Quality Management Plan (WQMP) 4-8 4.2 Project Performance Criteria The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for protection of any downstream waterbody segments with a HCOC. If the project has more than one outlet for stormwater runoff, then complete additional versions of these forms for each DA / outlet. Methods applied in the following forms include: For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires use of the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2-1 For HCOC pre- and post-development hydrologic calculation, the San Bernardino County Stormwater Program requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site pre- and post-development using the Hydrology Manual Rational Method approach. For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied for hydrologic calculations for HCOC performance criteria. Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 1) 1 Project area DA 1 (ft2): 304,255 sf 2 Imperviousness after applying preventative site design practices (Imp%): 83 3 Runoff Coefficient (Rc): 0.636 Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04 4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.648 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.96 P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 24,465 cf DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Water Quality Management Plan (WQMP) 4-9 Form 4.2-2 Summary of HCOC Assessment (DA 1) Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http://permitrack.sbcounty.gov/wap/ If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 1 Form 4.2-3 Item 12 2 Form 4.2-4 Item 13 3 Form 4.2-5 Item 10 Post-developed 4 Form 4.2-3 Item 13 5 Form 4.2-4 Item 14 6 Form 4.2-5 Item 14 Difference 7 Item 4 – Item 1 8 Item 2 – Item 5 9 Item 6 – Item 3 Difference (as % of pre-developed) 10 Item 7 / Item 1 11 Item 8 / Item 2 12 Item 9 / Item 3 Water Quality Management Plan (WQMP) 4-10 Form 4.2-3 HCOC Assessment for Runoff Volume (DA 1) Weighted Curve Number Determination for: Pre-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1a Land Cover type 2a Hydrologic Soil Group (HSG) 3a DMA Area, ft2 sum of areas of DMA should equal area of DA 4a Curve Number (CN) use Items 1 and 2 to select the appropriate CN from Appendix C-2 of the TGD for WQMP Weighted Curve Number Determination for: Post-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1b Land Cover type 2b Hydrologic Soil Group (HSG) 3b DMA Area, ft2 sum of areas of DMA should equal area of DA 4b Curve Number (CN) use Items 5 and 6 to select the appropriate CN from Appendix C-2 of the TGD for WQMP 5 Pre-Developed area-weighted CN: 7 Pre-developed soil storage capacity, S (in): S = (1000 / Item 5) - 10 9 Initial abstraction, Ia (in): Ia = 0.2 * Item 7 6 Post-Developed area-weighted CN: 8 Post-developed soil storage capacity, S (in): S = (1000 / Item 6) - 10 10 Initial abstraction, Ia (in): Ia = 0.2 * Item 8 11 Precipitation for 2 yr, 24 hr storm (in): 3.39 Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3): Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3): Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8) 14 Volume Reduction needed to meet HCOC Requirement, (ft3): VHCOC = (Item 13 * 0.95) – Item 12 Water Quality Management Plan (WQMP) 4-11 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Variables Pre-developed DA1 Use additional forms if there are more than 4 DMA Post-developed DA1 Use additional forms if there are more than 4 DMA DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition 2 Change in elevation (ft) 3 Slope (ft/ft), So = Item 2 / Item 1 4 Land cover 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP 6 Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet 7 Cross-sectional area of channel (ft2) 8 Wetted perimeter of channel (ft) 9 Manning’s roughness of channel (n) 10 Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^0.5 11 Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) 12 Total time of concentration (min) Tc = Item 5 + Item 11 13 Pre-developed time of concentration (min): Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): NA TC-HCOC = (Item 13 * 0.95) – Item 14 Water Quality Management Plan (WQMP) 4-12 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (Acres) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) 7 Time of concentration adjustment factor for other DMA to site discharge point Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at Tc for DMA A: Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at Tc for DMA B: Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at Tc for DMA C: Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): 0.0 Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: NA Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: NA Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp-HCOC = (Item 14 * 0.95) – Item 10 Water Quality Management Plan (WQMP) 4-13 4.3 Project Conformance Analysis Complete the following forms for each project site DA to document that the proposed LID BMPs conform to the project DCV developed to meet performance criteria specified in the MS4 Permit (WQMP Template Section 4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the MS4 Permit (see Section 5.3.1 in the TGD for WQMP). The forms compute the following for on-site LID BMP: Site Design and Hydrologic Source Controls (Form 4.3-2) Retention and Infiltration (Form 4.3-3) Harvested and Use (Form 4.3-4) or Biotreatment (Form 4.3-5). At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary. The first step in the analysis, using Section 5.3.2.1 of the TGD for WQMP, is to complete Forms 4.3-1 and 4.3-3) to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data sources, etc. used to make the determination of infeasibility. Next, complete Forms 4.3-2 and 4.3-4 to determine the feasibility of applicable HSC and harvest and use BMPs, and, if their implementation is feasible, the extent of mitigation of the DCV. If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of combinations of LID BMPs, including all applicable HSC BMPs to maximize on-site retention of the DCV. If no combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP types, that maximizes on-site retention of the DCV within the minimum effective area. If the combination of LID HSC, retention and infiltration, and harvest and use BMPs are unable to mitigate the entire DCV, then biotreatment BMPs may be implemented by the project proponent. If biotreatment BMPs are used, then they must be sized to provide sufficient capacity for effective treatment of the remainder of the volume-based performance criteria that cannot be achieved with LID BMPs (TGD for WQMP Section 5.4.4.2). Under no circumstances shall any portion of the DCV be released from the site without effective mitigation and/or treatment. Water Quality Management Plan (WQMP) 4-14 Form 4.3-1 Infiltration BMP Feasibility (DA 1) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): · The location is less than 50 feet away from slopes steeper than 15 percent · The location is less than eight feet from building foundations or an alternative setback. · A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. Water Quality Management Plan (WQMP) 4-15 4.3.1 Site Design Hydrologic Source Control BMP Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3-2 to identify and calculate estimated retention volume from implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance. Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3): Vretention =Sum of Item 12 for all BMPs Water Quality Management Plan (WQMP) 4-16 Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Copy Item 6 in Form 4.2-1 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3): Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 22-25. If no, proceed to Item 26 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2) 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3): Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrel/cisterns: Yes No If yes, complete Items 27-29; If no, proceed to Item 30 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: Sum of Items 5, 13, 20, 25 and 29 Water Quality Management Plan (WQMP) 4-17 4.3.2 Infiltration BMPs Use Form 4.3-3 to compute on-site retention of runoff from proposed retention and infiltration BMPs. Volume retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured percolation to account for potential inaccuracy associated with field measurements, declining BMP performance over time, and compaction during construction. Appendix D of the TGD for WQMP provides guidance on estimating an appropriate safety factor to use in Form 4.3-3. If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5.1 of the TGD for WQMP) If implementation of infiltrations BMPs is feasible as determined using Form 4.3-1, then LID infiltration BMPs shall be implemented to the MEP (section 4.1 of the TGD for WQMP). . Water Quality Management Plan (WQMP) 4-18 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 26,897 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA 1 BMP Type 10 DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 10 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 4 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 2.5 5 Ponded water drawdown time (hr) Copy Item 5 in Form 4.2-1 24 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 5 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 5 8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP 5,638 sf 9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details 0 10 Amended soil porosity 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details 1 12 Gravel porosity .4 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 24,466 (See Appendix A) 16 Total Retention Volume from LID Infiltration BMPs: 24,466 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Water Quality Management Plan (WQMP) 4-25 4.3.6 Hydromodification Control BMP Use Form 4.3-10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address HCOC, which may include off-site BMP and/or in-stream controls. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP. Form 4.3-10 Hydromodification Control BMPs (DA 1) 1 Volume reduction needed for HCOC performance criteria (ft3): 0 (Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): 0 cf Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft3): 0 Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 24,466 cf Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2-yr storm event for the regional watershed) 5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No Not Applicable, Exempt from HCOC (Exemptions 1 & 3) If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: · Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater than the addition time of concentration requirement in Form 4.2-4 Item 15) · Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities · Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No Not Applicable, Exempt from HCOC (Exemptions 1 & 3) If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: · Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off- site retention BMPs BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction through hydrograph attenuation (if so, attach to this WQMP, a hydrograph analysis showing how the peak runoff would be reduced during a 2-yr storm event) · Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California Water Quality Management Plan (WQMP) 4-26 4.4 Alternative Compliance Plan (if applicable) Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance. Alternative compliance plans may include one or more of the following elements: · On-site structural treatment control BMP - All treatment control BMP should be located as close to possible to the pollutant sources and should not be located within receiving waters; · Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to receiving waters; · Urban runoff fund or In-lieu program, if available Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be required (see Section 6 of the TGD for WQMP). Water Quality Management Plan (WQMP) 5-1 Section 5 Inspection and Maintenance Responsibility for Post Construction BMP All BMP included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP). Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also be attached to the WQMP. Form 5-1 BMP Inspection and Maintenance (use additional forms as necessary) BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities All Site Owner Will be included with later submittal. This is a Preliminary Entitlement Submittal. 6-1 Section 6 WQMP Attachments 6.1. Site Plan and Drainage Plan Include a site plan and drainage plan sheet set containing the following minimum information: 6.2 Electronic Data Submittal Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately. 6.3 Post Construction Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP. 6.4 Other Supporting Documentation BMP Educational Materials Activity Restriction – C, C&R’s & Lease Agreements Project location Site boundary Land uses and land covers, as applicable Suitability/feasibility constraints Structural Source Control BMP locations Site Design Hydrologic Source Control BMP locations LID BMP details Drainage delineations and flow information Drainage connections DISCHARGE STRUCTURE HYDRODYNAMIC SEPARATOR #2 HYDRODYNAMIC SEPARATOR #1 SDCO#31 Preliminary Not For Construction MIDLAND INVESTMENTS, LLC. ST O R M W A T E R F I G U R E 1 SCALE: 1"=40' Dial 811 Callbefore you dig. below.Know what's DMA B - Drains to onsite infiltration gallery DMA A - Drains to onsite infiltration gallery MAINTAIN EXISTING DRAINAGE PATTERNS SOURCE CONTROL BMPS (ALL CALLOUTS ARE TYPICAL FOR ITEM SHOWN) S1 S3 S4, S5, S6, S13 S9 S12 S14 City of Fontana WQMP Handbook September 2016 - 7 - Figure 2-2 HCOC Exempt Areas HCOC Exempt Areas City of Fontana WQMP Handbook 0 1 2 •••-====::J Miles N A --Receiving Water -Basin/Dam •••• 1 , • _ City of Fontana HCOC Exempt Areas 1-Sump Conditions 3-Diversion to Storage 1-Sump Conditions, 3-Diversion to Storage Project Area Project Site City of Fontana WQMP Handbook September 2016 - 11 - Figure 2-5 Unlined Water Bodies Unlined Water Bodies City of Fontana WQMP Handbook 0 2 •••-====:JMiles 1 N A --Storm Drain --Receiving Water Basin/Dam --.. 1, _. City of Fontana Channel Lining -Yes -No Unknown Project Area United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for San Bernardino County Southwestern Part, California Midland Fontana Mixed Comm Natural Resources Conservation Service September 24, 2021 6 Custom Soil Resource Report Soil Map 37 7 5 4 6 0 37 7 5 5 0 0 37 7 5 5 4 0 37 7 5 5 8 0 37 7 5 6 2 0 37 7 5 6 6 0 37 7 5 7 0 0 37 7 5 4 6 0 37 7 5 5 0 0 37 7 5 5 4 0 37 7 5 5 8 0 37 7 5 6 2 0 37 7 5 6 6 0 37 7 5 7 0 0 459460 459500 459540 459580 459620 459660 459700 459740 459780 459820 459860 459460 459500 459540 459580 459620 459660 459700 459740 459780 459820 459860 34° 7' 17'' N 11 7 ° 2 6 ' 2 3 ' ' W 34° 7' 17'' N 11 7 ° 2 6 ' 6 ' ' W 34° 7' 8'' N 11 7 ° 2 6 ' 2 3 ' ' W 34° 7' 8'' N 11 7 ° 2 6 ' 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,950 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. San Bernardino County Southwestern Part, California TvC—Tujunga gravelly loamy sand, 0 to 9 percent slopes Map Unit Setting National map unit symbol: hcl2 Elevation: 10 to 1,500 feet Mean annual precipitation: 10 to 25 inches Mean annual air temperature: 59 to 64 degrees F Frost-free period: 250 to 350 days Farmland classification: Not prime farmland Map Unit Composition Tujunga and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tujunga Setting Landform:Alluvial fans Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from granite Typical profile H1 - 0 to 36 inches: gravelly loamy sand H2 - 36 to 60 inches: gravelly sand Properties and qualities Slope:0 to 9 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:Rare Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 3.8 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Hydric soil rating: No Minor Components Unnamed Percent of map unit:5 percent Landform:Drainageways Hydric soil rating: Yes Custom Soil Resource Report 11 Soboba, gravelly loamy sand Percent of map unit:5 percent Hydric soil rating: No Delhi, fine sand Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 12 Advanced Drainage Systems, Inc. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1.STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 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-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-7200 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-7200 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 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-7200 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-7200. 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, "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 SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. 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. ©2022 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER SW CORNER OF SIERRA AVE. + BASELINE AVE. FONTANA, 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 : T Z 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 . DA T E DR W CH K DE S C R I P T I O N SW C O R N E R O F S I E R R A A V E . + BA S E L I N E A V E . FO N T A N A , C A SHEET OF2 6 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 MANIFOLD COMPONENTS 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 FOR DETERMINING THE 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. PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):113.00 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):108.50 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):108.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):108.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):108.00 TOP OF STONE:107.00 TOP OF MC-7200 CHAMBER:106.00 12" x 12" TOP MANIFOLD INVERT:103.97 12" x 12" TOP MANIFOLD INVERT:103.97 24" ISOLATOR ROW PLUS INVERT:101.19 24" ISOLATOR ROW PLUS INVERT:101.19 BOTTOM OF MC-7200 CHAMBER:101.00 BOTTOM OF STONE:100.00 PROPOSED LAYOUT 80 STORMTECH MC-7200 CHAMBERS 10 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) 12 STONE BELOW (in) 40 STONE VOID 24465 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 5637 SYSTEM AREA (SF) 334.9 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC720024RAMP (TYP 2 PLACES)AFLAMP 35.69"12" x 12" TOP MANIFOLD, ADS N-12BMANIFOLD 35.69"12" x 12" TOP MANIFOLD, ADS N-12CMANIFOLD 7.5 CFS IN30" DIAMETER (24.00" SUMP MIN)DNYLOPLAST (INLET W/ ISO PLUS ROW) 7.5 CFS IN30" DIAMETER (24.00" SUMP MIN)ENYLOPLAST (INLET W/ ISO PLUS ROW) 4" SEE DETAILFINSPECTION PORT ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS 20 ' 10 ' 0 120.80' 46 . 6 7 ' 110.93' 44 . 6 7 ' C B F A E D 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-7200 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, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-7200 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 SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. 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 EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-7200 END CAP PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) PERIMETER STONE (SEE NOTE 4) SUBGRADE SOILS (SEE NOTE 3) 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 : T Z 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 . DA T E DR W CH K DE S C R I P T I O N SW C O R N E R O F S I E R R A A V E . + BA S E L I N E A V E . FO N T A N A , C A SHEET OF3 6 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-7200 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-7200 CHAMBER OPTIONAL INSPECTION PORT MC-7200 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC7200IEPP24B OR MC7200IEPP24BW 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 #: MC720024RAMP NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY 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 : T Z 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 . DA T E DR W CH K DE S C R I P T I O N SW C O R N E R O F S I E R R A A V E . + BA S E L I N E A V E . FO N T A N A , C A SHEET OF4 6 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-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC7200IEPP06B ---0.86" (22 mm) MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC7200IEPP08B ---1.01" (26 mm) MC7200IEPP10T 10" (250 mm)38.37" (975 mm)--- MC7200IEPP10B ---1.33" (34 mm) MC7200IEPP12T 12" (300 mm)35.69" (907 mm)--- MC7200IEPP12B ---1.55" (39 mm) MC7200IEPP15T 15" (375 mm)32.72" (831 mm)--- MC7200IEPP15B ---1.70" (43 mm) MC7200IEPP18T 18" (450 mm) 29.36" (746 mm)---MC7200IEPP18TW MC7200IEPP18B ---1.97" (50 mm)MC7200IEPP18BW MC7200IEPP24T 24" (600 mm) 23.05" (585 mm)---MC7200IEPP24TW MC7200IEPP24B ---2.26" (57 mm)MC7200IEPP24BW MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm) MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm) MC7200IEPP42BW 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 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³) WEIGHT (NOMINAL)205 lbs.(92.9 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 PREFABRICATED 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-7200 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 83.4" (2120 mm) 79.1" (2010 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) B C 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 : T Z 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 . DA T E DR W CH K DE S C R I P T I O N SW C O R N E R O F S I E R R A A V E . + BA S E L I N E A V E . FO N T A N A , C A SHEET OF5 6 NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS 18" (457 mm) MIN WIDTH A AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF Ny l o p l a s t 77 0 - 9 3 2 - 2 4 4 3 | WW W . N Y L O P L A S T - U S . C O 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 : T Z 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 . DA T E DR W CH K DE S C R I P T I O N SW C O R N E R O F S I E R R A A V E . + BA S E L I N E A V E . FO N T A N A , C A SHEET OF6 6 Project: Chamber Model - MC-7200 Units -Imperial Number of Chambers -80 Number of End Caps - 10 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 100.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 12 in 6 Area of system -5638 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 84 0.00 0.00 0.00 0.00 187.92 187.92 24466.22 107.00 83 0.00 0.00 0.00 0.00 187.92 187.92 24278.30 106.92 82 0.00 0.00 0.00 0.00 187.92 187.92 24090.37 106.83 81 0.00 0.00 0.00 0.00 187.92 187.92 23902.45 106.75 80 0.00 0.00 0.00 0.00 187.92 187.92 23714.52 106.67 79 0.00 0.00 0.00 0.00 187.92 187.92 23526.60 106.58 78 0.00 0.00 0.00 0.00 187.92 187.92 23338.67 106.50 77 0.00 0.00 0.00 0.00 187.92 187.92 23150.75 106.42 76 0.00 0.00 0.00 0.00 187.92 187.92 22962.83 106.33 75 0.00 0.00 0.00 0.00 187.92 187.92 22774.90 106.25 74 0.00 0.00 0.00 0.00 187.92 187.92 22586.98 106.17 73 0.00 0.00 0.00 0.00 187.92 187.92 22399.05 106.08 72 0.06 0.01 4.75 0.13 185.97 190.85 22211.13 106.00 71 0.19 0.03 15.21 0.34 181.70 197.26 22020.27 105.92 70 0.28 0.05 22.01 0.52 178.91 201.44 21823.02 105.83 69 0.36 0.07 28.58 0.66 176.23 205.47 21621.57 105.75 68 0.46 0.08 36.67 0.83 172.92 210.43 21416.11 105.67 67 0.74 0.11 59.33 1.05 163.77 224.16 21205.68 105.58 66 1.10 0.13 87.71 1.32 152.31 241.34 20981.52 105.50 65 1.32 0.16 105.48 1.61 145.09 252.18 20740.18 105.42 64 1.50 0.19 119.86 1.89 139.23 260.97 20488.00 105.33 63 1.65 0.22 132.36 2.19 134.11 268.65 20227.03 105.25 62 1.79 0.25 143.52 2.47 129.53 275.52 19958.38 105.17 61 1.92 0.28 153.57 2.75 125.39 281.72 19682.86 105.08 60 2.04 0.30 162.99 3.02 121.52 287.53 19401.14 105.00 59 2.15 0.33 171.63 3.28 117.96 292.87 19113.61 104.92 58 2.25 0.35 179.82 3.55 114.58 297.94 18820.74 104.83 57 2.34 0.38 187.45 3.84 111.41 302.70 18522.80 104.75 56 2.43 0.41 194.68 4.09 108.42 307.19 18220.11 104.67 55 2.52 0.44 201.52 4.41 105.55 311.48 17912.92 104.58 54 2.60 0.47 208.05 4.69 102.83 315.56 17601.44 104.50 53 2.68 0.50 214.27 4.95 100.23 319.46 17285.87 104.42 52 2.75 0.52 220.21 5.21 97.76 323.17 16966.41 104.33 51 2.82 0.54 225.88 5.44 95.40 326.72 16643.24 104.25 50 2.89 0.57 231.31 5.67 93.13 330.11 16316.52 104.17 49 2.96 0.59 236.51 5.89 90.97 333.36 15986.41 104.08 48 3.02 0.61 241.50 6.10 88.88 336.49 15653.05 104.00 47 3.08 0.63 246.29 6.32 86.88 339.49 15316.56 103.92 46 3.14 0.64 250.90 6.43 84.99 342.32 14977.07 103.83 45 3.19 0.68 255.34 6.77 83.08 345.19 14634.75 103.75 44 3.25 0.70 259.60 7.00 81.28 347.88 14289.55 103.67 43 3.30 0.72 263.71 7.22 79.55 350.48 13941.67 103.58 42 3.35 0.74 267.65 7.44 77.89 352.98 13591.19 103.50 41 3.39 0.76 271.45 7.64 76.29 355.38 13238.21 103.42 40 3.44 0.79 275.11 7.86 74.74 357.70 12882.83 103.33 39 3.48 0.80 278.63 8.03 73.26 359.92 12525.13 103.25 38 3.53 0.82 282.03 8.20 71.83 362.06 12165.21 103.17 37 3.57 0.84 285.29 8.39 70.45 364.13 11803.15 103.08 36 3.61 0.85 288.45 8.51 69.14 366.10 11439.02 103.00 35 3.64 0.86 291.48 8.60 67.90 367.97 11072.92 102.92 34 3.68 0.89 294.40 8.89 66.61 369.90 10704.95 102.83 33 3.71 0.90 297.20 9.04 65.43 371.67 10335.05 102.75 32 3.75 0.92 299.90 9.17 64.30 373.37 9963.38 102.67 31 3.78 0.92 302.48 9.20 63.25 374.93 9590.01 102.58 30 3.81 0.94 304.96 9.43 62.17 376.56 9215.08 102.50 29 3.84 0.96 307.34 9.56 61.16 378.06 8838.52 102.42 28 3.87 0.97 309.61 9.69 60.20 379.50 8460.46 102.33 27 3.90 0.98 311.79 9.81 59.28 380.89 8080.95 102.25 26 3.92 0.97 313.88 9.71 58.49 382.08 7700.06 102.17 25 3.95 1.00 315.86 10.03 57.57 383.46 7317.99 102.08 24 3.97 1.01 317.76 10.11 56.78 384.64 6934.52 102.00 23 3.99 1.02 319.56 10.20 56.02 385.78 6549.88 101.92 22 4.02 1.03 321.27 10.30 55.29 386.87 6164.10 101.83 21 4.04 1.04 322.90 10.39 54.61 387.89 5777.23 101.75 20 4.06 1.05 324.43 10.46 53.97 388.86 5389.33 101.67 19 4.07 1.05 325.88 10.54 53.35 389.78 5000.47 101.58 5129 sf min. area StormTech MC-7200 Cumulative Storage Volumes 1 Mason Mendel From:Mason Mendel Sent:Thursday, February 17, 2022 9:47 AM To:Henry Pham Subject:RE: Midland Plaza - WQMP Comments - BCE#21786 Categories:Green Category Thanks Henry! Mason Mendel | Senior Project Engineer Office: 425-251-6222 | Ext: 7449 Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South, Kent, WA 98032 www.barghausen.com From: Henry Pham <HPham@fontana.org> Sent: Thursday, February 17, 2022 7:17 AM To: Mason Mendel <mmendel@Barghausen.com> Subject: RE: Midland Plaza - WQMP Comments - BCE#21786 Good morning Mason, Thanks for your time yesterday. Everything below looks good. As for San Bernardino County’s WAP, you may want to just reach out to them directly for any information you may need within the software and they will be able to help you out directly. Their information can be found at the bottom of the page: NPDES (sbcounty.gov) Let me know if you have any questions moving forward. Thank you, Henry Pham Assistant Engineer • Engineering City of Fontana • 8353 Sierra Ave • Fontana, CA 92335 HPham@fontana.org • Office: (909) 350-7607 This email contains material that is CONFIDENTIAL and/or PRIVILEGED and for the sole use of the intended recipient. Any review, distribution or forwarding without express permission is prohibited. If you are not the intended recipient, please contact the sender and delete all copies. Thank you From: Mason Mendel <mmendel@Barghausen.com> Sent: Wednesday, February 16, 2022 3:21 PM To: Henry Pham <HPham@fontana.org> Subject: Midland Plaza - WQMP Comments - BCE#21786 CAUTION - EXTERNAL SENDER - THIS EMAIL ORIGINATED OUTSIDE OF THE CITY'S EMAIL SYSTEM Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Henry – 2 Thanks again for your time just now! I realized I already have your email, so this is an easier way to get you mine. My summary of our conversation just now is as noted below, with your paraphrased responses in italics and bold. Please revise or supplement any of it as needed, and I look forward to your responses on the items you didn’t have offhand. · Can a roadside swale be used for Montgomery Ave-originating runoff? o Size onsite underground infiltration for this area to account for new ROW area. (Grades don’t allow these areas to connect, as site is higher and would overflow to street prior to infiltration.) o Preference would be to drain this roadway east to Sierra Ave. (I need to verify the road profile can accomplish that for half-street improvements. Will likely require some variation in the cross-slope.) · Do I need to provide infiltration tests for site planning? TGD VII-1 says NRCS maps are ok for site assessment/project planning, and this is a CUP/entitlement level-submittal. o Yes, soils maps are acceptable for entitlement submittal. · What level of treatment is required or preferred for underground infiltration of site runoff, which includes a gas station – hydrodynamic separation or filtration? o Hydrodynamic separation is acceptable and common. · Do I need to provide infiltration product details, sections, outlet details, etc? We are hoping to keep our product selection open at this time to allow for competitive bidding later in the project design. o Henry to check on this. · Review comment noted to call out all non-structural and structural BMPs on stormwater site plan and provide detailed information on these standard BMP’s, including CCR’s and Community Facility District inspection, maintenance, education, etc. o Call out main BMP’s (treatment and infiltration) and source control BMP’s on a stormwater site plan. Do not need to provide standard materials, education/outreach, CCR’s/CFD plan, and other documents relating to construction and maintenance at this time. · Do you have an updated link to the information in the permitrack/subcounty.gov/WAP? It appears to require Microsoft SilverLight as a plug-in to Internet Explorer, but SilverLight stopped being available for download by Microsoft on October 12, 2021 due to it no longer being supported. o Henry to check on this. · Is there a preferred method for preparing routing calculations for underground infiltration? The spreadsheet didn’t appear set up for underground infiltration, and noted to supply manufacturer’s calcs for these methods. Again, we are trying to keep the infiltration chamber product selection open at this preliminary stage of the project. o Hand calcs or manufacturer’s calcs can be provided. Thanks again Henry, I appreciate your time and assistance! Mason Mendel | Senior Project Engineer Office: 425-251-6222 | Ext: 7449 Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South, Kent, WA 98032 http://secure-web.cisco.com/17Q_GOgCvUmkKpb4x39DaI8jvL8Y-GCzuvnXK4CP_5GB- l8Nqlpbrom_CkMSRiEw4_D54uMt88DhvKU_PO5R7YDNE1adAbfyTd9tIadbTXOsizo5gVsh2x6xpTZfGZ1_JEuvuuWD2pP5N YlZGz2v6VedMtkjsnkmsBdY4vnWWLg4uWrPsOvOZENqLFZR8kC4YL8x2uMituQ71nkK8fulpKU_e9LTyo67JwmNqHFpZ02p Ae_m5Nok5Nw7JRobikRhn1kuNObB0lHy3ykHcedIEtE3JVmBxEeWA48BB1EuUUcUjzhFQqaVtfyR7- 8TM1IoMOdxa61KRaKJmS7ho-HPxsHvNbtVOOTd- _ZsWO3oHIq6gSOflsh2TtpvZfJ9VmJTT/http%3A%2F%2Fwww.barghausen.com