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Home My WebLink AboutAppendix H - WQMPWater Quality Management Plan For: 24-UNIT ARROW APARTMENT COMPLEX 8155 BANANA AVENUE FONTANA, CA. 92335 APN: 0230-041-60 Prepared for: SA GOLDEN INVESTMENTS 918 Teakwood Avenue Bloomington, Ca. 92316 (909) 519-3346 Prepared by: HP Engineering, Inc. 1465 Crestview Road Redlands, Ca. 92374 909 335-8239 Submittal Date: February 24, 2022 Revision Date: ___________ Preliminary for Entitlements Complete Date: _________________ Construction WQMP Complete Date: _____________________ Final WQMP Approved Date: _____________________ MCN No. _______ WQMP No. ______ PRELIMINARY Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for SA Golden Investments by HP Engineering, Inc. The WQMP is intended to comply with the requirements of the City of Fontana 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): Entitlement Application Grading Permit Number(s): N/A Tract/Parcel Map Number(s): N/A Building Permit Number(s): N/A CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0230-041-60 Owner’s Signature Owner Name: Saber Awad Title Owner Company SA Golden Investments Address 918 Teakwood Avenue, Bloomington, Ca. 92316 Email Saberawad3346@gmail.com Telephone # 909 519-3346 Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): Entitlement Application Grading Permit Number(s): N/A Tract/Parcel Map Number(s): N/A Building Permit Number(s): N/A CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0230-041-60 “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: Henry C. Poquiz PE Stamp Below Title Project Engineer Company HP Engineering, Inc. Address 1465 Crestview Road, Redlands, Ca. 92374 Email hcpoquiz@aol.com Telephone # 909 335-8239 Signature Date 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 Exhibits, Design Supporting Documents ……………………………………………………. 6-1 6.2 Electronic Data Submittal ............................................................................. 6-2 6.3 Post Construction, Memorandum of Agreement ……………………………………….. 6-3 6.4 BMP Facts ………………………………………………………………………………………………………. 6-4 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 Water Quality Management Plan (WQMP) Contents iii 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 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 Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Arrow Apartments Project Owner Contact Name: Saber Awad Mailing Address: 918 Teakwood Avenue, Bloomington, Ca. 92316 E-mail Address: Saberawad3346@gmail.com Telephone: 909 519-3346 Permit/Application Number(s): Entitlement Application Tract/Parcel Map Number(s): N/A Additional Information/ Comments: Description of Project: The project is a proposed 24-unit apartment complex on a 38,390 S.F. property with existing single family home to be demolisehed to make room for this proposed development. It is located at 8155 Banana Avenue. It involves construction of new one (1) three storey apartment building with detached covered parking, visitor parking, landscaping, parking light, and trash enclosures. Runoff generally drains from Northeast to the Southwest. An underground Infiltration Chamber is proposed to treat the onsite runoff before draining into the City’s storm drain system. The underground chambers BMP will be maintained by the owner. There is an existing street that serves the project, and is exempt per Transportation TGD. Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. N/A 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): 38,390 3 Number of Dwelling Units: 24 4 SIC Code: 5521 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 property owner is responsible for is responsible for long term maintenance of the WQMP stormwater facilities. The inspection and monitoring, and record keeping requirements for the BMP’s mentioned in Section 4.1.1 is the responsibility of the owner: Saber Awad 938 Teakwood Avenue Bloomington, Ca. 92316 (909) 519-3346 The responsible party for each BMP and O&M is listed below: Saber Awad 938 Teakwood Avenue Bloomington, Ca. 92316 (909) 519-3346 Funding source for the operation and maintenance of each BMP within the WQMP is listed below: Saber Awad 938 Teakwood Avenue Bloomington, Ca. 92316 (909) 519-3346 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 These are microorganism typically caused by the transport of animal or human fecal waste into the site Nutrients - Phosphorous E N These are inorganic substances that usually come from fertilizers that are applied to the landsacpe areas and from eroded soils from planter areas of the site Nutrients - Nitrogen E N These are inorganic substances that usually come from fertilizers that are applied to the landsacpe areas and from eroded soils from planter areas of the site Noxious Aquatic Plants E N No aquatic plants will be onsite Sediment E N These are solid materials that are eroded from the land surfaces. They can increase turbidity, clog fish gills, reduce spawning habitat, lower survival rate of young aquatic organisms, smother bottom dwelling organisms, and suppress aquatic vegetation growth. Metals E N The metals typically come from commercially available metals and metal products, as well as emissions from brake pad and tire tread wear associated with driving. Primary metals of concern include cadmium, chromium, copper, lead, mercury, and zinc Oil and Grease E N Oil and grease come from petroleum hydrocarbon products, motor prodcuts from leaking vehicles Trash/Debris E N Trash (such as paper, plastic, polysterene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste prodcuts on the landscape Pesticides / Herbicides E N Pesticides and herbicides are organic compounds used to destroy and/or prevent insects, rodents, fungi, weeds, and other undesirable pests. Pesticides and hebicides can be washed off urban landscapes during storm events Organic Compounds E N Organic compounds are organic based. They are naturally ocurring organic compounds found in solvents and hydrocarbons. Organic compounds can, at certain concentrations, indirectly or directly constitute a hazard to life or health. When rinsing off objects, toxic levels of solvents and cleaning compounds can be discharged to storm drains 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 % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) 0 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 34.10534 Longitude -117.49617 Thomas Bros Map page 604 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 Example only – modify for project specific WQMP using additional form Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 DMA C flows to DA1 DMA A Ex. Bioretention overflow to vegetated bioswale with 4’ bottom width, 5:1 side slopes and bed slope of 0.01. Conveys runoff for 1000’ through DMA 1 to existing catch basin on SE corner of property DA1 DMA A to Outlet 1 DA1 drains into the underground infiltration chamber, any overflow drains to the street DA1 DMA B to Outlet 1 DA2 drains into the underground infiltration chamber, any overflow drains to the street DA2 to Outlet 2 Outlet 1 DA1 DMA A DA2 DMA A Water Quality Management Plan (WQMP) 3-2 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2) 38,390 8,198 2 Existing site impervious area (ft2) 1,200 0 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf II II 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A A 5 Longest flowpath length (ft) 360 287 6 Longest flowpath slope (ft/ft) 0.0072 0.0132 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Single Family Barren 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 3-2 Existing Hydrologic Characteristics for Drainage Area 1 (use only as needed for additional DMA w/in DA 1) For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA E DMA F DMA G DMA H 1 DMA drainage area (ft2) 2 Existing site impervious area (ft2) 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ 5 Longest flowpath length (ft) 6 Longest flowpath slope (ft/ft) 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual 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 Water Quality Management Plan (WQMP) 3-4 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 San Sevaine Channel, Santa Ana River, Runoff from the site drains into the City storm drainage system into San Sevaine Channel, then into Santa Ana River, then into the Pacific Ocean. Applicable TMDLs Refer to Local Implementation Plan Pathogen for San Sevaine, Santa Ana River Reach 4, and 5 Pathogen and Heavy Metal for Santa Ana River Reach 3 303(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 San Sevaine Channel Channel impaired due to pathogen pollution. Santa Ana River Reach 4 is impaired due to pathogen pollution Santa Ana River Reach 3 is impaired due to pathogen pollution and heavy metals Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ N/A Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ Santa Ana River 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 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 Practical information materials will be provided to the occupants/tenants/employees. These materials include good housekeeping practices that contribute to the protection of stormwater quality and BMP's that eliminate or reduce pollution during property improvements N2 Activity Restrictions When using pesticides, contact licensed pesticide applicator to do the application. Car washing onsite is not allowed. The owner will coordinate the distribution of the activity restrictions N3 Landscape Management BMPs Planting of drought resistant plants to reduce irrigation runoff, installation of irrigation timer with rain triggered valve sensor N4 BMP Maintenance The Owner/tenant/occupant will coordinate the inspection and maintenance of all BMP's in a quarterly basis N5 Title 22 CCR Compliance (How development will comply) Not a community Care Facility N6 Local Water Quality Ordinances Complied with City Water Quality Ordinance No. 1442 N7 Spill Contingency Plan Not expected, No hazardous materials onsite N8 Underground Storage Tank Compliance No underground tank proposed N9 Hazardous Materials Disclosure Compliance Not expected, No hazardous materials onsite 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 Complies with Local Fire Code Ordinance N11 Litter/Debris Control Program Site inspection and clean-up every six months N12 Employee Training Every new employee will be given orientation and training regarding general and good housekeeping practices at the start of employment. Existing employees will be required to attend orientation every four months and/or at the start of policy N13 Housekeeping of Loading Docks Not a project feature N14 Catch Basin Inspection Program Catch Basin shall be inspected and cleaned at least twice a year, in the late summer or early fall and cleaned as needed N15 Vacuum Sweeping of Private Streets and Parking Lots Parking lots will be swept quarterly and/or before a big storm N16 Other Non-structural Measures for Public Agency Projects Not a public agency project N17 Comply with all other applicable NPDES permits Project is exempt from SWPPP requirements 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) Stencil "No Dumping, Drains to Ocean" S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) Not a project feature S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Trash Bins have permanent covers inside the trash enclosure 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) Installation of irrigation timer with rain triggered valve sensor S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement Landscape areas are approximately 1.5" below top of curb, sidewalk and pavement S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Not a project feature S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Not a project feature S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) Not a project feature S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) Not a project feature S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) Not a project feature 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 a project feature S12 Fueling areas (CASQA New Development BMP Handbook SD-30) Not a project feature S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) Not a project feature S14 Wash water control for food preparation areas Not a project feature S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) Not a project feature Water Quality Management Plan (WQMP) 4-6 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: The site was designed in compliance with land use regulations to limit impervious surfaces. Total pervious area is within allowable ratio Maximize natural infiltration capacity: Yes No Explanation: Incorporated underground infiltration chamber for 100% capture Preserve existing drainage patterns and time of concentration: Yes No Explanation: Drainage pattern remains the same Disconnect impervious areas: Yes No Explanation: Concrete sidewalks and buildings drain into the landscaping area Protect existing vegetation and sensitive areas: Yes No Explanation: There are no existing vegetation onsite Re-vegetate disturbed areas: Yes No Explanation: Open areas will be landscaped and vegetated Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: There will be no compaction in the area of the infiltration basin Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Incorporated underground infiltration chamber Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Landscape areas will be scarified, treated and reconditioned before application of vegetation ▪ 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) 4-7 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): 38,390 2 Imperviousness after applying preventative site design practices (Imp%): 85% 3 Runoff Coefficient (Rc): _0.66 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): 0.559 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.828 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): 3,432 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) 4-8 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 2) 1 Project area DA 1 (ft2): 8,198 2 Imperviousness after applying preventative site design practices (Imp%): 100% 3 Runoff Coefficient (Rc): _0.89 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): 0.559 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.828 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): 988 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 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) 4-9 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): 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) 4-10 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): TC-HCOC = (Item 13 * 0.95) – Item 14 Water Quality Management Plan (WQMP) 4-11 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): 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: Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: 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) 4-12 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) 4-13 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) 4-14 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): 0 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): 0 Vretention =Sum of Item 12 for all BMPs Water Quality Management Plan (WQMP) 4-15 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): 0 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): 0 Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 Sum of Items 5, 13, 20, 25 and 29 Water Quality Management Plan (WQMP) 4-16 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) 4-17 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 4,420 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 BMP Type Underground Chamber DA 2 DMA BMP Type Underground Chamber 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 7.0 7.0 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 2.58 2.58 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 2.33 2.33 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 48 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 5 5 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 5 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 921 285 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 0 10 Amended soil porosity 0 0 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details 0 0 12 Gravel porosity 0 0 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 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 0 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 3,733 1,137 16 Total Retention Volume from LID Infiltration BMPs: 4,870 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 110% 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) 4-18 4.3.3 Harvest and Use BMP Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs. Use Form 4.3-4 to compute on-site retention of runoff from proposed harvest and use BMPs. Volume retention estimates for harvest and use BMPs are sensitive to the on-site demand for captured stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low. The bottom portion of Form 4.3-4 facilitates the necessary computations to show infeasibility if a minimum incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on-site harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP). Form 4.3-4 Harvest and Use BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): 0 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 3 Storage volume for proposed detention type (ft3) Volume of cistern 4 Landscaped area planned for use of harvested stormwater (ft2) 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3) from Harvest and Use BMP Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. Water Quality Management Plan (WQMP) 4-19 4.3.4 Biotreatment BMP Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and infiltration, and harvest and use BMPs. A key consideration when using biotreatment BMP is the effectiveness of the proposed BMP in addressing the pollutants of concern for the project (see Table 5-5 of the TGD for WQMP). Use Form 4.3-5 to summarize the potential for volume based and/or flow based biotreatment options to biotreat the remaining unmet LID DCV w. Biotreatment computations are included as follows: • Use Form 4.3-6 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains); • Use Form 4.3-7 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands); • Use Form 4.3-8 to compute sizing criteria for flow-based biotreatment BMP (e.g. bioswales) Form 4.3-5 Selection and Evaluation of Biotreatment BMP (DA 1) 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16- Form 4.3-4 Item 9 List pollutants of concern Copy from Form 2.3-1. Sediment, Trash/Debris, Pesticide/Herbicide 2 Biotreatment BMP Selected (Select biotreatment BMP(s) necessary to ensure all pollutants of concern are addressed through Unit Operations and Processes, described in Table 5-5 of the TGD for WQMP) Volume-based biotreatment Use Forms 4.3-6 and 4.3-7 to compute treated volume Flow-based biotreatment Use Form 4.3-8 to compute treated volume Bioretention with underdrain Planter box with underdrain Constructed wetlands Wet extended detention Dry extended detention Vegetated swale Vegetated filter strip Proprietary biotreatment 3 Volume biotreated in volume based biotreatment BMP (ft3): Form 4.3- 6 Item 15 + Form 4.3-7 Item 13 4 Compute remaining LID DCV with implementation of volume based biotreatment BMP (ft3): Item 1 – Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: % Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination: • Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP. Water Quality Management Plan (WQMP) 4-20 Form 4.3-6 Volume Based Biotreatment (DA 1) – Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Amended soil infiltration rate Typical ~ 5.0 3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 8 Amended soil surface area (ft2) 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Amended soil porosity, n 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 12 Gravel porosity, n 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: 0 Sum of Item 14 for all volume-based BMPs included in this form Water Quality Management Plan (WQMP) 4-21 Form 4.3-7 Volume Based Biotreatment (DA 1) – Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Bottom width (ft) 3 Bottom length (ft) 4 Bottom area (ft2) Abottom = Item 2 * Item 3 5 Side slope (ft/ft) 6 Depth of storage (ft) 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3) For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs) 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : 0 (Sum of Item 12 for all BMP included in plan) Water Quality Management Plan (WQMP) 4-22 Form 4.3-8 Flow Based Biotreatment (DA 1) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 2 Flow depth for water quality treatment (ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 4 Manning's roughness coefficient 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 Water Quality Management Plan (WQMP) 4-23 4.3.5 Conformance Summary Complete Form 4.3-9 to demonstrate how on-site LID DCV is met with proposed site design hydrologic source control, infiltration, harvest and use, and/or biotreatment BMP. The bottom line of the form is used to describe the basis for infeasibility determination for on-site LID BMP to achieve full LID DCV, and provides methods for computing remaining volume to be addressed in an alternative compliance plan. If the project has more than one outlet, then complete additional versions of this form for each outlet. Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate (DA 1) 1 Total LID DCV for the Project DA-1 (ft3): 4,420 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 4,870 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”: • Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 • Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3--5 Item 6 and Items 2, 3 and 4 are maximized ▪ On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: • Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% • An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Water Quality Management Plan (WQMP) 4-24 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): 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): Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 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 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 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) 4-25 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 N1 Education of Property Owner, Tenants and Occupants Property owner/Occupants Practical information materials will be provided to every occupants/tenants. These materials shall include general good housekeeping practices that contribute to the protection of stormwater quality. Distribution of information materials shall commence immediately after obtaining building occupancy. The owners, tenants or occupants will be updated of new information and training materials annually or as new information or training materials become available. The owner is responsible for distributing these information materials. Beginning of occupancy, annually thereafter or when new materials beacome available N2 Activity Restrictions Property owner/Occupants Pesticides to be applied by licensed applicator. Car washing onsite is not allowed. Restrictions information shall be given immediately after obtaining building occupancy. Restriction information materials shall be distributed every six months to every tenants and occupants to prevent pollutant loading onsite runoff. Every six months N3 Landscape Management BMP’s Property owner/Occupants Landscape planning should couple consideration of land suitability for urban uses. Landscaping shall correlate to the climate, soils, related natural resources and existing vegetation of the site, as well as the type of development. Landscape operation and maintenance shall commence immediately after obtaining building occupancy. Inspection and Every six months Water Quality Management Plan (WQMP) 5-2 maintenance of landscape areas shall be done at least twice a year. N4 BMP Maintenance Property owner/Occupants The Owner/tenant/occupant will coordinate the inspection and maintanance of all BMP's in a quarterly basis. Inspection and maintenance begins immediately after obtaining building occupancy. Quarterly basis N6 Local Water Quality Ordinances Property owner/Occupants Complies with City Water Quality Orinance. Inspection and maintenance commences immediately after obtaining building occupancy. Every six months N10 Uniform Fire Code Implementation Property owner/Occupants Complies with Local Fire Code Ordinance. Inspection and maintenance commences immediately after obtaining building occupancy. Every six month N11 Litter/Debris Control Program Property owner/Occupants Site inspection and cleaning of debris and litters shall be performed by the owner at the beginning and ending of rainy season. Every six months N12 Employee Training Property owner/Occupants Every new employee will be given orientation and training regarding general and good housekeeping practices at the start of employment. Existing employees will be required to attend orientation every four months and/or at the start of the policy. Copies of the training or orientation attendance will be retained for five years. Every 4 months N14 Catch Basin Inspection Program Property owner/Occupants Catch basin for the underground infiltration system shall be inspected and cleaned twice a year in the late summer or early fall and at the beginning of rainy season. Remove accumulated trash and debris if there are any. The owner/tenant will coordinate the inspection and cleaning of catch basin and infiltration basin. Commence this activity immediately after obtaining building occupancy. Twice a year, beginning and end of rainy season N15 Property owner/Occupants Parking lots must be swept at least four times annually (quarterly basis), prior to the storm season and in the late summer or early fall, to Monthly basis Water Quality Management Plan (WQMP) 5-3 Vacuum Sweeping of Private Streets and Parking Lots reduce the amount of sediment, garden waste, and trash entering the storm drain system. Sweeping of parking lots shall commence immediately after obtaining building occupancy. Inspection of the parking lots and drive aisles shall be done at least in a monthly basis and remove trash, debris and immediately as it becomes necessary. S1 Provide storm drain system stenciling and signage Property Owner/Occupant Stencil “No Dumping‐Drains to Ocean” and maintained by owner. Commence this activity immediately after obtaining building occupancy. Every January 1st and July 1st S3 Design and Construct trash and waste storage areas Property owner/Occupants Trash containers (Dumpster) areas shall have drainage from the adjoining roof and pavements diverted around the areas. Dumpsters shall be leak proof and have attached workable covers. Maintenance include implementation of trash management and litter control procedures aimed at reducing pollution of stormwater. This procedure include regularly scheduled litter patrol, emptying of trash receptacles in common areas. Provide self inspection at least 4 times annually. This measure will commence immediately after obtaining building occupancy. Every January 1st, April 1st, July 1st, October 1st S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers and source control Property owner/Occupants Irrigation methods should be utilized to minimize runoff of excess irrigation water across impervious surfaces and into the stormwater conveyance system. Such method include employing rain-triggered shutoff devices to eliminate or reduce irrigation during and after precipitation. Water conservation devices such as programmable irrigation timers and soils sensors will be considered. Provide self inspection at least 4 times annually. This measure will commence immediately after installation of landscaping and obtaining of building occupancy. Every January 1st, April 1st, July 1st, October 1st S5 Property owner/Occupants Landscape areas are approximately 1.5" below top of walkway, top of curb or pavement Beginning of landscape Water Quality Management Plan (WQMP) 5-4 Landscape areas at a minimum of 1-2” below top of curb, sidewalk, or pavement construction and yearly inspection thereafter TC-11 Underground Infiltration m Chamber (Stormtech) Property owner/Occupants Maintenance is accomplished with the Jetvac process. The Jetvac process utilizes a high pressure mater nozzle to propel itself down the isolator row while scouring and suspending sediments mimicking the raking process. As the nozzle is retrieved, the captured pollutants such as sediments, etc., are flushed back into the manhole for vacuuming. Twice a year and/or beginning and ending of wet season MP-52 Drain Inserts Property owner/Occupants The drain inserts shall be inspected and maintained on a quarterly basis and at the beginning and end of wet season. Remove accumulated trash and debris inside the drain insert. The owner is responsible for inspection and maintenance of the drain inserts. Every three months and/or beginning and ending of wet season. 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 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 6-2 SECTION 6.1 Site Plan and Drainage Plan 6-3 SECTION 6.2 Electronic Data Submittal (At Final Acceptance) 6-4 SECTION 6.3 POST CONSTRUCTION •Memorandum of Agreement (TO BE SUBMIITED AT FINAL WQMP) 6-5 SECTION 6.4 •Supporting Documents •Educational Materials •BMP Facts H04 I H02 A U H12 H09 III V H11IV H08 H07 X H05 H03 H06 J VII F H01 VI VIII B E W H10 IX XIII II G C H02BH02A II H12 II I 15I 10 STATE HWY 60 I 21 5 STATE 91STATE HWY 210 STATE HWY 7 1 I 10 - I 15 STATE HWY 259STATE 91 I 15STATE HWY 210 STATE HWY 60 S T A T E H W Y 7 1 ST A T E H W Y 7 1 Seven Oaks Dam, COE San Antonio Basin #9 Seven Oaks Dam, COE San Antonio Dam Seven Oaks Dam, COE [DSOD] Seven Oaks Dam, COE Waterman Spreading Grounds Seven Oaks Dam, COE Wineville Basin San Sevaine Basin #5 [DSOD] Prado Dam Twin Creek Spreading Grounds Riverside Basin Jurupa Basin [DSOD] Waterman Basin #1 San Antonio Basin #5San Antonio Basin #2 Cucamonga Basin #6 Plunge Creek Spreading Grounds Victoria Basin City Creek Spreading GroundsSan Antonio Basin #8 Devil Basin #7 Rich Basin Potato Creek Spreading Grounds Patton Basin Lytle Creek Gatehouse, COE Cactus Basin #3bCactus Basin #5 Brooks Basin 8th Street Basin #1 Mojave River Forks Dam; COE [DSOD] Linden Basin Wiggins Basin #1 Ely Basin #2 Cactus Basin #2 Declez Basin [DSOD] Turner Basin #1 Banana Basin Day Creek Dam [DSOD] Grove Avenue Basin Etiwanda Conservation Basin Bledsoe Basin Montclair Basin #2 Sycamore Basin Devil Basin #4 Church Street Basin Lower Cucamonga Sprdg Grnds Warm Creek Conservation Basin #4 Ranchero Basin Montclair Basin #1College Heights Basin #4College Heights Basin #1 Bailey Basin Montclair Basin #4 Mountain View Basin Wilson Creek Basin #3San Timoteo Sediment Basin #3 Hillside Basin, COE Wildwood Basin #2 Demens Basin #2 Dynamite Basin San Timoteo Sediment Basin #18 Sand Canyon Basin San Timoteo Sediment Basin #13 Perris Hill Basin 13th Street Basin Cook Canyon Basin De e p C r e e k Mill Creek Cajo n C r e e k W a s h Zanja Creek Lytle C r e e k W a s h Santa Ana RiverSheep CreekOak Glen CreekMojave RiverCypress Channe l Sawpit CanyonHorse Canyon Live Oak Cree k Grout CreekYucaipa Creek Horsethief C a n y o n Seeley C reek Cleghorn Canyon Morrey Arroyo Arrowbear Creek Sand C a n y o n C r e e kSawpit CanyonLegend Regional Board Boundary County BoundaryDrainageCourse <all other values> Hydromodification EHM Low Medium High High (Default) Government Land State of California Land United States of America Land City Boundary Freeways Basins and Dams HCOC Exempt Areas None ExemptHCOC Exempt A B C E F G H01 H02 H02A H02B H03 H04 H05 H06 H07 H08 H09 H10 H11 H12 I II III IV IX J U V VI VII VIII W X XIII Figure F-1 SITE User Inputs Chamber Model: MC-4500 Outlet Control Structure: No Project Name: BANANA Engineer: Henry Poquiz Project Location: California Measurement Type: Imperial Required Storage Volume: 3432 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 9 in. Stone Above Chambers: 12 in. Average Cover Over Chambers: 24 in. Design Constraint Dimensions:(24 ft. x 60 ft.) Results System Volume and Bed Size Installed Storage Volume: 3733.11 cubic ft. Storage Volume Per Chamber: 106.50 cubic ft. Number Of Chambers Required: 18 Number Of End Caps Required: 4 Chamber Rows: 2 Maximum Length:47.46 ft. Maximum Width: 19.42 ft. Approx. Bed Size Required: 921.52 square ft. System Components Amount Of Stone Required: 153.53 cubic yards Volume Of Excavation (Not Including Fill): 230.38 cubic yards Total Non-woven Geotextile Required:366.12 square yards Woven Geotextile Required (excluding Isolator Row): 21.23 square yards Woven Geotextile Required (Isolator Row): 97.28 square yards Total Woven Geotextile Required:118.51 square yards User Inputs Chamber Model: MC-4500 Outlet Control Structure: No Project Name: BANANA 2 Engineer: Henry Poquiz Project Location: California Measurement Type: Imperial Required Storage Volume: 988 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 9 in. Stone Above Chambers: 12 in. Average Cover Over Chambers: 24 in. Design Constraint Dimensions:(20 ft. x 60 ft.) Results System Volume and Bed Size Installed Storage Volume: 1136.71 cubic ft. Storage Volume Per Chamber: 106.50 cubic ft. Number Of Chambers Required: 5 Number Of End Caps Required: 2 Chamber Rows: 1 Maximum Length:27.59 ft. Maximum Width: 10.33 ft. Approx. Bed Size Required: 285.11 square ft. System Components Amount Of Stone Required: 48.63 cubic yards Volume Of Excavation (Not Including Fill): 71.28 cubic yards Total Non-woven Geotextile Required:144.30 square yards Woven Geotextile Required (excluding Isolator Row): 0 square yards Woven Geotextile Required (Isolator Row): 59.71 square yards Total Woven Geotextile Required:59.71 square yards Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet Factor Category Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 1.0 0.25 Predominant soil texture 0.25 1.0 0.25 Site soil variability 0.25 1.0 0.25 Depth to groundwater / impervious layer 0.25 1.0 0.25 Suitability Assessment Safety Factor, SA = p 1.0 B Design Tributary area size 0.25 1.3 0.33 Level of pretreatment/ expected sediment loads 0.25 2.00 0.50 Redundancy 0.25 2.00 0.50 Compaction during construction 0.25 1.00 0.25 Design Safety Factor, SB = p 1.58 Combined Safety Factor, STOT= SA + SB 2.58 Measured Infiltration Rate, inch/hr, KM (corrected for test-specific bias) 7.00 Design Infiltration Rate, in/hr, KDESIGN = STOT / KM 2.71 Supporting Data Briefly describe infiltration test and provide reference to test forms: Attached is Infiltration Testing Report Water Height =60” Design Infiltration Rate = 2.71”/hour Drawdown = 60/2.33= 22 hours < 48.00 hours o.k. Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0. Sampson and Associates CONSULTING ENGINEERS Soil, Geology, Environmental TO: SA Golden Investment Inc. 6226 Cooper Avenue Fontana, California 92336 Project Res. Units February 25, 2022 SUBJECT: Infiltration Evaluation,, 24 Units Residential Units, Located at 8155 Banana Avenue, City Of Fontana, County of San-Bernardino, California. INTRODUCTION: We sincerely appreciate the opportunity to be of service to you on this project. The primary objective of this study was to evaluate an infiltration rate of the onsite subsurface soils for the design of the infiltration drainage system to be constructed at designated area for the above subject site. If you have any questions regarding this report please do not hesitate to contact this office at your convenience. We appreciate the opportunity to be of service on this project. Distribution: ddressee P. 0. Box 834, San Dimas, California 91773 Tel.: (909) 522-7067 Project Res. Units February 25, 2022 Index Map Of 8155 Banana Avenue City Of Fontana County Of San Bernardino, California Page 2 Project Res. Units February 25, 2022 ACCOMPANYING MAPS & ILLUSTRATIONS,: Index Map - Page 2 Plate 1 - Site Plan and Approximate Location of Infiltration Tests Appendix “A” - Field Test Logs SITE LOCATION, PROPOSED DEVELOPMENT, and CONDITION: The site area is approximately 38000 square feet and the proposed development consists of (24) new apartment units each with associated open lawn areas and parking lots located 8155 Banana Avenue in the City of Fontana County Of San Bernardino, California. The subject site is flat regular shape lot bounded by Banana Avenue on east and by multi residential on north, south, and west. Access to the site is available from Banana Avenue which is paved. Project is covered with minor dry annual weeds, bushes, and minor scattered trash. SUBSURFACE CONDITIONS: Soil materials encountered in our trenches consisted of top-soils over alluvium material to a depth of approximately 12 inches below surface. Upper 2 feet consists of dry, loose, silty sand with gravels and some rocks with roots and minor trash on surface. The soils below 2 feet is loose and dry silty sand, sandy silt with minor roots to depth of 4 feet below grade. The soils encountered below approximately 4 feet grade consists of dense brown silty sand with rocks, cobbles, and boulders. GROUND WATER: No ground water or any perched ground water was observed at our test locations onsite during the course of our investigation. Page 3 Project Res. Units February 25, 2022 INFILTRATION TEST: Shallow percolation tests were performed at the approximate locations of the proposed infiltration drainage system. Two 8-inch diameter boring holes were drilled to a depth of 3 feet as shown on grading plan and test location (Plate 1). The bottom elevation of the test hole is corresponded to the bottom elevation of the proposed infiltration system. The holes were filled with water and left for presoaking period. TEST PROCEDURE: Once the minimum required numbers of testing intervals were determined, water was added. The time and the drop in water level were recorded until the stabilized rate of drop was obtained. The average drop of the stabilized rate over the last readings is the pre-adjusted percolation rate at the test location. Logs of field data are presented in Appendix “A” of this report. The design engineer must use the factor of safety with the average measured infiltration rate to achieve the design value as needed. RECOMMENDATIONS: Bases on the result of the tests, the site is suitable for the storm-water infiltration system from a geotechnical viewpoint. Recommendations are provided as follows: 1- The on-site storm-water infiltration drainage system may be designed utilizing the slowest conservative infiltration rate of 7.00 inches per hour after the rate of percolation was generally stabilized. 2- The potential for creating perched water conditions that may adversely affect the proposed and existing structures is nil due to the onsite permeable soils. 3- It must be noted that over the lifetime of the disposal area the infiltration rate may be affected by sediment build ups and biological activities as well as local variation in soils subsurface condition. Page 4 Project Res. Units February 25, 2022 LIMITATONS: Based on our visual observation it appears that the soils condition appears to be the same throughout the site however; soils material may vary in character between excavations and natural outcrops or conditions exposed during construction. Should soil conditions be encountered during construction that appear different this office must be notified immediately so that our recommendations may be re-evaluated. Page 5 Project Res. Units February 25, 2022 A P P E N D I X “A” Plate-1 Approximate Location Of Infiltration Test Plate-1 Approximate Location Of Infiltration Test Map 8155 Banana Avenue Project Res. Units February 25, 2022 PERCOLATION TESTING FIELD LOG Boring/Excavation Percolation Testing Field Log Date: 02/19/2022 Project Location 8155 banana Ave. Boring/test Number: B-1 Earth Description: Silty Gravelly Sand Diameter of Boring: 8-inch Tested by: TB/MS Depth of Boring: 3’ below grade Depth to Invert of BMP’s: 3’ below grade Liquid Description: Tap Water Depth to Water Table: >50’ Measurement Method: Measuring Tape Depth to initial water Depth(d1): 36” Time Interval Standard: Start Date for Pre-Soak: 02/19/2022 Water Remaining In Boring (Y/N): Yes Start Time for Standard: 11:00 Standard Time Interval Between Readings: 30 Minutes Reading Number Time Start/End (hh:mm) Elapsed Time Time (mins) Water Drop During Standard Time Interval D (inches) Percolation Rate for Reading (in/hr) Soil Description/Notes/Comments 1 11:00 30 6.75 13.50 Medium to Coarse, Silty Gravelly Sand 11:30 2 12:00 30 5.75 11.50 12:30 3 13:00 30 5.5 11.0 13:30 4 14:00 30 4.25 8.50 14:30 5 15:00 30 3.50 7.00 15:305 Infiltration Rate 7.00 In/Hr. Use 7.0 Project Location: 8155 Banana Ave. Project No: Res. Units PLATE-2 Project Res. Units February 25, 2022 PERCOLATION TESTING FIELD LOG Boring/Excavation Percolation Testing Field Log Date: 02/19/2022 ” Time Interval Standard: Start Date for Pre-Soak: 02/19/2022 Water Remaining In Boring (Y/N): Yes Start Time for Standard: 11:20 Standard Time Interval Between Readings:30 Minutes Reading Number Time Start/End (hh:mm) Elapsed Time Time (mins) Water Drop During Standard Time Interval D (inches) Percolation Rate for Reading (in/hr) Soil Description/Notes/Comments 1 11:20 30 4.75 8.50 Medium to Coarse, Silty Gravelly Sand 11:50 2 12:55 30 4.50 9.00 13:25 3 13:30 30 4.50 9.00 14:00 4 14:05 30 4.25 8.50 14:35 5 14:40 30 3.75 7.50 15:10 6 15:15 15:45 30 3.75 7.50 Infiltration Rate 7.50 In/Hr. Use 7.50 in/hr Project Location: 8155 Banana Ave Project No: Res. Units PLATE-3 Project Location 8155 banana Ave. Boring/test Number: B-2 Earth Description: Silty Gravelly Sand Diameter of Boring: 8-inch Tested by: TB/MS Depth of Boring: 3’ below grade Depth to Invert of BMP’s: 3’ below grade Liquid Description: Tap Water Depth to Water Table: >50’ Measurement Method: Measuring Tape Depth to initial water Depth(d1): 36 EDUCATIONAL MATERIALS Join 8,000+ neighbors & receive e- Updates. SUBSCRIBE  Pick up after your pet to prevent pollution. FREE DOG WASTE BAG CANISTERS   POLLUTION PREVENTION TIPS Home /Businesses /Pollution Prevention Tips Simple best management practices (BMPs) can prevent stormwater pollution and prevention is good business! It means clean water, clean neighborhoods and it shows your customers that you care about your community. BMPs Evaluate Your Actions Don't Trash It Choose Non-Toxic Spread the Word DOWNLOAD INDUSTRY FACT SHEETS California Materials Exchange CalRecycle’s materials exchange portal contains eective online resources for exchanging materials. By reusing materials, we conserve energy, resources, and landll space, while reducing disposal, green house gas emissions, and purchasing costs. Report Pollution Violations: 1-877-WASTE18 Home About Residents Businesses Government Get Involved Resources Español  Get directions and hours for local household hazardous waste collection centers. DISPOSE OF TOXIC ITEMS SEARCH Search ... SAN BERNARDINO COUNTY POLLUTION PREVENTION TIPS Pick up after your dog every time  Drop o your toxic items at a collection facility  Recycle your used oil and lters  PERMITTEE RESOURCES Directory Outreach Materials Permittee Resources HOW YOU CAN HELP Drop o your toxic items  Report a pollution violation  Learn about stormwater pollution  Read the WQMP © 2015-2019 SAN BERNARDINO COUNTY STORMWATER PROGRAM | WEBSITE POWERED BY SGA EDUCATIONAL/INFORMATIONAL MATERIALS FOR OWNERS/OCCUPANTS/TENANTS 1. GOOD HOUSEKEEPING – THIS INCLUDES REGULAR MAINTAINING AND MOWING OF THE GRASS COVERED LAWN, CLEARING THE DESIGNED FLOW LINES, CLEANING OF THE ROOF RAIN GUTTERS, DISPENSING OF TRASH INTO THE CITY PROVIDED COVERED TRASH CONTAINER. 2. YARD IMPROVEMENT - DURING YARD IMPROVEMENT AND/OR PROPERTY IMPROVEMENT AND CONCRETE WORK, PROVIDE SAND BAGS AROUND DISTURBED DIRT AREAS TO AVOID EROSION OF LOOSE DIRT INTO THE STORM DRAIN, DO NOT CLEAN CONCRETE EQUIPMENT AT STREET GUTTERS OR AT CATCH BASIN INLETS. 3. BUILDING PAINTING – EMPTY PAINT CANS, USED PAINT BRUSH AND ROLLERS SHALL BE DISCARDED AT A CITY DESIGNATED OR APPROVED COLLECTION AREA. 4. LANDSCAPING – ALL OPEN AREAS SHALL BE LANDSCAPE AND MAINTAINED TO MAXIMIZE NATURAL WATER STORAGE AND INFILTRATION OPPORTUNITIES. PLANTS SHALL BE GROUPED WITH SIMILAR WATER REQUIREMENTS IN ORDER TO REDUCE EXCESS IRRIGATION RUNOFF AND PROMOTE SURFACE INFILTRATION. SLOPES SHALL BE LANDSCAPE WITH DEEP-ROOTED DROUGHT TOLERANT PLANT SPECIES SELECTED FOR EROSION CONTROL, SATISFACTORY TO THE CITY. 5. IRRIGATION – BUILDING OWNERS, OCCUPANTS, AND TENANTS SHALL INSTALL AND MAINTAIN IRRIGATION TIMERS AND RAIN-TRIGGERED SHUTOFF DEVICES TO ELIMINATE OR REDUCE IRRIGATION DURING AND IMMEDIATELY AFTER PRECIPITATION. 6. ACTIVITY RESTRICTIONS – WHEN USING PESTICIDES, CONTACT LICENSED PESTICIDE APPLICATOR TO DO THE APPLICATION. CAR WASHING AND MAINTENANCE ONSITE ARE NOT ALLOWED. 7. EMPLOYEE TRAINING/EDUCATION – EVERY NEW EMPLOYEE WILL BE GIVEN ORIENTATION AND TRANING REGARDING GENERAL AND GOOD HOUSEKEEPING PRACTICES AT THE START OF EMPLOYMENT. EXISTING EMPLOYEES WIIL BE REQUIRED TO ATTEND ORIENTATION EVERY FOUR MONTHS AND/OR AT THE START OF THE POLICY. 8. SWEEPING PARKING LOTS – THE PARKING LOTS AND DRIVE AISLES WILL BE SWEPT AT LEAST TWICE ANNUALLY, PRIOR TO STORM SEASON AND IN THE LATE SUMME OR EARLY FALL, TO REMOVE ANY ACCUMULATION OF TRASH, DEBRIS,, DUST, SEDIMENT AND GARDEN WASTE. 9. FILTRATION BASIN AND VEGETATED SWALE – FILTRATION BASIN AND VEGETATED SWALE WILL BE MAINTAINED REGULARLY AS PART OF THE LANDSCAPING AREA. REMOVE ANY ACCUMULATED TRASH AND DEBRIS INSIDE THE BASIN AT THE BEGINNING AND END OF WET SEASON BMP FACT SHEETS Drain Inserts MP-52 January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbooks.com Description Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene “bag” is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. California Experience The number of installations is unknown but likely exceeds a thousand. Some users have reported that these systems require considerable maintenance to prevent plugging and bypass. Advantages Does not require additional space as inserts as the drain inlets are already a component of the standard drainage systems. Easy access for inspection and maintenance. As there is no standing water, there is little concern for mosquito breeding. A relatively inexpensive retrofit option. Limitations Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds and vaults. Usually not suitable for large areas or areas with trash or leaves than can plug the insert. Design and Sizing Guidelines Refer to manufacturer’s guidelines. Drain inserts come any many configurations but can be placed into three general groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene “bag” is placed in the wire mesh box. The bag takes the form of the box. Most box products are Design Considerations Use with other BMPs Fit and Seal Capacity within Inlet Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Removal Effectiveness See New Development and Redevelopment Handbook-Section 5. MP-52 Drain Inserts 2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com one box; that is, the setting area and filtration through media occurs in the same box. One manufacturer has a double-box. Stormwater enters the first box where setting occurs. The stormwater flows into the second box where the filter media is located. Some products consist of one or more trays or mesh grates. The trays can hold different types of media. Filtration media vary with the manufacturer: types include polypropylene, porous polymer, treated cellulose, and activated carbon. Construction/Inspection Considerations Be certain that installation is done in a manner that makes certain that the stormwater enters the unit and does not leak around the perimeter. Leakage between the frame of the insert and the frame of the drain inlet can easily occur with vertical (drop) inlets. Performance Few products have performance data collected under field conditions. Siting Criteria It is recommended that inserts be used only for retrofit situations or as pretreatment where other treatment BMPs presented in this section area used. Additional Design Guidelines Follow guidelines provided by individual manufacturers. Maintenance Likely require frequent maintenance, on the order of several times per year. Cost The initial cost of individual inserts ranges from less than $100 to about $2,000. The cost of using multiple units in curb inlet drains varies with the size of the inlet. The low cost of inserts may tend to favor the use of these systems over other, more effective treatment BMPs. However, the low cost of each unit may be offset by the number of units that are required, more frequent maintenance, and the shorter structural life (and therefore replacement). References and Sources of Additional Information Hrachovec, R., and G. Minton, 2001, Field testing of a sock-type catch basin insert, Planet CPR, Seattle, Washington Interagency Catch Basin Insert Committee, Evaluation of Commercially-Available Catch Basin Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998, NDMP Inlet/In-Line Control Measure Study Report Manufacturers literature Santa Monica (City), Santa Monica Bay Municipal Stormwater/Urban Runoff Project - Evaluation of Potential Catch basin Retrofits, Woodward Clyde, September 24, 1998 Drain Inserts MP-52 January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbooks.com Woodward Clyde, June 11, 1996, Parking Lot Monitoring Report, Santa Clara Valley Nonpoint Source Pollution Control Program. Parking/Storage Area Maintenance SC-43 January 2003 California Stormwater BMP Handbook 1 of 4 Municipal www.cabmphandbooks.com Description Parking lots and storage areas can contribute a number of substances, such as trash, suspended solids, hydrocarbons, oil and grease, and heavy metals that can enter receiving waters through stormwater runoff or non-stormwater discharges. The following protocols are intended to prevent or reduce the discharge of pollutants from parking/storage areas and include using good housekeeping practices, following appropriate cleaning BMPs, and training employees. Approach Pollution Prevention Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook). Keep accurate maintenance logs to evaluate BMP implementation. Suggested Protocols General Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. Utilize sand filters or oleophilic collectors for oily waste in low concentrations. Objectives Cover Contain Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Oxygen Demanding SC-43 Parking/Storage Area Maintenance 2 of 4 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Arrange rooftop drains to prevent drainage directly onto paved surfaces. Design lot to include semi-permeable hardscape. Controlling Litter Post “No Littering” signs and enforce anti-litter laws. Provide an adequate number of litter receptacles. Clean out and cover litter receptacles frequently to prevent spillage. Provide trash receptacles in parking lots to discourage litter. Routinely sweep, shovel and dispose of litter in the trash. Surface cleaning Use dry cleaning methods (e.g. sweeping or vacuuming) to prevent the discharge of pollutants into the stormwater conveyance system. Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. Sweep all parking lots at least once before the onset of the wet season. If water is used follow the procedures below: - Block the storm drain or contain runoff. - Wash water should be collected and pumped to the sanitary sewer or discharged to a pervious surface, do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. When cleaning heavy oily deposits: - Use absorbent materials on oily spots prior to sweeping or washing. - Dispose of used absorbents appropriately. Surface Repair Pre-heat, transfer or load hot bituminous material away from storm drain inlets. Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form contacting stormwater runoff. Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc., where applicable. Leave covers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Parking/Storage Area Maintenance SC-43 January 2003 California Stormwater BMP Handbook 3 of 4 Municipal www.cabmphandbooks.com Use only as much water as necessary for dust control, to avoid runoff. Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Inspection Have designated personnel conduct inspections of the parking facilities and stormwater conveyance systems associated with them on a regular basis. Inspect cleaning equipment/sweepers for leaks on a regular basis. Training Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. Train employees and contractors in proper techniques for spill containment and cleanup. Spill Response and Prevention Refer to SC-11, Spill Prevention, Control & Cleanup. Keep your Spill Prevention Control and countermeasure (SPCC) plan up-to-date, nad implement accordingly. Have spill cleanup materials readily available and in a known location. Cleanup spills immediately and use dry methods if possible. Properly dispose of spill cleanup material. Other Considerations Limitations related to sweeping activities at large parking facilities may include high equipment costs, the need for sweeper operator training, and the inability of current sweeper technology to remove oil and grease. Requirements Costs Cleaning/sweeping costs can be quite large, construction and maintenance of stormwater structural controls can be quite expensive as well. Maintenance Sweep parking lot to minimize cleaning with water. Clean out oil/water/sand separators regularly, especially after heavy storms. Clean parking facilities on a regular basis to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. SC-43 Parking/Storage Area Maintenance 4 of 4 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Supplemental Information Further Detail of the BMP Surface Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Use only as much water as necessary for dust control, to avoid runoff. References and Resources http://www.stormwatercenter.net/ California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp_introduction.asp Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA) http://www.basma.org San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) http://www.projectcleanwater.org/pdf/Model%20Program%20Municipal%20Facilities.pdf 24"(600 mm) MIN* 7.0'(2.1 m)MAX 12" (300 mm) TYP100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9"(230 mm) MIN 60"(1525 mm) DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MIN *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURINGTHE REQUIRED BEARING CAPACITY OF SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) MC-4500END CAP PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS".ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET ASTM F2418 "STANDARDSPECIFICATION FOR POLYPROPELENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS". EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. MC-4500 CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. STORMTECH MC-4500 CHAMBER (not to scale) Nominal Chamber Specifications Size (L x W x H) 52” x 100” x 60” 1,321 mm x 2,540 mm x 1,524 mm Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage* 162.6 ft3 (4.60 m3) Weight 120 lbs (54.4 kg) Shipping 7 chambers/pallet 11 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. STORMTECH MC-4500 END CAP (not to scale) Nominal End Cap Specifications Size (L x W x H) 35.1” x 90.2” x 59.4” 891 mm x 2,291 mm x 1,509 mm End Cap Storage 35.7 ft3 (1.01 m3) Min. Installed Storage* 108.7 ft3 (3.08 m3) Weight 120 lbs (54.4 kg) Shipping 7 end caps/pallet 11 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below, 6” (150 mm) of stone perimeter, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.comThe ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® is a registered trademark of StormTech, Inc. © 2017 Advanced Drainage Systems, Inc. #S26B1110 09/17 CS For more information on the StormTech MC-4500 Chamber and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 TOOLDESIGN MC-4500 CHAMBER SPECIFICATIONS STORAGE VOLUME PER CHAMBER FT3 (M3) Note: Assumes 9” (230 mm) of separation between chamber rows, 12” (300 mm) of perimeter in front of the end caps, and 24” (600 mm) of cover. The volume of excavation will varyas depth of cover increases. Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12” (300 mm) stone perimeter. Working on a project? Visit us at www.stormtech.com and utilize the StormTech Design Tool ENGLISH TONS (yds3)Stone Foundation Depth 9” 12” 15” 18” MC-4500 Chamber 7.4 (5.2)7.8 (5.5)8.3 (5.9)8.8 (6.2) MC-4500 End Cap 9.6 (6.8)10.0 (7.1)10.4 (7.4)10.9 (7.7) METRIC KILOGRAMS (m3)230 mm 300 mm 375 mm 450 mm MC-4500 Chamber 6,681 (4.0)7,117 (4.2)7,552 (4.5)7,987 (4.7) MC-4500 End Cap 8,691 (5.2)9,075 (5.4)9,460 (5.6)9,845 (5.9) Note: Assumes 12” (300 mm) of stone above and 9” (230 mm) row spacing and 12” (300 mm) of perimeter stone in front of end caps. AMOUNT OF STONE PER CHAMBER Stone Foundation Depth 9” (230 mm)12” (300 mm)15” (375mm)18” (450 mm) MC-4500 Chamber 10.5 (8.0)10.8 (8.3)11.2 (8.5)11.5 (8.8) MC-4500 End Cap 9.3 (7.1)9.6 (7.3)9.9 (7.6)10.2 (7.8) VOLUME EXCAVATION PER CHAMBER YD3 (M3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 9” (230 mm)12” (300 mm)15” (375 mm)18” (450 mm) MC-4500 Chamber 106.5 (3.02)162.6 (4.60)166.3 (4.71)169.6 (4.81)173.6 (4.91) MC-4500 End Cap 35.7 (1.0)108.7 (3.08)111.9 (3.17)115.2 (3.26)118.4 (3.35) SHEETOFDATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REV DRW CHK DESCRIPTION MC-4500 STANDARD CROSS SECTION 11/18/14 JLM1 1JLM 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMSPLEASE 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 COMPACTIONEQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.NOTES:1.MC-4500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".2.MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.4.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.5.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.6.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.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITYREQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTSFROM THE TOP OF THE 'C' LAYER TO THE BOTTOMOF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASEMAY BE PART OF THE 'D' LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PERENGINEER'S PLANS. CHECK PLANS FOR PAVEMENTSUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED INSTALLATIONS MAY HAVE STRINGENTMATERIAL AND PREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C'STARTS FROM THE TOP OF THE EMBEDMENTSTONE ('B' LAYER) TO 24" (600 mm) ABOVE THETOP OF THE CHAMBER. NOTE THAT PAVEMENTSUBBASE 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 LIEUOF THIS LAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89,9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OFMATERIAL OVER THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN 12" (300 mm)MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVEDENSITY FOR PROCESSED AGGREGATEMATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THECHAMBERS FROM THE FOUNDATION STONE ('A'LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERSFROM THE SUBGRADE UP TO THE FOOT (BOTTOM)OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLATSURFACE. ² ³24"(600 mm) MIN*7.0'(2.1 m)MAX12" (300 mm) TYP100" (2540 mm) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUNDCLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERSSUBGRADE SOILS(SEE NOTE 4)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)MC-4500END CAP12" (300 mm) MIN12" (300 mm) MIN9"(230 mm) MINDCBAPERIMETER STONE(SEE NOTE 6)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm).60"(1525 mm)DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINNO COMPACTION REQUIRED.*FOR COVER DEPTHS GREATER THAN 7.0' (2.1 m) PLEASE CONTACT STORMTECH MC-4500 TECHNICAL SPECIFICATION NTS PART #STUB B C MC4500REPE06T 6" (150 mm)42.54" (1.081 m)--- MC4500REPE06B ---0.86" (22 mm) MC4500REPE08T 8" (200 mm)40.50" (1.029 m)--- MC4500REPE08B ---1.01" (26 mm) MC4500REPE10T 10" (250 mm)38.37" (975 mm)--- MC4500REPE10B ---1.33" (34 mm) MC4500REPE12T 12" (300 mm)35.69" (907 mm)--- MC4500REPE12B ---1.55" (39 mm) MC4500REPE15T 15" (375 mm)32.72" (831 mm)--- MC4500REPE15B ---1.70" (43 mm) MC4500REPE18TC 18" (450 mm) 29.36" (746 mm)---MC4500REPE18TW MC4500REPE18BC ---1.97" (50 mm)MC4500REPE18BW MC4500REPE24TC 24" (600 mm) 23.05" (585 mm)---MC4500REPE24TW MC4500REPE24BC ---2.26" (57 mm)MC4500REPE24BW MC4500REPE30BC 30" (750 mm)---2.95" (75 mm) MC4500REPE36BC 36" (900 mm)---3.25" (83 mm) MC4500REPE42BC 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m³) MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³) WEIGHT 130.0 lbs.(59.0 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.2" X 59.4" X 30.7" (2291 mm X 1509 mm X 781 mm) END CAP STORAGE 35.7 CUBIC FEET (1.01 m³) MINIMUM INSTALLED STORAGE*108.7 CUBIC FEET (3.08 m³) WEIGHT 135.0 lbs.(61.2 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. STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 52.0" (1321 mm) 48.3" (1227 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.2" (2291 mm) 59.4" (1509 mm) 30.7" (781 mm) INSTALLED 35.1" (891 mm) UPPER JOINT CORRUGATION WEB CRESTCREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORR. FOOT CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473ADVANCED DRAINAGE SYSTEMS, INC.RREV DRW CHK DESCRIPTIONISOLATOR ROW DETAILSMC-450003/08/17JLM1 170 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityINSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW 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 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 ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW 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 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. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC4500REPE24BC TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-4500 CHAMBER MC-4500 END CAP MC-4500 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES MC-4500 CHAMBER 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS MC-4500 6" INSPECTION PORT DETAIL NTS 6" (150 mm) SDR35 PIPE CONCRETE COLLAR * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION An company 2 THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM ECCENTRICHEADER MANHOLEWITHOVERFLOWWEIR STORMTECHISOLATOR ROW OPTIONAL PRE-TREATMENT OPTIONAL ACCESS STORMTECH CHAMBERS )( StormTech Construction Guide An company REQUIRED MATERIALS AND EQUIPMENT LIST • Acceptable fill materials per Table 1 • Woven and non-woven geotextiles NOTE: MC-3500 chamber pallets are 77” x 90” (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100” x 52” (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72” (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. 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. C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Requirements for System Installation • StormTech solid end caps, pre-cored and pre-fabricated end caps • StormTech chambers, manifolds and fittings Excavate bed and prepare subgrade per engineer’s plans. Place non-woven geotextile over prepared soils and up excavation walls. Place clean, crushed, angular stone foundation 9” (230 mm) min. Install underdrains if required. Compact to achieve a flat surface.MC-3500/MC-45001 2 Manifold, Scour Fabric and Chamber Assembly Manifold Insertion StormTech Isolator Row Detail Install manifolds and lay out woven scour geotextile at inlet rows [min. 17.5 ft (5.33 m)] at each inlet end cap. Place a continuous piece (no seams) along entire length of Isolator® Row(s) in two layers. Insert inlet and outlet manifolds a minimum 12”(300 mm) into chamber end caps. Manifold headershould be a minimum 12” (300 mm) from base ofend cap. Align the first chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backfill process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. Maintain minimum 9” (300 mm) spacing between rows.For the Isolator Row place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. SUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-CORED END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVENGEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS MC-3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIPMC-4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP CATCH BASIN ORMANHOLE COVER PIPE CONNECTION TO ENDCAP WITH ADS GEOSYNTHETICS601T NON-WOVEN GEOTEXTILE CHAMBER (MC-4500 SHOWN) END CAP (MC-4500 SHOWN)OPTIONAL INSPECTION PORT Initial Anchoring of Chambers – Embedment Stone Initial embedment shall be spotted along the centerline of the chamber evenlyanchoring the lower portion of the chamber. This is best accomplished with astone conveyor or excavator reaching along the row. No equipment shall be operated on the bed at this stage of the installation.Excavators must be located off the bed. Dump trucks shall not dump stonedirectly on to the bed. Dozers or loaders are not allowed on the bed at this time. Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Backfill chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backfilled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm)MAX. ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc. #10816 07/17 CS ©2017 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 24” (600mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 24” (600 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (<8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. StormTech does not require compaction of initial fill at 18” (450 mm) of cover. However, requirements by others for 6” (150 mm) lifts may necessitate the use of small compactors at 18” (450 mm) of cover. 6. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 7. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backfill reaches 3 feet (900 mm) over the entire bed.Excavators shall not operate on chamber beds until the total backfill reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressurepsf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900]Compacted 32,000 [142]16,000 [71]12” [305]18” [457]24” [610]30” [762]36” [914] 3420 [164]2350 [113]1850 [89]1510 [72]1310 [63] 38,000 [169] C Initial Fill Material 24” [600]Compacted 32,000 [142]16,000 [71]12” [305]18” [457]24” [610]30” [762]36” [914] 2480 [119]1770 [85]1430 [68]1210 [58]1070 [51] 20,000 [89] 24” [600]Loose/Dumped 24,000 [107]12,000 [53]12” [305]18” [457]24” [610]30” [762]36” [914] 2245 [107]1625 [78]1325 [63]1135 [54]1010 [48] 16,000 [71] 18” [450]24,000 [107]12,000 [53]12” [305]18” [457]24” [610]30” [762] 2010 [96]1480 [71]1220 [58]1060 [51] 5,000 [22](static loads only)5 B Embedment Stone 12” [300]NOT ALLOWED NOT ALLOWED 12” [305]18” [457]24” [610]30” [762] 1100 [53]715 [34]660 [32]580 [28] NOT ALLOWED 6” [150]NOT ALLOWED NOT ALLOWED NOT ALLOWED NOT ALLOWED NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may beused. All construction loads must notexceed the maximum limits in Table 2. 36” (900 mm) minimumcover required for dumptrucks to dump overchambers. Dozers to push parallel torows.4 Roller travel parallel to rowsonly until 36” (900 mm)compacted cover isreached. C Initial Fill Material Excavator positioned off bed recommended.Small excavator allowed overchambers. Small dozer allowed. Asphalt can be dumped intopaver when compactedpavement subbase reaches24” (600 mm) above top ofchambers. Small LGP track dozers & skidloaders allowed to grade coverstone with at least 12” (300 mm)stone under tracks at all times.Equipment must push parallelto rows at all times. Use dynamic force of rolleronly after compacted filldepth reaches 24” (600 mm)over chambers. Roller travelparallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers.Use excavator or stone conveyorpositioned off bed or on foundationstone to evenly fill around all chambersto at least the top of chambers. No wheel loads allowed.Material must be placedoutside the limits of thechamber bed. No tracked equipment isallowed on chambers untila min. 12” (300 mm) coverstone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearingcapacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads6 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 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 the pave-ment 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 prepara-tion 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 pave-ment subbase may be 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 M145A-1, A-2-4, A-3orAASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 24” (600 mm) of mate-rial over the chambers is reached. Compact additional layers in 12” (300 mm) max. lifts to a min. 95% Proc-tor density for well-graded material and 95% relative density for processed aggregate materials. B Embedment Stone: Fill the surrounding surrounding chambers from the foundation stone (‘A’ layer) to the ‘C’ layer above. Clean, crushed, angular stone AASHTO M431 3, 357, 4 No compaction required. A Foundation Stone: Fill below chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone,AASHTO M431 3, 357, 4 Place and compact in 9” (230 mm) max lifts using two full coverages with a vibratory compactor.2, 3 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail 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 comprised by compaction, for standard installations and 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. Figure 2 - Fill Material Locations 5 18" (450 mm) MIN WIDTH PAVEMENT 6" INSPECTION PORT DETAIL NTS CONCRETE COLLAR MC-3500 CHAMBER SHOWN CONCRETE SLAB8" (200 mm) MIN THICKNESS 12" (300 mm) NYLOPLAST INLINEDRAIN BODY W/SOLID HINGEDCOVER OR GRATEPART# 2712AG6IP*SOLID COVER: 1299CGC*GRATE: 1299CGS CONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS 6" (150 mm) SDR35 PIPE FLEXSTORM CATCH ITPART# 6212NYFXWITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEEPART# 6P26FBSTIP*INSERTA TEE TO BE CENTERED INVALLEY OF CORRUGATIONS * THE PART# 2712AG6IPKIT CAN BEUSED TO ORDER ALL NECESSARYCOMPONENTS FOR A SOLID LIDINSPECTION PORT INSTALLATION Backfill of Chambers – Embedment Stone and Cover Stone Final Backfill of Chambers – Fill Material Inserta Tee Detail Continue evenly backfilling between rows and around perimeter until embedment stone reaches tops of chambers and a minimum 12” (300 mm) of cover stone is in place. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. The recommended backfill methods are with a stone conveyor outside of the bed or build as you go with an excavator inside the bed reaching along the rows. Backfilling while assembling chambers rows as shown in the picture will help to ensure that equipment reach is not exceeded. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) in. where edges meet. Compact at 24” (600 mm) of fill. Roller travel parallel with rows. Only after chambers have been backfilled to top of chamber and with a minimum 12” (300 mm) of cover stone on top of chambers can skid loaders and small LGP dozers be used to final grade cover stone and backfill material in accordance with ground pressure limits in Table 2. Equipment must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends the contractor inspect chamber rows before placing final backfill. Any chambers damaged by construction equipment shall be removed and replaced. 4 28 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. (A)This Limited Warranty applies solely to the StormTech chambers and end plates manufactured by StormTech and sold to the original purchaser (the “Purchaser”). The chambers and end plates are collectively referred to as the “Products.” (B)The structural integrity of the Products, when installed strictly in accordance with StormTech's written installation instructions at the time of installation, are warranted to the Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect appear in the Limited Warranty period, the Purchaser shall provide StormTech with written notice of the alleged defect at StormTech’s corporate headquarters within ten (10) days of the discovery of the defect. The notice shall describe the alleged defect in reasonable detail. StormTech agrees to supply replacements for those Products determined by StormTech to be defective and covered by this Limited Warranty. The supply of replacement products is the sole remedy of the Purchaser for breaches of this Limited Warranty. StormTech’s liability specically excludes the cost of removal and/or installation of the Products. (C)THIS LIMITED WARRANTY IS EXCLUSIVE.THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE PRODUCTS,INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR OF FITNESS FOR A PARTICULAR PURPOSE. (D)This Limited Warranty only applies to the Products when the Products are installed in a single layer. UNDER NO CIRCUMSTANCES,SHALL THE PRODUCTS BE INSTALLED IN A MULTI-LAYER CONFIGURATION. (E)No representative of StormTech has the authority to change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. (F)Under no circumstances shall StormTech be liable to the Purchaser or to any third party for product liability claims; claims arising from the design, shipment, or installation of the Products, or the cost of other goods or services related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and StormTech’s written installation instructions. (G)THE LIMITED WARRANTY DOES NOT EXTEND TO INCIDENTAL,CONSEQUENTIAL,SPECIAL OR INDIRECT DAMAGES.STORMTECH SHALL NOT BE LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES,INCLUDING LOSS OF PRODUCTION AND PROFITS;LABOR AND MATERIALS;OVERHEAD COSTS;OR OTHER LOSS OR EXPENSE INCURRED BY THE PURCHASER OR ANY THIRD PARTY.SPECIFICALLY EXCLUDED FROM LIMITED WARRANTY COVERAGE ARE DAMAGE TO THE PROD- UCTS ARISING FROM ORDINARY WEAR AND TEAR; ALTERATION,ACCIDENT,MISUSE,ABUSE OR NEGLECT; THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT PERMITTED BY STORMTECH’S WRITTEN SPECIFICA- TIONS OR INSTALLATION INSTRUCTIONS;FAILURE TO MAINTAIN THE MINIMUM GROUND COVERS SET FORTH IN THE INSTALLATION INSTRUCTIONS;THE PLACEMENT OF IMPROPER MATERIALS INTO THE PRODUCTS;FAIL- URE OF THE PRODUCTS DUE TO IMPROPER SITING OR IMPROPER SIZING;OR ANY OTHER EVENT NOT CAUSED BY STORMTECH.THIS LIMITED WARRANTY REPRESENTS STORMTECH’S SOLE LIABILITY TO THE PURCHASER FOR CLAIMS RELATED TO THE PROD- UCTS,WHETHER THE CLAIM IS BASED UPON CON- TRACT,TORT,OR OTHER LEGAL THEORY. STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS 17.0 Standard Limited Warranty www.stormtech.com 70 Inwood Road Suite 3 Rocky Hill Connecticut 06067 888-892-2694 An company ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #0601T 04/16 ADS GEOSYNTHETICS 0601T NONWOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 6.0 oz (0601T) nonwoven geotextile. Filter Fabric Requirements ADS Geosynthetics 6.0 oz (0601T) is a needle-punched nonwoven geotextile made of 100% polypropylene staple fibers, which are formed into a random network for dimensional stability. ADS Geosynthetics 6.0 oz (0601T) resists ultraviolet deterioration, rotting, biological degradation, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. ADS Geosynthetics 6.0 oz (0601T) conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST METHOD UNIT M.A.R.V. (Minimum Average Roll Value) Grab Tensile ASTM D 4632 lbs (kN) 160 (0.711) Grab Elongation ASTM D 4632 % 50 Trapezoid Tear Strength ASTM D 4533 lbs (kN) 60 (0.267) CBR Puncture Resistance ASTM D 6241 lbs (kN) 410 (1.82) Permittivity* ASTM D 4491 sec-1 1.5 Water Flow* ASTM D 4491 gpm/ft2 (l/min/m2) 110 (4480) AOS* ASTM D 4751 US Sieve (mm) 70 (0.212) UV Resistance ASTM D 4355 %/hrs 70/500 PACKAGING Roll Dimensions (W x L) – ft 3.0/5.0/6.25/7.5/9.0/12.5 x 360 / 15 x 300 1 Square Yards Per Roll 120/200/250/300/360/500 / 500 Estimated Roll Weight – lbs 44/65/97.5/102/141/195 / 195 * At the time of manufacturing. Handling may change these properties. ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #315W 05/16 ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 315W woven geotextile. Filter Fabric Requirements ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to form a dimensionally stable network, which allows the yarns to maintain their relative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST METHOD ENGLISH M.A.R.V. (Minimum Average Roll Value) METRIC M.A.R.V. (Minimum Average Roll Value) Tensile Strength (Grab) ASTM D-4632 315 lbs 1400 N Elongation ASTM D-4632 15% 15% CBR Puncture ASTM D-6241 900 lbs 4005 N Puncture ASTM D-4833 150 lbs 667 N Mullen Burst ASTM D-3786 600 psi 4134 kPa Trapezoidal Tear ASTM D-4533 120 lbs 533 N UV Resistance (at 500 hrs) ASTM D-4355 70% 70% Apparent Opening Size (AOS)* ASTM D-4751 40 US Std. Sieve 0.425 mm Permittivity ASTM D-4491 .05 sec‾1 .05 sec‾1 Water Flow Rate ASTM D-4491 4 gpm/ft2 163 l/min/m2 Roll Sizes 12.5’ x 360’ 15.0’ x 300’ 17.5’ x 258’ 3.81 m x 109.8 m 4.57 m x 91.5 m 5.33 m x 78.6 m *Maximum average roll value.